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13-105216 (2)r-� CITY OF CITY HALL 33325 8th Avenue South A�k Federal inlay Federal Way, WA 98003-6325 (253) 835-7000 www. ciiyoffederalway. com January 15, 2014 d� ESM Consulting Engineers, Inc. i� 1 Attn: Fred Brown, P.E. 33400 81h Ave S, Suite 205 Federal Way, WA 98003 Re; Permit #13-105216-00-CO; Progressive Claims Ofce 34001 Pacific Hwy S Dear Mr. Brown, The Development Services Division of the Public Works Department has reviewed the materials submitted for the above -referenced permit. Prior to permit approval, the following shall be addressed: All Civil sheets (excluding water and sewer sheets) — 1) Provide the City Permit number (noted above) in the space provided above the Approval Signature Block. Besides the previous comment, there are no comments specific to the following sheets at this time: Cover sheet, Sheets EX-01, and LG-01. Sheet ST-01 — 1) Indicate that City Standard street monuments are to be installed t at the PC's and PT's of Road A. Provide City Standard Detail 3-36 in the plan set. Sheet GR-01 — 1) Can some of the permanent features shown on this sheet (building, parking, sidewalk, storm drainage system, etc.) be screened -back' in lineweight, so that the TESC and grading features stand out more? Or, can these features be removed completely from this plan sheet? The current plan is difficult to read. 2) It appears that the current location of the sediment pond will provide significant challenges in final grading, and construction of the parking lot and storm drainage system. Can the sediment pond be moved to the west to help eliminate the conflict? 3) Revise the construction sequence notes to eliminate the reference to Renton. 4) Provide a detail of the sediment pond rock outfall. Doc. I.D. 2988808059 5) Move the Parking Detail to a different plan or detail sheet. 6) The rock construction entrance shall be a minimum of 100-feet in length. Sheet GR-02 — No comments at this time. Sheet GR-03 — 1) Revise the construction entrance detail to indicate the minimum length shall be 100- feet. 2) Remove the words'to stream' from Pond Cross-section B-B 3) Provide a sediment pond detail that matches the proposed design. Sheet SD-01 — 1) A single -direction curb ramp detail (F-40.16-01) is called out on the plan. This detail appears to reference WSDOT standards. This particular detail number cannot be found on the current WSDOT standard plans web -site; however, it appears that WSDOT Standard Plan F-40.15-02 (Type B) may work at the locations shown. Please provide a correct detail reference and add the detail to a detail sheet. 2) Provide a gravel access road (similar to what is shown on the redline plans). Indicate the access road dimensions, radiuses, and gravel section on the plans. (The access road shall be per those specified in the KCSWDM for pond access roads). 3) To accommodate the gravel access road, the south end of the barricade shall be designed as'removable'. Indicate how this will be accomplished. 4) All storm drain pipe bedding and backfill that will become the City's to own and maintain, shall be per WSDOT Standard plan B-55.20-00. Include this detail on a detail sheet. 5) There are several CB callouts on this plan sheet that do not include pipe directions and/or invert elevations. Please refer to the redline plans for those callouts that need to be revised. 6) Please refer to a 'detail number_, on sheet_' for each of the flow splitter structures. (Also refer to the comment below under Sheet DT-02). Sheet SD-02 — 1) Provide a profile of the storm system between CB's #1 and #2, including existing ground elevations. As currently designed, it appears that the 15-inch pipe will actually daylight above the east side of the existing gravel road. 2) All storm drain pipe bedding and backfill that will become the City's to own and maintain, shall be per WSDOT Standard plan B-55.20-00. Include this detail on a detail sheet. 3) Since storm water will discharge around the entire perimeter of CB #1, show the rip -rap pad to surround the structure, provide a dimension for the width of rip -rap around the structure, and also provide additional details (rock -size, any filter fabric, etc.) regarding the rip -rap pad. 4) Indicate that all areas disturbed for the construction of the storm and sewer systems (not already shown on the landscape plan) shall be hydro -seeded per the design mix specified on the landscape plan. Doc. I.D. 2988808059 Sheet RD-01- 1) City standard street lights are required along Road A. Please provide a (separate) street lighting plan per City development standards, and include all City street light details in the plan set. 2) Indicate the new driveway approach is to be per City detail 3-6A, sheet DT-01. 3) Add a CB in the gutterline, west of CB #11, so that the new storm drain line does not cross under the planter strip. 4) Indicate the existing 41 LF of storm pipe is to be removed, rather than abandoned. 5) Use City detail 3-11 for the perpendicular curb ramps. Add detail 3-11 to a detail sheet. 6) Provide an asphalt paved ramp from the end of sidewalk (south curb return) to transition to the existing pavement along the road edge. The AC ramp shall be ADA compliant. Refer to King County Road Standards Fig. 3-014. 7) The existing guardrail shall be removed further south, to accommodate installation of a new terminal and end section. The terminal and end section shall be designed per the WSDOT design manual criteria and standard plans. 8) The plans indicate that the existing signal pole is to be relocated by others; however, the most current plans provided by the TranspoGroup (dated Oct. 2013), indicate that this pole is to remain in place. Please verify if this pole is to remain or be relocated, and revise this note if necessary. 9) The plans also indicate that the existing utility pole is to be relocated by others; however, it is unclear as to why this pole will be relocated. Please verify and revise this note if necessary. 10) If the utility pole noted above is to remain, then it appears there may be a conflict between it and the new drainage pipe. 11) Use through -curb type inlets on CB's #11 and #12, as they are in the sag of a vertical curve. 12) CB #11 is over 5-feet, rim to invert. Either specify a Type 2 CB, or raise the inverts to the 5-foot minimum if feasible. 13) Indicate if the invert elevation is the same for both the in- and out- directions of CB #7. 14) Refer to re -line plans — the new (north side of 344th) curb, gutter, and sidewalk shall match to the existing end of concrete curb, gutter, and sidewalk. Currently the plan shows the new improvements to end southerly of the existing. 15) A new ADA compliant ramp (per City detail) needs to be shown on the north end of the new curb return, near where it matches with eth existing improvements (aligned with the existing crosswalk). 16)There is an existing TS j-box (roughly shown on redline plans), that needs to be field - located, shown on the plans, and indicate on the plans what will happen to this j-box as part of construction. 17)There is an existing speed limit sign, approximately shown on the redline plans, that needs to be field -located, shown on the plans, and indicate on the plan where this sign will be relocated. Sheet DT-01 — 1) Revise the ROAD A section to indicate the asphalt to be HMA CL. 1/2", PG 64-22, Doc. I.D. 2988808059 2) Use the most current city details (enclosed). The version of the City logo on certain details indicates an older version that quite likely has been revised within the last couple of years. Sheet DT-02 — 1) Use the most current city details (enclosed). The version of the City logo on certain details indicates an older version that quite likely has been revised within the last couple of years. 2) Provide a specific detail for the individual flow-splitter structures. My understanding is the flow-splitter will not use additional orifices higher on the risers, and showing this detail may cause confusion for the contractor. Sheet DT-03 — 1) Use the most current city details (enclosed). The version of the City logo on certain details indicates an older version that quite likely has been revised within the last couple of years. Sheet LA-01 — 1) Remove the last street tree at the west end of Road A (south side) as it conflicts with the proposed storm drain pipe. 2) Show the gravel access road. Other — 1) Bonding is required for all improvements associated with Road A (including any street lighting systems), traffic signal modification at Road A/Pac Hwy So, all storm water systems that will become the City's to own and maintain, and all TESC measures. Please complete and return the enclosed Bond Quantities Worksheet. The enclosed Bond Information Sheet shall be completed and returned as well. 2) Dedication of property for Right of Way along Pacific Highway South requires that the Statutory Warranty Deed Worksheet be completed and returned for City staff to draft the deed for signatures. A legal description and drawing exhibit of the property to be dedicated shall be prepared by a License Land Surveyor. 3) Road A will be placed in a Tract 'X' for future dedication to the City. Please forward the enclosed Tract template document to the owner for review. Since Road A encumbers a portion of the parcel to the north, that property owner will also have to execute a Tract 'X' agreement. Legal descriptions and drawing exhibits shall be prepared by a Licensed Surveyor. Both Tract X agreements will be recorded on each parcel. If the owners find these template documents acceptable, City staff will complete the forms, and, along with the surveyor -prepared documents, send the agreements to the owners for signatures. 4) Storm drainage and access easements are required for the storm drainage system and access road. Enclosed is the City's template storm drainage easement for review. 5) All legal documents shall be finalled and recorded prior to Certificate of Occupancy of the Building. Doc. I.D. 2988808059 6) Provide final copies of the Technical Information Report (TIR). Please revise the plans as necessary and provide the additional requested information at your earliest convenience. When re -submitting plans, please submit 4 copies. If you have any questions, please feel free to contact me at (253) 835-2734, or via e-mail at kevin.Peterson@cityoffederalway.com Sincerely, VAX- Kevin Peterson Engineering Plans Reviewer KP: mj Enclosures cc: ESM Consulting Engineers, Inc., Attn: Evan Mann, 33400 8th Ave S, Suite 205, Federal Way, WA 98003 Richard L. Bowen & Assoc., Attn: Edward Odziemski, 1300 Shaker Blvd, Cleveland, OH 44120 Progressive Insurance Co., Attn: Tanya Dorsey, 5290 Landerbrook Dr., Mayfield, OH 44124 Project file Day file Doc. I.D. 2988808059 Kevin Peterson From: Kevin Peterson Sent: Friday, October 10, 2014 8:40 AM To: 'Neil Burton' Cc: 'Tanya K Dorsey (TANYA_K_DORSEY@progressive.com)'; 'Chauntelle DeBlois'; 'Robert McBride'; 'Bob Buehrer'; Sarady Long; William Appleton; Marty Gillis; Sarady Long; Bill McCollum Subject: RE: Progressive Insurance: Traffic Signals & Road A Lighting Attachments: TCO Access Mgmt Conceptual.pdf Neil, As a condition for allowing TCO of the Progressive Building (ahead of getting the Traffic Signal operational), here's what Public Works will need to see: A temporary access management plan for Road A, that provides the following information: Access into the site (on Road A) will be restricted to Right -In Only from Southbound Pacific Highway South, and through (westbound) from 161n Ave So. Access out of the site (from Road A) will be restricted to Right -Out Only onto southbound Pacific Highway South. Essentially, what we're looking for is a temporary traffic control/access management plan that will need to show how the Road A eastbound Through -and -Left -Turn lane will be blocked to traffic. It will also need to show how the Right -Turn lane will be channelized in such a way as to direct vehicles (as much as possible) to turn right (southbound) onto Pacific Highway South. I think we'll want to see the orange drums as the channelization devices for this situation. There will need to be temporary Stop and Right -Turn Only signs placed in the planter strip on the south side of the road at or near the new stop bar location. The new northbound Left -Turn lane from Pac Hwy will need to remain 'coned' off (with drums) until such time as the signal is fully operational. Please see the attached for a conceptual of these requirements. The temporary access management plan is strictly for use under the TCO until the signal is fully operational, and will not be allowed for use in any situation where the claims center is open to customers. The City will occasionally monitor traffic and may request revisions if necessary. Based on discussions during the signal work pre -construction meeting, it's my understanding that the contractor is going to try and have the signal turned on by (or about) November 13tn Striping/channelization shall be completed prior to- or at the time of- signal turn -on. As previously mentioned, the City does not allow signals to be turned -on on Fridays, the Wednesday (Nov 26) before the Thanksgiving Holiday, nor on November 11, which is a City -observed Holiday. Once the signal is operational and all channelization markings have been installed, the Public Works Department will allow final occupancy. The focus of our discussions and main concern has been on getting the signal operational and the channelization installed, but little has been mentioned regarding street lighting. It's our assumption and expectation that the street lighting work will be underway (on both Road A and on Pac Hwy S) at the same time as the other work, and will be completed for final CO. Please coordinate the formal request for Temporary Occupancy with Marty Gillis, City Building Official, at (253) 835- 2620, and she's also cc'ed on this e-mail. Let me know if you have any questions. Thanks, Kevin Peterson Engineering Plans Reviewer City of Federal Way 33325 8tn Ave S Federal Way, WA 98003 (253) 835-2734 From: Kevin Peterson Sent: Friday, September 26, 2014 7:33 AM To: 'Neil Burton' Cc: Tanya K Dorsey (TANYA K DORSEY ro ressive.cam); Chauntelle DeBlois; Robert McBride; Bob Buehrer; Joseph Szpek; Sarady Long; Scott Sproul; Marty Gillis; William Appleton Subject: RE: Progressive Insurance: Traffic Signals & Road A Lighting Neil, In order to determine if we can accommodate your request, Public Works is in the process of identifying the requirements and conditions that will need to be incorporated into an access management plan. Once we've identified the plan requirements, we'll forward that information to you, with the expectation that SD Deacon and/or Progressive provide us with the access plan for our review and approval. One of the items that you'll need to identify as part of the plan is a firm completion date for the signal work. When formulating the signal completion schedule, please keep in mind that the City does not allow signals to be turned on on Fridays, nor would we allow it on Nov 26 (the Wednesday before the Thanksgiving Holiday). We'll also want an expected final street light installation date for Road A, but that will be of secondary concern, as the Signal work is our primary concern. We hope to have our requirements to you no later than the week of Oct 6, and hopefully sooner. We can also have some more discussion about this on Monday, during or after the pre -con. Keep in mind that any Temporary C. of O.(TCO) is administered through our Building Department, and issued by our Building Official - Marty Gillis - cc'ed on this e-mail. I suggest you begin the discussion of any other requirements of a TCO with Marty. Kevin Peterson Engineering Plans Reviewer City of Federal Way 33325 81h Ave S Federal Way, WA 98003 (253) 835-2734 From: Neil Burton [mailtomeil.burton deacon.com] Sent: Wednesday, September 24, 2014 6:51 AM To: Sarady Long Cc: Kevin Peterson; Tanya K Dorsey {TANYA K DORS> Y ni ra ressive.com}; Chauntelle DeBlois; Robert McBride; Bob Buehrer; Joseph Szpek Subject: Progressive Insurance: Traffic Signals & Road A Lighting Good Morning Sarady, As discussed yesterday we have received an update from our traffic signal and off -site lighting subcontractor that the aluminum poles for the traffic signals will be arriving on -site the week of 11/17 and poles for the Road A lighting will be delivered the week of 12/15. It will take approximately one week to get the signals and lighting fully installed and commissioned. At this time we are requesting a temporary condition of occupancy for November 3`d to allow Progressive Insurance to occupy the building and open on November 215Y with the above conditions. Please let me know if you have any questions. Thank you, Neil Burton Chief Estimator ;.D, Deacon Corp. of Washington T: 425,284,4.000 1=: 425,284.4100 www.deacon.com Please consider the environment before printing this email. LEGENn 0 0 LUMINAIRE AND POLE LUMINAIRE (SIGNAL) RIGHT—OF—WAY LUMINAIRE POLE NUMBER ® CONSTRUCTION NOTE ® WIRE NOTE 1 SEC-20 T.21N. RA . W.M. 2 E1tlSITHG X TD W EXISTING i K ID p 2 r / EXISTING 1 MIT 0 CU EXISTING M PRO —POSED A U PROPOSED SI PROPOSED U f !` PROPOSED !!/ r FACE OF PROPOSED !! / • S / AROPO5ED I - S 340TH ST PL I SfpO I — ® SERVICE CABINET 1 m JUNCTION BOX - _ - O7 iNSTAIA FLAT LENS COBRA HEAD MEDIUM CUTOFF TYPE ul OISTRIBUT10N �~� LUMIHAIRE WITH 15CW PPS LAMP AND 121T ARM ON THE POLE AT 30FT Q� MOUNTING HEIGHT, PER CITY OF FEDERAL WAY STANDARD DRAWINGS NO, 3-38, 3-39, 3-39A, AND 3-398. 2 PROPOSED U O SEE TRAFFIC SIGNAL PLANS FOR CONDUIT/CONDUCTOR DETAILS. �D - 1 3 _ Q3 INSTALL ILLUMINATION SERVICE CABINET (SERVICE #1) PER CITY OF FEDERAL �0 1 PROPOSED WAY STANDARD DRAWING 3-45. Q 1 I ® PROVIDE CONDUIT STUB -OUT, CAPPED FOR FUTURE USE, FOR ELECTRICAL PROPOSED UTILITY CONNECTION. COORDINATE UTILITY CONNECTION WITH PROVIDER. RIGHT-OF-WAY PROPOSED I ALic GENERAL NOTES 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, CITY OF FEDERAL WAY STANDARDS AND SPECIFICATIONS, WSDOT STANDARD PLANS AND SPECIFICATIONS, AND THE SPECLAL PROVISIONS, UNLESS OTHERWISE NOTED. 2 THE LOCATIONS OF EXISTING FEATURES SHOWN ARE APPROXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO COMMENCING WORK, INCLUDING THE VERIFICATION OF EXISTING CONDUIT AND JUNCTION BOX SIZES. 3. ALL WORK SHALL BE CONSISTENT WITH UTILITY AGENCY REQUIREMENTS. THE CONTRACTOR SHALL CONTACT ALL PERTINENT UTILITY AGENCIES 48 HOURS PRIOR TO COMMENCING WORK. AND SHALL COORDINATE WITH AFFECTED UTILITY AGENCIES THROUGHOUT THE PROJECT. 4, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTILITIES. THE CONTRACTOR SHALL NOTIFY THE AFFECTED UTILITY COMPANY AND CITY IMMEDIATELY UPON DAMAGE AND BE RESPONSIBLE FOR REPLACIN, ANY DAMAGcD EQUIPMENT TO THE SATI5FACTION OF THE AFFECTED UTILITY COMPANY AND/OR CITY. 5. THE CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY FOR MATERIALS APPROVAL WITHIN 14 DAYS OF NOTICE TO PROCEED. CONTRACTOR SHALL PREPARE AND SUBMIT SHOP DRAWINGS AS REQUIRED. 6. THE CONTRACTOR SHALL MAINTAIN AND PROTECT ALL EXISTING TRAFFIC SIGNAL AND STREET LIGHTING EQUIPMENT DURING CONSTRUCTION, UNLESS OTHERWISE NOTED IN THE PLANS OR BY THE ENGINEER, OR APPROVED BY THE CITY. CES, AND E CITY ONS OF CT APPROVAL. THESE NTS ARE 7. ALL CONSTRUCMN SHALL By THE STANDARD SPECIFICATIOBNS FOR ROAD, BRIDGE AND E IN ACCORDANCE WITH EMUNICIPA CONSTRUCTION (WSOOT/APWA)WAY CfrY CODE �FWCQ, CTHE KINABLE G COUNTY ROAD TMSTANDARDS (KCIRS), AND PTHE E KING COUNTY SURFACE WATER EDESIGN MANUAL (SWAMI). 8. REVIEWER. ANY VARIANCE WITHIN THESE ADOPTED STAHOWE NDARDSEIS NOT ALLOWEDCUNDING TO THE FEDERAL WAY LESS SPECIFICALLY APPROVEDBYTHENG REVIEW CITY PRIOR TO CLIST. SOME ONSTRUCTION.EMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY PLAN 9. A COPY OF THESE APROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 10. CONSTRUCTION NOISE SHALL BE LIMITED AS PER FEDERAL WAY CITY CODE (SECTION 22-1006); NORMALLY THIS IS 7AM TO 5PM MONDAY THROUGH SATURDAY. 11. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHTS -OF -WAY. 12 FRANCHISED REQUIREMENTS OF KC UTILITIES OTHER HC AFTEINSTALLATIONS S THAT ARE NOT TSHOWN N THESE AP zE DAYS PRIOR TO CONSTRUCTION.BEC�UCTD UNLESS AN APPROVED SET OF PLANS THAT MEET ALL CITY REQUIREMENTS AND 13. OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE DIRECTOR OF PUBLIC WORKS AND NOTED ON THESE APPROVED PLANS. A OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH KCRS 8.03 (B)3. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PRDNDINC ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, F1AGGERS. AND A OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND NSUM OF THE ORMAL PUBLIC. AND TO PROTECT SHALL REQUIRE AT PROPERTY LEAST ON£IHFiAGGER F{ON WITH THE OR EACH LANEPERFORM&WE OF WORK OF TRAFFIC AFFECTED. ALL SE TIONS OF THE WSDOT STANDARD SPEBy THE CONTRACTORANY WOW GFlCATIONSIN THE TRAOVELED R[G CO TNTYTKAT ROL.SHALL INTERRUPT 15. THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL REGULATORY AND WARNING SIGNS PER THE LATEST EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 16. ALL REPLACED EQUIPMENT SHALL BECOME THE CONSTRUCTION REPRESENTATIVE'S PROPERTY UNLESS NOTED OTHERWISE ON THE PLANS OR IN THE SPECIFICATIONS. 17. UTILITY LOCATIONS ARE APPROXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO A SIGNAL WORK. 18. CONDUIT RUNS AND JUNCTION BOX LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES. ACTUAL LOCATIONS SHALL BE DETERMINED BY THE CONTRACTOR IN THE FIELD AND APPROVED BY THE INSPECTOR PRIOR TO INSTALLATION. 19. CONTRACTOR SHALL ADJUST JUNCTION BOX LIDS TO BE FLUSH WITH TOP OF SIDEWALK. JUNCTION BOXES WITHIN SIDEWALK SHALL HAVE NON -SUP LIDS. 20. TOP OF POLE FOUNDATIONS SHALL BE FLUSH WITH TOP OF FINISH SIDEWALK. ADJUST POLE BASE TO FINISH SIDEWALK GRADE. 21. ILLUMINATION JUNCTION BOXES SHALL BE LOCATED WITHIN 5FT OF LUMINAIRE POLES AND OUTSIDE OF ROADWAY AND SIDEWALK SECTIONS. CONTRACTOR SHALL ADJUST JUNCTION BOX LIDS TO BE FLUSH WITH TOP OF SIDEWALK. 22. CALL BEFORE YOU DIG, 1-800-424-5555 (48 HOURS IN ADVANCE). 23 AN ELECTRICAL PERMIT FROM THE CITY OF FEDERAL WAY BUILDING UPPER BAY OF THE SERVICE CABINET. UPON FINAL APPROVAL, THE ELECTRICAL INSPECTOR WILL PLACE CONNECTION APPROVAL ETAG POWERSOURCE. TOR25 THE METER BASE PERMIT3) 835-2607. THE ELECTRICAL IN THE E SO THAT ELECTRICAL SERVICE CAN BE AUTHORIZED. 24, THE CONTRACTOR SHALL NOTIFY THE BUILDING DEPARTMENT TO INSPECT THE UNDERGROUND INSTALLATION FROM THE POWER SOURCE TO THE SERVICE CABINET. 25. THE POINT OF SERVICE CONNECTION REQUIRES CONCURRENCE BY CITY'S PUBLIC WORKS DEPARTMENT AND PSE. D BY MMG BY mmo D BY KRc I�. / �1111111 N 11111111 _ �L41A1.1h1 a iTLlaFflc- Plla- µa� 54oeIS1cxrL W� Uc1a't+it S1Q'�.1 I 2 OTt r\ WIRING SCHEDULE NO Q RACEWAY CONDUIT SIZE- CONDUCTOR COMMENTS 1 2" SCH40 2 - BB 2 2' SCH80 2 - 08 3 2' SCH40 SPARE -EMPTY WITH PULL ROPE -ALL CONDUIT SHALL BE PVC AND CONTAIN A GROUND WIRE EQUAL IN SIZE TO THE LARGEST CONDUCTOR. STY OF SAL WAY l0 40 APPROVED BY ❑ 20 6{y DATE: I// tranSPOGROUP 11730115TH AVENUE NE, SUITE 600 (TEL) 425821.%65 KIRKLAND, WASHINGTON 90034 (FAX) 4268258434 STATE ROUTE 99 MP 8.56 TO MP 8.67 FEDERAL WAY PROGRESSIVE IL1 OF FEDERAL WAY 340TH ST INTERSECTION Y 2014 ILLUMINATION PLAN 1 OF 1 IF\12\12152oo — FWVW wee N. VAW�\ 41MP•\W Fbm4yal Y** m •SMIp14 4i2 Pu P+ lkiamat 1 �s a3 r wui N > �w- 5 f I w °J$ ° w Y N2 U r C 1w arm ° 5 s r o roo .. 0 o a w a z r ^ 5 a E4 R Nwr � LL w II W O IL U Ln (n w N F J'o W. w cxNz z z pO a p < < ' z >w < �x�a << w aQ< U rc3 jI 1 z y c r E mxa'_ n z p N F LL I I m 9 x U V' w i U3w� I" a z p x m a zGa< U aw� .Lu d W WCY % N U C C SILUS IL y,y wz = w Og o o as u� >awo yz w'c'-� 0 II II II II J J <� ryU uj O-,0V NO d�° ❑ W a J J I • og a a 4 � f x a x �1 1 i n g Q ¢ q 1 °r3 b 0 } vLL I C=2 SR 99 (PACIFIC HWY S) 350' J J I I o 2' MIN II 0 0 SEC.20&21 T.21 N. R.4E. W.M. 0 0 0 0 0 �gZH PVE 5 J J J SIGN LEGEND INTENQED USE FOR CLOSURE WORK AREA SHOWN ON THIS PLAN IS INTENDED TO BE USED TO INSTALL SIGNAL HEADS AND CAMERAS ON SIGNAL MASTARM, CLOSURE SHOULD ALSO BE USED IN CONJUCTION WITH TC6. ROAD CLOSED VIION WA Ko W20-5L W20-1 APPROVED 0 o CM CF FEDERAL WAY 9Y-b DAW A,PP eZ VAS- AFO Q- 5 t-lew-_zS 'PGb3 -re 08 '. A3 t• 0 rwo - rEr� DATE i DESIGNED BY RDM 10 10 14 DRAWN BY RDM 10 10 14 mutQ1�: o a REVIEWED BY RWP 10 10/14 7 y TYP. m ad � TAPER 4 O � N i J LE E ® CONSTRUCTION NOTE ® SIGN NOTE ® CHANNELIZATION DEVICE WITH WARNING UGHTS 7� CLASS B TEMPORARY SIGN IMEA PROTECTIVE VEHICLE WITH TRUCK MOUNTED ATTENUATOR — — RIGHT-OF-WAY GENERAL NOTES 1. ALL TEMPORARY TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL j� j WORK ZONE ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) SECTION 6 AND THE FEDERAL 1 WAY DEVELOPMENT STANDARDS I� 2. STATE ROUTE 99 POSTED SPEED = 40MPH. 116TH AVE S POSTED SPEED = 35MPH. 3. ALL DIAMOND SHAPED SIGNS SHALL BE 48" X 48BLACK ON ORANGE 4. EXISTING CONFLICTING SIGNS NO LONGER APPLICABLE SHALL BE COVERED. 5, LANE SHIFTING TAPER LENGTHS CALCULATED PER WSDOT STANDARD PLAN TCP 3. 6. LANE CLOSURES ON STATE ROUTE 99 SHALL BE RESTRICTED TO MONDAY THROUGH FRIDAY FROM 8:30 A.M. TO 3:00 P.M. 7. SEE CIVIL IMPROVEMENT PLAN SET FOR SAWCUT AND PAVEMENT LIMITS. 8. CONTRACTOR SHALL INSTALL TYPE W21-1701, 'MOTORCYCLES USE EXTREME CAUTION", SIGN 20OFT IN ADVANCE OF THE FOLLOWING ROADWAY CONDITIONS ON STATE ROUTE 99: GROOVED PAVEMENT, ABRUPT LANE EDGE, STEEL PLATES, AND/OR LOOSE GRAVEL OR EARTH. SPECIFIC SIGNS FOR EACH OF THE EXISTING CONDITIONS NOTED ABOVE SHALL BE INSTALLED ALONG WITH THE W21-1701 SIGNS. 9. CONTRACTOR SHALL MAINTAIN LOCAL TRAFFIC ACCESS TO STATE ROUTE 99 DURING WORKING AND NON -WORKING HOURS. 10. TRAFFIC CONTROL DEVICES SHALL NOT ENCROACH INTO ADJACENT VEHICLE OR E CHANNELIZATION DEVICE SPACING TAPERS TANGENTS SR 99 30 30 BICYCLE LAN S- 11. DROP OFFS OUTSIDE THE TRAVELED WAY OR AUXILIARY LANE, OF MORE THAN 0.2 CONSTRUCTION NOTE FOOT BUT LESS THAN 2 FEET SHALL BE PROTECTED WITH APPROPRIATE WARNING SIGNS, WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER 1 PLACE TEMPORARY TRAFFIC CONTROL DEVICES AT SPACING INDICATED IN OR CHANNELIZATION DEVICES. O "CHANNELIZATION DEVICE SPACING" TABLE (THIS SHEET). 1Z OPEN TRENCHES OR DROP OFFS, IN THE TRAVELED WAY OR AUXILIARY LANE, GREATER THAN 0.2 FEET SHALL BE COVERED WITH A STEEL PLATE. A WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER SHALL BE USED '- TO CREATE A SMOOTH TRANSITION FROM PAVEMENT TO STEEL PLATE. 13. PROVIDE MINIMUM 7 FOOT VERTICAL CLEARANCE AND 4 FOOT CLEAR WIDTH FOR PEDESTRIAN ROUTES. 1 50 14. A POUCE OFFICER IS REQUIRED TO CONTROL THE INTERSECTION WHENEVER THE _ SIGNAL IS NOT OPERATIONAL. d(1 &bVA6"C�C �[4�[L� ♦jL�QLk trL E.D �CTJ sc" E cry t LT=0- SR99 "TCranSPOOROUP 11730118TH AVENUE NE, SUITE 60D (TEL) 425821;3665 CITY OF FEDERAL WAY KIRKLAND, WASHINGTON 9BO34 (FAX) 425825-8434 FEDERAL WAY PROGRESSIVE S 340TH ST INTERSECTION OCTOBER 2014 SIGNAL TRAFFIC CONTROL TC03 1 OF 2 fj M:\12\12152 00 - Fed-- by P,og,ss*m\Eng.,eeling\CAD\Sheet,\TCU! - TCo4 M LL Censure wg<TCUd - Mol>&ny W1, 10/10/2014 1012 0 ji q q A eAW JAH�CJ3'4 10 xlTfo WAG SEC.20&21 T.21 N. R.4E. W.M. rEr w R�7 y DEWNED BY RDM rrI` DRAWN BY RDM RFHIE+AIED BY RWP - I�.IV• SR99 lFf,transpOGROUP 11730 118TH AVENUE NE, SUITE 600 (FEL) 425 821-M5 CITY OF FEDERAL WAY KIRKLAND, WASHINGTON 98034 (FAX) 425 82-18434 FES DOTES AND LEGEND. FEDERAL WAY PROGRESSIVE S 340TH ST INTERSECTION SIGNAL TRAFFIC CONTROL 4 TC04 2 OF 2 w:V2\12152.00 - F.al,m wey Pa911,M\Ugil—,0\M\5h«i:\r00 - IC04 2 u 0,-d,gQ[0t - vrs00oe-y Wi> 10/10/20K w21 m SEC.20&21 T.21 N. R.4E. W.M. GENERAL NOTES 1. ALL TEMPORARY TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) SECTION 6 AND THE FEDERAL WAY DEVELOPMENT STANDARDS. 2. STATE ROUTE 99 POSTED SPEED = 40MPH. 116TH AVE S POSTED SPEED = 35MPH. 3. ALL DIAMOND SHAPED SIGNS SHALL BE 48" X 48", BLACK ON ORANGE. 4. EXISTING CONFLICTING SIGNS NO LONGER APPLICABLE SHALL BE COVERED. 5. LANE SHIFTING TAPER LENGTHS CALCULATED PER WSDOT STANDARD PLAN TCP 3. 6. LANE CLOSURES ON STATE ROUTE 99 SHALL BE RESTRICTED TO MOND" THROUGH FRIDAY FROM 8:30 A.M. TO 3:00 P.M. 7. SEE CIVIL IMPROVEMENT PLAN SET FOR SAWCUT AND PAVEMENT LIMITS. B. CONTRACTOR SHALL INSTALL TYPE W21-1701, "MOTORCYCLES USE EXTREME CAUTION", SIGN 20OFT IN ADVANCE OF THE FOLLOWING ROADWAY CONDITIONS ON STATE ROUTE 99: GROOVED PAVEMENT, ABRUPT LANE EDGE, STEEL PLATES, AND/OR LOOSE GRAVEL OR EARTH. SPECIFIC SIGNS FOR EACH OF THE EXISTING CID CONDITIONS NOTED ABOVE SHALL BE INSTALLED ALONG WITH THE W21-1701 SIGNS. 9. CONTRACTOR SHALL MAINTAIN LOCAL TRAFFIC ACCESS TO STATE ROUTE 99 DURING WORKING AND NON -WORKING HOURS. 10. TRAFFIC CONTROL DEVICES SHALL NOT ENCROACH INTO ADJACENT VEHICLE OR BICYCLE LANES. 7� 11. DROP OFFS OUTSIDE THE TRAVELED WAY OR AUXILIARY LANE, OF MORE THAN 0.2 FOOT BUT LESS THAN 2 FEET SHALL BE PROTECTED WITH APPROPRIATE WARNING SIGNS, WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER OR CHANNELIZATION DEVICES. 12. OPEN TRENCHES OR DROP OFFS, IN THE TRAVELED WAY OR AUXILIARY LANE, GREATER THAN 0.2 FEET SHALL BE COVERED WITH A STEEL PLATE. A WEDGE OF PLATE. COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER SHALL BE USED TO CREATE A SMOOTH TRANSITION FROM PAVEMENT TO STEEL 13. PROVIDE MINIMUM 7 FOOT VERTICAL CLEARANCE AND 4 FOOT CLEAR WIDTH FOR PEDESTRIAN ROUTES. 14. A POLICE OFFICER IS REQUIRED TO CONTROL THE INTERSECTION WHENEVER THE SIGNAL IS NOT OPERATIONAL- 4$ µ�S " A bWA L_4L _ 1 ►.loTiL_jc a/F--4-*P 15. NORTHBOUND LEFT TURN LANE TO REMAIN UNOPENED UNTIL SIGNAL IS FULLY OPERATIONAL 6 0 Q � pFiTg ;' sO DATE ❑E:SIGNEfl BY RDM 10 10 14 DRAWN BY RDM 10 10 14 4y •` REMEWED BY RWP 10/10/14 LEGEND CONSTRUCTION NOTE SIGN NOTE CHANNELIZATION DEVICE WITH WARNING LIGHTS CLASS B TEMPORARY SIGN 2 350' t I I r Illlllllllllllllllllllllllllllllllllrr .� CHANNELIZATION DEVICE SPACING TAPERS TANGENTS SR 99 30 60 CONSTRUCTION NOTE RIGHT-OF-WAY PLACE TEMPORARY TRAFFIC CONTROL DEVICES AT SPACING INDICATED IN OO "CHANNELIZATION DEVICE SPACING" TABLE (THIS SHEET). WORK ZONE INTENDED USE FOR CLOSURE WORK AREA SHOWN ON THIS PLAN IS INTENDED TO BE USED TO INSTALL SIGNAL HEADS AND CAMERAS ON SIGNAL MASTARM. rtranSPOGROUP 11730118TH AVENUE NE, SUITE 600 (TEL) 425 CITY OF FEDERAL WAY KIRKLAND, WASHINGTON 98034 (FAX) 425825-8434 FEDERAL WAY PROGRESSIVE S 340TH ST INTERSECTION SIGNAL TRAFFIC CONTROL 4 TC05 1 OF 1 M:\I2\12152CO - =,de l wry 9\M\`-heel1\[C5 NO ❑dM,&R, Ca , d,<IC0.5 - MWIA.bby Wl,, !0/I0/201/ 10:27 M �s [' - �� i .1. •S. _ � • , 2 z m - - - N - � -- U) -- - m m -- m o-- SEC.20&21 T.21 N. R.4E. W.M. l -�- SR 99 (PACIFIC HWY S) J GENERAL NOTES TAPER — - 1. ALL TEMPORARY TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) SECTION 6 AND THE FEDERAL WAY DEVELOPMENT STANDARDS. 2. STATE ROUTE 99 POSTED SPEED = 40MPH. LEGEND MAINTAIN BUSINESS ACCESS 116TH AVE S POSTED SPEED = 35MPH. ® 4 CONSTRUCTION NOTE 3. ALL DIAMOND SHAPED SIGNS SHALL BE 48" X 48", BLACK ON ORANGE. 4. EXISTING CONFLICTING SIGNS NO LONGER APPLICABLE SHALL BE COVERED. ® SIGN NOTE 5. LANE SHIFTING TAPER LENGTHS CALCULATED PER WSDOT STANDARD PLAN TCP 3- ® CHANNELIZATION DEVICE WITH WARNING LIGHTS 6. LANE CLOSURES ON STATE ROUTE 99 SHALL BE RESTRICTED TO MONDAY THROUGH FRIDAY FROM 8:30 A.M- TO 3:00 P.M. CLASS B TEMPORARY SIGN � 7. SEE CIVIL IMPROVEMENT PLAN SET FOR SAWCUT AND PAVEMENT LIMITS. DDD SEQUENTIAL ARROW SIGN 8. CONTRACTOR SHALL INSTALL TYPE W21-1701, "MOTORCYCLES USE EXTREME CAUTION', SIGN 20OFT U4 ADVANCE OF THE FOLLOWING ROADWAY CONDITIONS ON STATE ROUTE 99., GROOVED PAVEMENT, ABRUPT LANE EDGE, STEEL PLATES, AND/OR LODSE GRAVEL OR EARTH. SPECIFIC SIGNS FOR EACH OF THE EXI5TING CONDITIONS NOTED ABOVE SHALL BE INSTALLED PROTECTIVE VEHICLE WITH TRUCK MOUNTED ATTENUATOR ALONG WITH THE W21-1701 SIGNS_ 9. CONTRACTOR SHALL MAINTAIN LOCAL TRAFFIC ACCESS TO STATE ROUTE 99 DURING WORKING AND NON -WORKING HOURS. 10. TRAFFIC CONTROL DEVICES SHALL NOT ENCROACH INTO ADJACENT VEHICLE OR BICYCLE LANES. - - RIGHT-OF-WAY 11. DROP OFFS OUTSIDE THE TRAVELED WAY OR AUXILIARY LANE, OF MORE THAN 0.2 FOOT BUT LESS THAN 2 FEET SHALL BE G PROTECTED WITH APPROPRIATE WARNING SIGNS, WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER WORK ZONE OR CHANNELIZATION DEVICES. 12. OPEN TRENCHES OR DROP OFFS, IN THE TRAVELED WAY OR AUXILIARY LANE, GREATER THAN 0.2 FEET SHALL BE COVERED INTENDED U5E FOR CLQ$�K WITH A STEEL PLATE. A WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER SHALL BE USED TO CREATE A SMOOTH TRANSITION FROM PAVEMENT TO STEEL PLATE. WORK AREA SHOWN ON THIS PLAN IS INTENDED TO BE USED FOR DRILLING AND POURING OF FOUNDATIONS. CLOSURE SHOWN TC3 AND TC4 IS NEEDED IN CONJUNCTION 13. PROVIDE MINIMUM 7 FOOT VERTICAL CLEARANCE AND 4 FOOT CLEAR WIDTH FOR PEDESTRIAN ROUTES. Cn ON WITH THIS PLAN. m 14. A POLICE OFFICER IS REQUIRED TO CONTROL THE INTERSECTION A A ` WHENEVER THE SIGNAL IS NOT OPERATIONAL. �, 4 " 2S- AD�l4..1 L.� o mp %Lw-Q' D FaIL p 1Z / lP _�PVE S / To / U) � — 39O' — nFl-_p DESIGNED E3Y RDM DRAWN BY ROM CHANNELIZATION DEVICE SPACING ALONG ALONG AROUND TAPERS TANGENT CORNER SECTIONS SR 99 30 60 10 DATE CONSTRUCTION NOTE OPLACE TEMPORARY TRAFFIC CONTROL DEVICES AT SPACING INDICATED IN CHANNELIZATION DEVICE SPACING' TABLE (THIS SHEET). SIGN LEGEND _ TC6 SHALL ONLY BE USED CONINE SO T -r - WITH V. AND TC4 TO CLOSE ONE 54UTH BOUND ;0" 24" - 350' f LEFT TURN LANE. Rw _ 12" y`i 38" CROSSIEK lti �8 CLOSED R3B/WR W20-1 24" W4-2L W20-SR 24" SIDEWALK 12" USE344THST 12„ CLOSED CROSSING 39-9 SPECIAL 'wrtranSPOGROUP 11730118TH AVENUE NE, SUITEWO (TEL) 425 821J665 CITY OF FEDERAL KIRKLAND, WASHINGTON 98034 (FAX) 4258254434 N TT1 r*1 D O t 2.5 50 3 FEDERAL WAY PROGRESSIVE TC06 S 340TH ST INTERSECTION OCTOBER 2014 SIGNAL TRAFFIC CONTROL 1 of 1 M.\I2\I2152 00 - F3d1111 Wly M9rc "\b9i1e 19\W\SAmm\IC06 N0 R1 Closu 1d,<TC05 - W OOD0a05y Mlle 10/10/2014 10:0 M! a n GENERAL NOTES SEC.20&21 T.21 N. R.4E. 1. ALL TEMPORARY TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) SECTION 6 AND THE FEDERAL WAY DEVELOPMENT STANDARDS. LE END 2. STATE ROUTE 99 POSTED SPEED = 40MPH. ® CONSTRUCTION NOTE 116TH AVE S POSTED SPEED = 35MPH. 3. ALL DIAMOND SHAPED SIGNS SHALL BE 48" X 48", BLACK ON ORANGE. Cl) SIGN NOTE 4. EXISTING CONFLICTING SIGNS NO LONGER APPLICABLE SHALL BE COVERED. ® CHANNELIZATION DEVICE WITH WARNING LIGHTS 5. LANE SHIFTING TAPER LENGTHS CALCULATED PER WSDOT STANDARD PLAN TCP 3. CLASS B TEMPORARY SIGN 6. LANE CLOSURES ON STATE ROUTE 99 SHALL BE RESTRICTED TO MONDAY 7� THROUGH FRIDAY FROM 8:30 A.M. TO 3:00 P.M. DDD ARROW PANEL 7. SEE CIVIL IMPROVEMENT PLAN SET FOR SAWCUT AND PAVEMENT LIMITS. RIGHT-OF-WAY 8. CONTRACTOR $HALL INSTALL TYPE W21-1701, 'MOTORCYCLES USE EXTREME CAUTION', SIGN 2OOFT IN ADVANCE OF THE FOLLOWING ROADWAY CONDITIONS ON STATE ROUTE 99! GROOVED PAVEMENT, ABRUPT LANE EDGE, STEEL PLATES, WORK ZONE AND/OR LOOSE GRAVEL OR EARTH. SPECIFIC SIGNS FOR EACH OF THE EX+STING CONDITIONS NOTED ABOVE SHALL BE INSTALLED ALONG WITH THE W21-1701 SIGNS, 9. CONTRACTOR SHALL MAINTAIN LOCAL TRAFFIC ACCESS TO STATE ROUTE 99 — ------- DURING WORKING AND NON -WORKING HOURS. 10. TRAFFIC CONTROL DEVICES SHALL NOT ENCROACH INTO ADJACENT VEHICLE OR BICYCLE LANES. 11. DROP OFFS OUTSIDE THE TRAVELED WAY OR AUXILIARY LANE, OF MORE THAN 0.2 FOOT BUT LESS THAN 2 FEET SHALL BE PROTECTED WITH APPROPRLATE WARNING SIGNS, WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLITTER OR CHANNELIZATION DEVICES. 12. OPEN TRENCHES OR DROP OFFS, IN THE TRAVELED WAY OR ALIXIUARY LANE, GREATER THAN 0.2 FEET SHALL BE COVERED WITH A STEEL PLATE. A WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER SMALL BE USED TO CREATE A SMOOTH TRANSITION FROM PAVEMENT TO STEEL PLATE. 13. PROVIDE MINIMUM 7 FOOT VERTICAL CLEARANCE AND 4 FOOT CLEAR WIDTH FOR SIGN LEGEND PEDESTRIAN ROUTES. _ 14. A POLICE OFFICER IS REQUIRED TO CONTROL THE INTERSECTION WHENEVER THE SIGNAL IS NOT OPERATIONAL. — ,4 Cb "V-e, A p %4 lk" C- "o Tt (-E e-F 0' P Fop- c.FFt (_�-- S E� u -!� a CLOSED _ '6 ROAD WR CHANNELIZATION DEVICE SPACING ALONG ALONG TANGENT TAPERS SECTIONS 16TH AVE S 10 Kw Nu Im 36 W20-5R W20-1 R3-6/(MOD) 01 02 O INTENDED- _USE FOR CLOSURE WORK AREA SHOWN ON THIS PLAN IS INTENDED TO BE USED TO INSTALL arMAI NPAns ANn CAMFRAS ON SIGNAL MASTARM. CONSTRUCTION NOTE / O1 PLACE TEMPORARY TRAFFIC CONTROL DEVICES AT SPACING INDICATED IN "CHANNELIZATION DEVICE SPACING" TABLE (THIS SHEET). ,<6SN PVE S i J i J r i rFTr t� ate` �2 DESIGNED BY RDM qps DRAWN BY RDM k4 w REVIEWED BY RWP 350' f SION SR 99 (PACIFIC HWY S) i i i r 350, t 350' t 1 I ILIAIIIIIIIIIIIIIIIIIIIIIIII T IIIIIII d, II , AwFranSPOGROUP 11730 118TH AVENUE NE, SUITE 600 (TEL) 425 821-36. CfiY KIRKLAND. WASHINGTON 9BO34 (FAX) 425825414M r i 12.5 0 5 75 FEDERAL WAY PROGRESSIVE S 340TH ST INTERSECTION WAY SIGNAL TRAFFIC CONTROL 2014 TC07 1 OF 1 W\I2\121520 — Fld-1 fily Tiwa 1 a,s d.0<TC01 — WSCOT>B by vlu 10/10/201� 10:!2 Au GENERAL NOTES 1. ALL TEMPORARY TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE 111ASII1Ak ON UNIFORM TRAFFIC CCNrROL DEVICES (MUTCD) SECTION 6 AND THE FEDDIA4 WAY DEVELOPMENT STANDARDS. 2. STATE ROUTE 99 POSTED SPEED = 40MPH. 16TH AVE S POSTED SPEED = 35MPH. 3. ALL DIAMOND SHAPED SIGNS SHALL BE 48" X 48", BLACK ON ORANGE, UNLESS OTHERWISE NOTED. 4, EXISTING CONFLICTING SIGNS NO LONGER APPLICABLE SHALL BE COVERED. 5. LANE SHIFTING TAPER LENGTHS CALCULATED PER WSDOT STANDARD PLAN TCP 3. 6. LANE CLOSURES ON STATE ROUTE 99 SHALL BE RESTRICTED TO MONDAY THROUGH FRIDAY FROM 8:30 A.M. TO 3:00 P.M. 7. SEE CIVIL IMPROVEMENT PLAN SET FOR SAWCUT AND PAVEMENT LIMITS. B. CONTRACTOR SHALL INSTAL4 TYPE W21-1701, "MOTORCYCLES USE EXTREME CAUTION", SIGN 20OFT IN ADVANCE OF THE FOLLOWING ROADWAY CONDITTONS ON STATE ROUTE 99: GROOVED PAVEMENT, ABRUPT LANE EDGE, STEEL PLATES, AND/OR LODSE GRAVEL OR EARTH. SPECIFIC SIGHS FOR EACH OF THE EXISTING CONDITIONS NOTED ABOVE SHALL BE INSTALLED ALDNG WITH THE W21-1701 SIGNS. 9. CONTRACTOR SHALL MAINTAIN LOCAL TRAFFIC ACCESS TO STATE ROUTE 99 DURING WORKING AND NON —WORKING HOURS. 10. TRAFFIC CONTROL DEVICES SHALL NOT ENCROACH INTO ADJACENT VEHICLE OR BICYCLE LANES. 11. DROP OFFS OUTSIDE THE TRAVELED WAY OR AUXILIARY WOE. OF MORE THAN 0.2 FOOT BUT LESS THAN 2 FEET SHALL BE PROTECTED WITH APPROPRIATE WARNING SIGNS, WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR PLATTER OR CHANNELIZATION DEVICES. 12. OPEN TRENCHES OR DROP OFFS, IN THE TRAVELED WAY OR AUXILIARY LANE, GREATER THAN 01 FEET SHALL BE COVERED WITH A STEEL PLATE. A WEDGE OF COMPACTED STABLE MATERIAL AT A SLOPE OF 4:1 OR FLATTER SHALL BE USED TO CREATE.A SMOOTH TRANSITION FROM PAVEMENT TO STEEL PLATE. 13. PROVIDE MINIMUM 7 FOOT VERTICAL CLEARANCE AND 4 FOOT CLEAR WIDTH FOR PEDESTRIAN ROUTES. CHANNELIZATION DEVICE SPACING ALONG ALONG TAPERS TANGENT SECTIONS 16TH AVE S 10 CONSTRUCTION NQTE O1 PLACE TEMPORARY TRAFFIC CONTROL DEVICES AT SPACING INDICATED IN "CHANNELIZATION DEVICE SPACING" TABLE (THIS SHMMT S r � J r ARROW PANEL Ar- r � — r i — i i t 350INTENDED VSF FOR QLOSUR — -1— r SIGN LEGEND WORK AREA SHOWN ON THIS PLAN IS INTENDED TO BE USED FOR l A— V F. rF HLyny SO. IO-"i ® CONSTRUCTION NOTE SEC . 2 0 & 21 T. 21 N . R . 4 E . W.M. SIGN NOTE ® CHANNELIZATION DEVICE WITH WARNING LIGHTS 7`� CLASS B TEMPORARY SIGN 1I DDD ARROW PANEL 350' RIGHT—OF—WAY 1 WORK ZONE SR 99 (PACIFIC HWY S-)- I - L I IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIII __. _ 1 •J t nP 2 350' t Iv DESIGNED BY R DRAWN BY R REVIEWED BY R DRILLING AND POURING OF FOUNDATIONS. CLOSURE SHOWN TC3 AND TC4 IS NEEDED IN CONJUNCTION WITH THIS PLAN. 36� LANE ROAD CLOSED WORK AHEAD PHA 36" W20-5(MOD) W20-1 R3-6/(MOD) 0 � 0 T! LranSPOGROUP 11730118TH AVENUE NE, SUITE 600 CTEL) 425 821-3665 CFY OF FEDERAL WAY KIRKLAND, WASHINGTON 98034 (FAX) 425 8258434 zs •_ FEDERAL WAY PROGRESSIVE TC08 S 340TH ST INTERSECTION 2014 SIGNAL TRAFFIC CONTROL t of 1 u:\12\12152 0 - Fmerul woy p+m..Yr/'KWWpv`Sm%t= M Ia 0o NgdMl - MDOr>9 bby uav 1146 M -gbh �� [n O 0 P m �M�g� _f rn 296 •1 + _-238, l � r� Xm � I z N ET 0v 00 �N Op FI O XOHv_ v Dr lit: � D so ; 2 000i�00� mmD NNZf\ �9�vm ..Azzii 00 Rem m 2 (� (/� SDOm m 0 � D T. m O M E 9 x 9 'r m A FAITp D _m_m 0 OAS (A t OD 0m s� � a 0D _�� f ' I E . iiraG Ent61H"Fr�I i lg ®GON511L �vna e:n n.e s. sire aos I � I � i www.eamcivil.com C1.J4 K rft .Mia Land S.,,,A.9 _ LeM PwnMq Putllq i� I ProlKl Manopwnanl itrWmp� hd4l.clp� 0 A 0 rn m 0 0 m m I m g0 0m m m ZAREMBA GROUP, LLC T M z PROGRESSIVE INSURANCE PLAN CHANGE #1 DATE: 7/19/14 TO: Richard L. Bowen + Associates PROJECT: Progressive Insurance, Federal Way, WA SDD NO.: 10073 NO. OF COPIES DESCRIPTION Submittal # 070 - Concrete Add Mixtures TRANSMITTAL Mail Hand Delivery Will Call Overnight Messenger X i NewForma Submittal No. 070 Reviewed By: S.D. Deacon Corp. of WA By: Chauntelle De Blois Date: a7, Il 9I2014 This check does not in anyway relieve the Subcontractor or Supplier of their responsibility to Verify accuracy of details, quantities and dimensions. X For Approval SUBMITTALS For Your Signature Approved as Submitted Per Your Request Make Corrections Noted For Payment Re'ected / Resubmit For Your Records i�[_ _xGltla7lf TAKEN G0PWiEr'1•IW NOTED Remarks: 13 R UEC F ❑ ROAST A.0 "qj j"� �;al.Sr`+3:�lIT 7,nyAFCr�Fi} IT�,1 By: Chauntelle De Blois Project Engineer cc: File/SDD Project Field Checicirlr! is 0mv for c ":tI'�Y?j:-iil��7lf3rC7. - • ,`e_ .a .,.,. . .e.N.. �.uar.. .e..t Arty `i':ili �Ii rUJ�i: ! r �•4 .: i �i JG': • s it�3 aH ott�or frada.., < ,� ,. NS Work. �....... a >� S.D. Deacon Corp, of Washington 2375 130th Ave NE, Suite 200, Bellevue, WA 98005 T: 425-284-4000 • F: 425-28"100 WA REG #SDDEAC0011JB www.deatmn. sEATfLE I PORTLAND I SACRAMENTO I IRVINE CCRLISS RESOURCES Mfty J945 ,i P. O. BOX 497 SUMNER, WA 99390 PHONE: CM) 891-GM FAX: (253) 8914691 ACCF: (253) 8264W4 PREPARED FOR HIGHlVLARK CONCRETE al3Mm FROGRE S SIVE INSURANCE FEDERAL WAY, WA AM DESIGN SUBMITTAL CONTENTS: AM DESIGNS BREAK DATA bML,L CERTSJDATA SHEETS CONDMONS OF SALE PREPARED BY: STEVE VALENTA BALES TONY BOWMAN /QC Tlumday, July 0% 2014 CONFIDENTIAL CORLISS RESOURCES Sir" 1945 P. o. sox 487 SUN MR, WA 9WO DISPATCH: (253) 991-6680 FAX: (253) 891-6691 ACCT: (253) 82&MU STEVE VALENTA (253)405-0165 HIGHMA.RK CONCRETE PROGRESSIVE INSURANCE BUILDING MIX ID USE IN PROJECT C1601ACB CURB MACHINE C1601A CLASS 3000 C4000A CLASS 4000 OPTIONAL PRODUCTS(MUST BE REQUESTED WHEN ORDERING) PRODUCT NAME PROPERTIES DELV O SET RETARDER NC 534 OZ.ZO NON -CHLORIDE ACCELERATOR HOT WATER HOT WATER PLASTIC ROLL OF PLASTIC, 6 MIL 20'X50' X 2 %" EXPANSION EXPANSION JOINTING MATERIAL, 100' LINEAR 3/8" X 3" EXPANSION EXPANSION JOINTING MATERIAL, I00' LINEAR FIBERMESH 300 _ ORCE FIBRILLATED POLY FIBER REINFORCENIEN'T FIBERMESH 150 STEAL MONOFILAMEEN'T POLY FIBER REINFORCEMENT ULTRA 500 V4" CELLULOSE FIBER REINFORCEMENT PLEASE USE THIS LIST WHEN ORDERING CONFIDENTIAL CORLISS AFBOURCFS PO BOX 487 �.m CONCRETE MIX DESIGN REPORT su fax 2534863-1%8 cLWm': HlQW4ARK CONCR'.ETE PROYECT: PROGRESSIVE INSURANCE BUILDING MIX um: . •$ USAGP: CURB MACHINE DATE: 7/15/14 PSl@28D s: 3000 si SLUMP: 1 " +/_ 1" AIR: 6.0 % +/ 1.50% WC RA110: 0.43 %GGBFS: S°% I AIR ENT.? WS PLWr: AVAILABLE ALT ALL PLANTS PLACEMEWL TAILGATE/ROOM PUMP IRECYCLED. 3.3% UNIT WT: 143,57AG5 SIZE: MATERLAIS & SOURCE INFO LIANTITY(PER YI]' SG @ SSD VOLUME •CEM-T.NTTPIDUS MATERLCIS- EMENT LEIiIGH TYPE Lql 520 3.15 2.65 LAG LAFARIUE NA GRADE 1 OO. GGBFS 44 2.87 0.25 -WATER- POTABLE WATEJ MUNICIPAL SOURCES ASTM C94 5.3 240 1.00 3.85 AGGREGATES- ENUMCLAW A-44 3/4" ASTM C33 #57 1944 2.70 10.95 ENU CLAW A-44 SAND TM C33 CLASS 2 1315 2.54. 8.30 •ADMEKTURES- BASF MBAE 90 AIR ENTRAINMENT ADMDXTURE 8.0 1.05 0.01 AIR VOLUME: 1 2 1 TOTALS-13 OPTIONAL PRODUCTS - MUST BE REQUESTED WHEN PLACING ORDER MATERIAL DOSAGE USE S: BREAK DATA DATE SA.WL.E M CONC. TEMP SLUMP AM °A I H O ADDED 3 DAY 7 DAY 14 DAY 28 DAY AVG STD DEV 1 014 78498 58 3-5 5,7 9590 6912 4 23 2014 79231 58 1.5 6 3663 5010' 9 23 2013 12191199 78 1 4,5 4260 5433 999 10 2d 2011 1115997E 68 1.25 4S 4950 5660 330 OV03120101 10MI76 63 15 4 SO45 5721 152 O 2 2D06 39.941 57 1.25 4.8 5028 6798 (40 10 18 005 32747 62. 1.5 5 4052 5187 821 AVERAGE:1 63 J.36 4.9 4 7 PREPARED: T. BOWMAN APPROVED: �.� ,�. ` Tony Bowmen, QC Manager DATE: 7/1512.014 CORL182 RESPO Box 487 sumr CONCRETE MIX DESIGN REPORT W.%9 - r z 253-063-U 6 LIEt T: MGHMARK CONCRETE PROJECT: PROGRESSIVE INSURANCE BUILDING MD{ ID#1:C101A I USAGE: CLASS 3000 1 DATE' 7/15/14 PS[Q28Days- 3000 Bl I SLUMP: 4 n +/- 1" AIR: fi.0 °0 +/• 1.50'/0 PV/C RATIO: 01.48 1 %GGBFS: Sala 1 AIR ENT.? YES PLANT: AVAILABLE AT ALI, PLANTS FLAG Mn4T: TAH GATE/BU4M PUMP IREcYCLED. 3.4.1. UNIT wT: 1U45 I AGO SIZE: 4 MATERLALS:&'SOURCE'1NFQ QUANTFFY PER)2! SG A SSD VOLUME CEMENTITIOUS MATERIALS - CEMENT, LEMGH TYPE I/H 520 3.15. 2.65 SLAG LAFARGE NA GRADE 100 GGBFS 44 2.87 0.25 .-WATER- POTABLE WATER, MUNICIPAL SOURCES ASTM C94 5.3 270 1.00 4.33 AGGREGATES- ENUMCLAW A-44 3141% ASTM C33 #57 1673 2.70 9.93 EMIMCT AW A 44 SAND ASTM C33 CLASS 2 1404 2.54 8.8b .ADMIXTURES - BASF -MEIAE-90 A1R ENTRAINMENT ADMIXTURE 5.5 1.05 0.01 AIR VOLUME: 3 91 11 1.62 TOTALS1 OPTIONAL. PRODUCTS. - MU E REQUESTED G ORDER MA" ERIAL DOSAGE USE RE►NARx.S 270 = = 3, BREAK DATA DATE SAMPLE W CONC. TEMP S LUMP AIR % FI 0 ADDED 3 DAY 7 DAY 14 DAY 28 DAY AVG STD €7EV 5 19 2014 201556 61 5.75 63 3516 4 1 SJW2014 2015" 63 4.5 5.5 3950 4360 2014 201539 66 4.75 5.8 3780 4730 297 5PL2014 201510 64 5 5R 3960 5020 45 5 5 2014 201504 63 5.25 6 3870 5185 230 41 014 199620 61 4.5 5.5' 3571 20 4 4 2D14 199610 52 5 5,2 .3850 4 312 4 014 199599 59 4.25 5.6 3730 4820 135 3MV014 198732 56 6 6.2 4046 4U5 166 1 0 2014 78424 58 5.25 5.8 3%42 -54m 1X 819T2013 72IM632 70 4 6.2 u2D 49iD 293 7 9 2513 12186842 76 5 6 3140 4110 WT. 6 26 2Q 65 r 52 4070 4920 465 6 26 2013 12 143 68 5.5 5.9 4000 4620 410 5 17 2013 12 100 71 5.25 5.4 3510 4780 150 5 14 2013 12111917 65 4 5 4260 5710 :589 5 13 013 ula 65 5 5.4 3920 4970 513 a5.7 AVERAGE: .94 3 14 PREPARED: T. BOWMAN APPROVED: �0-1 ,«� T-Y BOwman, QC: h,-Igu DATE: 7/15/20I4 OORUSS RESOURCES PO BOX 487 CUNCRETE MIX DESIGN REPORT 9 L%9 - r.: as3�ass6 LtENr. WGHMARK CONCRETE PRflJEcT: PROGRESSIVE INSURANCE BUILDING MIX ID#: Q4QQ0A USAGE: CLASS 4000 1 DATE: 7/15n4 PS[ BAays 400ORMI SLUMP: 490 +/- 1" AIR: 6.0 % +I- 1.501/0 'W/C RATIO: 0.45 %GGBFS: 0 AIR ENT.? YES PLAN: AVAILABLE AT ALL PLANTS PLACEMENT: TAH GATE/B0QM PUNW RECYCLED: 2.4% UNIT Wr, 142.7 1 AGG sm: 3/4 MATERIALS &:SO R E INFO QUAN= PER Y SG ig SSD VOLUME -CEMENTTITOUS MATERIALS- EVIENT LEHIGH TYPE Ull 564 3.15 2.87 WATER - POTABLE WATE MUNICIPAL SOURCES ASTM C94 5.3 253 1.00 4.05 AGGREGATES- ENUMCLAW A-44 3/4" ASTM C33 457 1301 2.70 T72 ENUMCLAW A /8" ASTM C33 48 476 2.68 2.85 MCLAW A-44 SAND ASTM C33 CLASS 2 1351 2.54 9.52 ADMIX fI IRES- rE BA F AE 9D AIR ENTRAINMENT ADMIXTURE 6.0 1.05 0.01 AIR VOLUME: _ 3945 162 27.65 TOTALS:1 OPTIONAL FR DU , - PAUST W-R-JEQUESTtD WHEN PLACING ORDER MATERIAL DOSAGE. USE REMARKS: BREAK DATA DATE SAMPLE ID CONC. TEMP Sl,UMP AIR % H 0 PAD)-D 3 DAY 7 DAY 14 DAY 28 DAY AVG STD DI?V 4 9 2414 199441 56 5.5 6.8 4927 5225 {lV 71812013 1275857 73 4.75 7'.5 W80 4720 tY�- 712912013 1276200 74 6 6 3190 4100 563 8 5 013 127. 4as 72 5 5.6 3260 4900 420 8 27 2013 12189725 74 6 5.5 3460. 4430 402 013 1277389 75 3.7F 5.1 4480 5610 1 594 9 6 . OL3 12 1 5.75 6.9 3100 4850 J. 598 771UH-1r 1 686 72 5.5 5.2 3500 5020 1 399 9/-lB/201-3 IZM94 70 7.5 3440 251 404 9 9/2bl3 1276935 fib 5 7.5 3690 4446 400 10 8 2013: 1378521 63 5 6 2830 4910 339 10 8 013 1378521 63 5 6.2 3830 4910-268 10 9 2013 13192052 63 4.25 5.9 3730 ODD- 64 ip 9 013 13192052 63 5.5 5.9 64 101 213 13 7516 6 6" 5.8 3360 4650 87 i 4 2p13 1379543 57 5:5 5.9 3280 4947 103 11 2 2013 13194270 59 5.5 5.9 4189 5300 333. 12/1612013 1330869 56 5.5 7.1 401D 5410 299 12 16 2013 30869 63 5.75 5.3 4494 5681 196 1� 10 2013 8 3 68 5.5 5.2 3869 4694 _510 AVERAGE: 66 1 .5.29 1 6.1 1 &702- PREPARED: T. BOWMAN APPROVED: ��.-� �. `� Tony Bowrmm. QC Manager DATE: 71152014 QnBASF The Chemical Company Description MB-'AETM f)O MB-AE 90 air -entraining admixture Is for use in Air -Entraining Admixture concrete mixtures. it meets the requirements of ASTM C 260, Features AASHTO M 154 and CRD-C 13. ■ Ready -to -use in the proper concentration for rapid, eccurat e dispensing Applications Benefits Recommended for use in: s Concrete exposed to a Improved resistance to damage from cyclic freezing and thawing cyclic freezing and M Improved resistance to scaling from deicing salts thawing a Improved plasticity and workability ■ Production of high -quality ■ Reduced permeablllty — increased watertightness normal or lightweight R Reduced segregation and bleeding concrete (heavyweight concrete normally does not Performance Characteristics contain entrained air) Concrete durability research has established that the best protection for concrete from the adverse e;fects of freezing and thawing cycles and delcing salts results from: proper air content in the hardened concrete, a suitable air-vold system In terms of bubble size and spacing, and adequate concrete strength, assuming the use of sound aggregates and proper mixing, transporting, placing, consolidation, finishing and curing techniques. MB-AE 90 admixture can be used to obtain adequate freeze -thaw durability in a properly proportioned cone" mixture, If standard Industry practices are followed. Air Corrtent Defennbraftn: The total air content of normal weight concrete should be measured in strict accordance with ASTM C 231, "Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" or ASTM C 173/C 173M, "Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method." The air content of lightweight concrete should only be determined using the Volumetric Method. The air content should be verified by calculating the gravimetric air content in accordance with ASTM C 138/C 138M. "Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete." If the total air content, as measured by the Pressure Method or Volumetric Method and as verified by the Gravlmetrlc Method, deviates by more than 1-1/2%, the cause should be determined and corrected through equipment calibration or by whatever process is deemed necessary. Guidelines for Use D Dsage, There Is no standard dosage for MB-AE 90 admixture. The exact quantity of air -entraining admixture needed for a given air content of concrete varies because of differences in concrete-maldng materials and ambient conditions. Typical factors that might influence the amount of air entrained include: temperature, comentitous materials, sand gradatlon, sand -aggregate ratio, mixture proportions, slump, means of conveying and placement, consolidation and finishing technique. Master Builders Product Data.- -MG-AE1111 90 The amount of MB-AE 90 admixture used will depend upon the amount of entralned air required under actual job conditions. In a trial mixture, use V4 to 4 fl oz/cwt (16-260 mU100 kg) of cementitious material. Measure the air content of the trial mixture, and, if needed, either increase or decrease the quantity of MB-AE 90 admixture to obtain the desired air content. In mixtures containing water -reducing or set -control admixtures, the amount of MB-AE 90 admixture needed may be somewhat less than the amount required in plain concrete. Due to possible changes in the factors that can affect the dosage of MB-AE 90 admixture, frequent air content checks should be made during the course of the work. Adjustments to the dosage should be based on the amount of entrained air required in the mixture at the point of placement. If an unusually high or low dosage of MB-AE 90 admixture is required to obtain the desired air content, consult your BASF Construction Chemicals representative. In such cages, it may be mcassary to determine that, In addition to a proper air content in the fresh concrete, a suitable air -void system Is achieved in the hardened concrete. DisW!ffng and M6rBng. Add MB-AE 90 admixture to the concrete mature using a dispenser designed for air -entraining admixtures, or add manually using a suitable measuring device that ensures accuracy within plus or minus 3% of the required amount. For optimum, consistent performance, the air -entraining admixture should be dispensed on damp, fine aggregate. If Me concrete mixture contains fine lightweight aggregate, field evaluations should be conducted to determine the best method to dispense the air -entraining admixture. Precaution In a 2005 publication from the Portland Cement Association (PCA R&D Serial No. 2789), It was reported that problematic air -void clustering that can potentially lead to above normal decreases in strength was found to coincide with late additions of water to air -entrained concretes. Late additions of water include the conventional practice of holding back water during batching for addition at the jobsite. Therefore, caution should be exercised with delayed additions of water to air -entrained concrete. Furthermore, an air content check should be performed after any post-batching addition to an air -entrained concrete mixture. Product Notes CannDW ity - Ain-Chbvlidp, Non-CarosrlOe: MB-AE 90 admixture will neither Initiate nor promote corrosion of reinforcing and prestressing steel embedded in concrete, or of galvanized floor and roof system. No calcium chloride or other chloride -based Ingredients are used In the manufacture of this admixture. CompatiblW. MB-AE 90 admixture may be used In combination with any BASF Construction Chemiicals admixture, unless stated otherwise on the data sheet for the other product. When used in conjunction with other admixtures, each admixture must be dispensed separately into the concrete mixture. Storage and Handling Storage Temperature. MS-AE 90 admixture should be stored and dispensed at 31 °F (-0.5 °C) or higher. Although freezing does not harm this product, precautions should be taken to protect It from freezing. if MB-AE 90 admixture freezes, thaw at 35 "F (2 °C) or above and completely reconstitute by mild mechanical agitation. Do not use pressurized air foragita6lon. Shelf Llfw MB-AE 90 admixture has a minimum shelf life of 1B months. Depending on storage conditions, the shelf life may be greater then stated. Please contact your BASF Construction Chemicals representative regarding suitability for use and dosage recommendations If the shelf life of MB- AE 90 admixture has been exceeded. Sall . Chemical goggles and gloves are recommended when transferring or handling this material. Packaging MB-AE 90 admixture is supplied In 55 gel (208 L) drums, 275 gal (1040 Q totes and by bulk delivery. Related Documents Material Safety Data Sheets: MB-AE 90 admixture. Additional Information For additional Information on MB-AE 90 admixture, or Its use in developing a concrete mixture with special pefor manse characteristics, contact your BASF Construction Chemicals representative. The Admixture Systems business of BASF Construction Chemicals is a leading provider of Innovative additives for specialty concrete used in the ready rrrbt, precast, manufactured concrete products, underground construction and paving markets throughout the NAFTA region. The Company's respected Master Builders brand products are used to improve the placing, pumping, finishing, appearance and performance characteristics of concrete. BASF Construction Chemicals, LLC Admixture Systems f/ www.masterbullders.com N Master i United States 23700 Chaut1n Boulevard, Cleveland, Ohlo 44122-6544 A Tel: 800 828.9990 M Fax: 216 830-BB21 1 Canada 1800 Clerk Boulevard, Brampton, Ontario LBT 4147:1 Tek 800 387-SM :a Fam 905 792-0851 Builders r TMBASF CorabWlon ChsmlrUs, LLC 1 0 BASF Constnictlon Chernlcals, LLC 2007 M Printed In LISA :# 0=7 a LIT k 1017027 AL="IC7" Lehigh Cement, a division of Lehigh Hanson Materials Limited A., TM Ross Road IDELBERGCEMENTGrou Dena, British Columbia, v4G 1B8 p P.O. Box 950, WK 3S6 MILL TEST REPORT ph: 604.946.0411 Cement Type: ASTM Type Ifll, AASHTO Type I Low Alkali Portland Cement Plant: Delta, BC Certificate #: D2429 Production Period: Jan 012014 Test ASPM AAS11W Jan 312014 Result C150 m8s SP-41-tion Sperykalinn SiO2 (%) ASTMC114 20.0 - - A1203 ('A) ASTMC114 4.8 max. 6.0 - Fe2O3 ('A) ASTMC114 3.68 mar. 6.0 CaO, (°A) AS7MC114 64A - - M90 (%) ASTMC114 0.9 m= 6.0 max. 6.0 S03 (%) ASTMC114 2.78 max.3.0 max.3.0 Na2O (°A) ASTMC114 0.25 - K20 (%) ASTMC114 0.32 - - Ti02 (%) ASTMC114 0.20 - - C3S (%) ASTMC150 62 - - C2S (%) ASTMCI50 8 - - C3A (%) ASTMC150 6 max. 8 max. 8 C4AF ('A) ASTMC150 11 - - Equivalent Mkolies(%) ASTMC150 OAS max 0.60 max.0.60 Lose on Ignitioti (°A) ASTMC114 2.8 max. 3.0 m= 3.0 Insoluble Residue ('A) ASWC114 0.12 max. 0.75 max. 0.75 Free Calcium Oxide (%) ASTMC114 0.7 - - 0O2 in Cement ('/o) ASTMC114 1.8 - - CaCO3 in Limestone ('A) ASTMC114 98 min 70 min 70 Limestone in Cement ('/o) ASTMC150 4.2 max. 5.0 max. 5.0 Vicat Setting Time Initial (minutes) ASTMCl91 96 mim 45 max. 375 min. 45 max. 375 Blaine Fineness (m2/kg) ASTMC204 390 min. 260 mix. 280 +325 mesh ASTMC430 1.5 - - Air Content of Mortar ('/o) ASTMC185 7 max 12 max 12 Autoclave Expansion (°A) ASTMC151 0.00 m=. 0.80 maw 0.80 Compressive Strength MPa 1 psi 3 Day ASTMC109/109M 28.714170 min. 12.0 min 12.0 7 Day ASTMC1091109M 36.916210 min 19.0 mi►c 19.0 28 Day (previous month) ASTMC1091109M 45.016530 - - This will certify that the above described cement meets the standard chemical and physical requirements of ASTM Specification C-150 for Type I and Type II Low Alkali Portland Cements and AASHTO Specification M-85 for Type I Low Alkali Portland Cement. Siu Kai (S.K.) Ng February 12, 2014 Plant Chemist J!n�F&�G E Cement Test Report Refemnee Cement Fineness by Air Prmpablllty 388 Wrxg; ASTM C204) Fineness by 45 pm (No. 325) Slave 2.82 (% retain; ASTM C430) Compnmlw Strength (ASTM C109/C109 M) 01 7-day 4,530 28-day 5,525 Actual Max Urn Total Alkalies (Na=0 4 0,11111111 KO) 025 0.9 (%, ASTM C114) w117 CHEMICAL ANALYSIS Percent Silica Dloxids (SIO*ASTM C114) 32.9 Ferric Oxide (F%03, ASTM C114) 0.83 Aluminum Oxide (AI203; ASTM C114) 13.3 Calcium Oxide (CaO; ASTM C114) 43.1 Sulfur Tdoxlde (SOs; ASTM C114) 3.7 Magnesium OAde (Mg0; ASTM C1114) 6.2 Potassium Oxde (I(20; ASTM C114) 0.4 Titanium O)dde (nO,, ASTM 0114) 0.5 Loss on Ignition (L,O.I.; ASTM C114) 1.7 lnprpark Process Addition $ W I I Test Report N umber: sE1.HEwcExA.wc" YEAR: 2013 MONTH: DECEMBER PLANT: aeattle CEMENT TYPE: Gm do 100 NowCern slag Flnenww by Air PwrmeabllKy 510 (m2ft; ASTM C204) Fineness 13y 45 pm (No. 325) Sieve 2.8 (% retain; ASTM C430) Compress hm Strength SAt unit (ASTM C109JC109 M) gB( SAII Min 7-day 3.540 78 75 28-day 5,000 109 95 Specific Gan* 2.87 (Mglm°; ASTM C188) L0u1I Max Limit Atr Content of Mortar 3.8 12 (%, ASTM C185) Sulfide Sulfur 0.66 2.5 (% S, ASTM C114) Sulfate ton 2.1 4 (% as S03, ASTM C114) Aubodave expansion 0.0 0.5 CSAA3004B5) The ground granulated Mast fumace slag complies with the current spedflca8on of the chemical physical requirement of ASTM C-989, AASHTO M-302 for grade 100 Ground Granulated Blast Furace Slag (GGHFS) and and CSA A3001 Slag. Slag source Is JFE Mineral Company In Kumshlkl City, Japan. NewCem is ground and manufactured In Seattle, WA. CerOitedd'Jby. 3 Daniel Waldron Control LaP0ra!2MSu2grvIw jwuw 13, 2014 National Ready Mixed Concrete Association qT(C Certificate of Conformance For Concrete Production Facilities NRMCATHIS IS TO CERTIFY THAT Federal Wary Plant 2, Federal Wiry, WA Carriss resources Inc. has been inspected by the undersigned licensed professional engineer for conformance with the requirements of the Check List for Ready Mixed Concrete Production Facilities As of the inspection date, the facilities met the requirements for production by Truck Mixing with Automatic Batch ing and Recordings of addous .Materials, Aggregate, Writer, and Chemical Admixtures ,), - � Y17, �4�� ti Signatiue of Licensed professional &%Wneet Qo> AL ,�'+ April 16, 2014 .tune 24, 9016 Inspection Date Certification Expiration Date This company will maintain these facilities in compliance with the Check List requirements acid will correct teiencies which develop. igr[alur6 of Company Official Title of Company Official NOTICE: The Check ldst kldic" Doti that plant faaSw are setisfamry for to production of concrete when pmpery operated. Conf mwm of the conerete bdwM svaslrrAm regdmmanh mint be verkied by usual Inspeftn m0oda ki acmdmce wllh sales eareamert. Th[ cutfkrah is Issued by the Nadonet Ready Mbmd Cammie Anod*m Onverkic dU #HA U praducdm fBcW conbmm to the mqukements of tha NRMCA G&ftalbn of Ready Wed Conmt Pro&don FacIfts, 00. Umutho*W repmdudbn or rolsue of to may mwkh:leo adbn. Plant ID #: 815045 0 1965,1992. 2001, 2002, 2006 Certification 1D #: 16954 National Ready Mixed Concrete Association 900 String Street # Silver Spring + Maryland 20910 CORLISS RESOURCES Sine 1945 CONDITIONS OF SALE CORLISS RESOURCES INC, will not be responsible for concrete strength test results unless the following conditions are met: 1. Sampling, making, curing and testing of compressive and flexural strength test specimens will be done In accordance with the American Society for Testing and Materials (ASTM) standards, latest revision. 2. All concrete tests will be performed ONLY by a technician who is currently certified ACI Concrete Field Testing Technician —Grade I. (ACI 301-96, Section 1.6.2) 3. The concrete cylinder and beam test specimens shall be initially cured on site In a temperature range between 60 and 80 degrees F for up to 48 hours after which time they shall be transported to the laboratory of record for final curing. Maximum -minimum thermometers shall be used to record the temperature range during Initial curing. (ASTM C-31) 4. Compressive and flexural tests of concrete specimens shall be done in accordance with ASTM C-39 and ASTM C-7& Testing must be done by an agency experienced and qualified to do concrete testing. It is recommended that the agency be Inspected on a regular basis by the "Cement and Concrete Reference laboratory" of the National Bureau of Standards, and shall be required to show that Any deficiency mentioned in the report of that inspection has been corrected. The testing agency will meet the requirements of ASTM Standard E-329, Standard Recommended Practice for INSPECTION AND TESTING AGENCIES FOR CONCRETE, STEEL AND BITUMOUS MATERIALS AS USED IN CONSTRUCTION. 5. CORLISS RESOURCES INC. reserves the right to observe sampling at the Job site and testing at the laboratory. S. Concrete test cylinder molds must be made of metal or plastic. Because of the many varied problems experienced with cardboard molds. CORLISS RESOURCES INC. will not be responsible In any way for test results of concrete molded In cylinders other than those made of metal or plastic. 7. CORLISS RESOURCES INC, will only be responsible for the physical test results of our concrete at the point of transfer from our ready mix truck to the concrete conveying and/or placement system. S. Reports of all test results will be made to CORLISS RESOURCES INC. at the earns time and manner as those made to the Architect/Engineer, Owner or Contractor. (ACI 301-96, 5ection1.5.2) cic�� s �� - r ! 2 4wr..0vec .., gloms p '...:wr.. w.i.w.w. The,RANSPO G-lW Ir M SUBMITTAL REVIEW RESpOHSE REOUIFLEO OF COi1l RACTOR CITY REVIEW GO"mmlnWMIN O passed ❑ Resubmit ❑ Nooxwoenetaken ❑ Ceesearnte ❑ NoteMsrkfnga �Nechrn air a and contrasr oerc�Irrrs' M10 vians rct With 12>r % ra Rbrn SM crrM1iPltYrser WINI t Ind acl P ThN raY." .a kit -st rweansltda tnr deur�a and ecwtt lneraf[t.n1. iiMnlfiCtOr rpfA alM ae{ac1Yn4 tr>utCatwn (Kflrr' remrtiafl5► ShAii nni 1f CII'rt �Iral as rn�ler:n4 � eIIXN, Sur an6 spe[rNenY prn M.pereinunq 41 ryusntfdsa Md dirern ter casllzmurg snd an0'Faf PrrloreM^i shis vaoA ter a aala r*+sn' WbnlAwsatee*yh- M f./uiratwailvalw 1 dM d Fedard WSYC M TYPE ES-21RU SERVICE CABGIET FM SKEIN LICdfnNG (QTIROL fE TRAFDC SIGNAL COATPO\MNT SCHEDULE OI %WTTERBASE IWAMP.4 HAWSAFETY socKET TYPE &LINEe114TB WMI S'IAWKIT O PANEIBOARD: 12W24D VAC. +j AMP BUS, I PHASE 3 WIRE COPPER BUS. 24 CRT MAIN CIRCUIT BREAKER 1 - Ilan MAIN EATON VBAB2100 (B ACK-FED) EATON BAB SERIES DOLT -ON BRANCH BREAKERS: 31K-15/2 ILLUMINATION BRANCH ULI/M 1 1-2011 OFCIBRANCH I -IS/l CONfROLBRANCH O CONTACTQR-LIZWMr. RATTD I6 AMP,: PCHi- RP VAC COIL'(*LLQUfP.FD O DUPLEX RECEPTACLE, 120 VAC. cn , XIA SO PHOTO -CELL BYPASS SP M-H SPST. 15 AMP. _''?'. VAC © PHOTO ELECTRIC CELL IWO WATT, IZO VAC TWIST LOCI. ALRSSST-IFS WTE3 C. 6' x r WIRE MESH GUARD CABINET: NEMA3R. PADMOUNT.Vl-N62 H-32 ALUABNUM CONSTRUCTION REMOVABLE EQUIPSIENT MOUNTING PAN HINGED DEADFRONT 2 SCREENED AMID GASKETED VET TS DOORS: HEAVY DUTY CO?&CEALED HINGES (LEE -OFF TYPE) STAINLESS STEEL VAULT HANDLES PADLOCKABLE METER DOOR W1 POLISHED WIRE GLASS WINDOW BEST CK LOUT W/ BLUE CONSTRUCTION CORE ON DISTRIBUTION DOOR CLOSED CELL NEOPRENE GASKET. CARD HOLDER FINISB: NULL FINISH AT2A11NUII DEAUFRONT AND WREWAY COVERS WHITE I - RFt1uFRED PROGRESSIVE CITY OF FEDERAL WAY .. TACOMA P.O.k)OCX)COC UL LISTED PER STANDARD NE ELECTRIC 'SUITABLE FOR USE AS SERVICE ENTRANCE' 10-15-14 T C.P S O N64411 SKYLINE ELECTRIC & MFG. COMPANY IMCOgPOBAlEO Q Saildllo� L6LIPLndip ra.q:ls W kkw Pb h—'b e+duNlW Careq Paw. bYeN C.biI.I3 3010 TIN AVEMHE SOUTH LAR"6Wad SEATTLE WABHIHGTOH 09134 1ENLPOOW : W'162g1Y. FA%GAe16V-IN7 E3 EEME 4G Mrfes IrEllletr The TRA SUBMITIFAI. REVIEW CITY REVIEW RESPOINSE Ri QUIRED OF CONTRAC TOR LNOteMarkings epllons taken rl Role j'� Cdnflrm In Writing Ca nmeDle 11tlsrilAd Resubmit This rovlew ITN Ip ,3,.u•,;OI ronfLi ,nfy Mitt d, ptgn corps end corllfa„ aocam comment. sh,,: nal Ir v mcIllNru a3 'al1rvlrl the (:Llnlra Gr eMs L4+Y[nq of ends 0CIM41•n UA nvN 4 6( lrDiB Ilse pollij,jo f N"I jhr pi N 84L d{ihF f rlcpnrlGrET Muehom. T1r C-0mreclur rrnsel�lH rrspnllelf�te fof oeLti�+ Ana er.eueacy, for CGntIrinlr; and dgnrlAHeg of qulNntilies moo dlrtynefa,q tat lelbcllnl Tabdcrthan p30pess". "n(gves of reseffmly, er4 fnT yerrornynp Ihls ererk In a "to Renner, Clly, a Federef War 33M Ok Aft S. Fedw Way, WA fItN103 4 Deb -� I DATE: 10/17/14 TO: Richard L. Bowen + Associates PROJECT: Progressive Insurance, Federal Way, WA SDD NO.: 10073 NO. OF COPIES DESCRIPTION 1 Submittal # 103 - Service Cab X For Approval For Your Signature Per Your Request For Payment For Your Records Remarks: By,: Chauntelle De Blois Project Engineer cc: File/SDD Project Field TRANSMITTAL Mail Hand Delivery Will Call Overnight Messenger X NewForma Submittal No. 103 Reviewed By: S.D. Deacon Corp. of WA By: Chauntelle De Blois Date: 10/17 4 This check does not in anyway relieve the Subcontractor or Supplier of their responsibility to Verify accuracy of details, quantities and dimensions. I S,D Deacon Corp. of Washington 2375 130th Ave NE, Suite 200, Bellevue, WA 98005 T: 425-284-4000• F: 425-284-4100 wvnv.deecon.co� SEATTLE I PORTLAND I SACRAMENTO I IRVINE SUBMITTALS Approved as Submitted Make Corrections Noted 'zYw-_ Rejected / Resubmit A111111111011111, stab 07 Service Cab 1 aq wro o. Request for Approval of Material Contract Number FA Number SR Date 010073 99 10A 6/2014 _ Section / Title of Project County 1 Pragressive Signal 304th and SR99 Kim Contractor Subcontractor S.D. Deacon Northcast ELectric LLC. This form shall be completed prior to submittal. If this form is not complete at time of submittal it may be returned for information that was omitted. For assistance in completing, see Instructions and Example For WSDOT Use Only RAM # Bid Item No. Material or Name and Location of Fabricator, Product/Type Manufacturer or Pit Number Federal Way ES-2-EU SKYLINE ELECTRIC & MFG. CO. SFRVICE CABINET SEATTLE, WASHINGTON Specification Reference PE/QPL Code Hdgtr./QPL Code I DRWRNG3-45 Project Engineer Date State Materials Engineer Date Acceptance Action Codes for use by Project Engineer and State Materials Laboratory 1. Acceptance Criteria: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project. 2. Acceptance Criteria: Mfg. Cart, of Compliance for'Acceptance' prior to use of material. 3. Acceptance Criteria: Catalog Cuts for'Acceptance' prior to use of materiel. Catalog Cut Approved ❑ Yes ❑ No 4. Acceptance Criteria: Submit Shop Drawings for'Approval' prior to fabrication of material. 5. Acceptance Criteria: Only'Approved for Shipment', 'WSDOT Inspected' or'Fabricatlon Approved Decal' material shall be used. 6. Acceptance Criteria: Submit Certificate of Materials Origin to Project Engineer Office. 7. Acceptance Criteria: Request Transmitted to State Materials Laboratory for Approval Action. 6. Source Approved: 9. Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld: 11. Miscellaneous Acceptance Criteria. Remarks: Project Engineer Distribution ❑ Contractor ❑ Region Operations Engineer ❑ Fabrication Inspection DOT Form 350-071 EF Revised 12/2012 State Materials Engineer Distribution ❑ Region Materials ❑ General File ❑ Signing Inspection ❑ State Materials Lab ❑ Other M/S 47365 Return Address: City of Federal Way Attn: Kevin Peterson, Public Works Dep't. 33325 8th Ave S Federal Way, WA 98003-6325 STATUTORY WARRANTY DEED Grantor (s): Progressive Casualty Insurance Company Grantee (s): CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): A portion of S '/2 of N 'h of N '/2 of SE '/4 of NE '/4, and a portion of N '/2 of S '/2 of N %2 of SE '/4 of NE '/4, in Sec 20, TWP 21 N, R 4 E, W.M. Additional Legal(s) on Exhibit A Assessor's Tax Parcel ID#(s): 202104-9051 THE GRANTOR(S) Progressive Casualty Insurance Company, for and in consideration of The City of Federal Way's approval of building permit No. 13-105216-00-CO for construction of a Regional Claims Office Center, and other good and valuable consideration, convey(s) and warrant(s) to the CITY OF FEDERAL WAY, a Washington municipal corporation, all of its right, title and interest, and any after - acquired interest therein, in and to the following described real property situated in County of King, State of Washington: "Full legal description of Property attached hereto as Exhibit "A", depicted in Exhibit "B", and incorporated herein by this reference." DATED THIS day of f 20 GRANTOR Progressive Casualty Insurance Company IN Ron Marotto Vice President 5920 Landerbrook Drive, Bldg 3, L32A481 Mayfield Heights, OH 44124 STATE OF ss. COUNTY OF On this day personally appeared before me Ron Marotto, to me known to be the Vice President of Progressive Casualty Insurance Company, the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he/she was authorized to execute said instrument and that the seal affixed, if any, is the corporate seal of said corporation. GIVEN my hand and official seal this day of , 20_ (notary signature) (typed/printed name of notary) Notary Public in and for the State of My commission expires L:\C SDC\docs\save\10169459046. doc G:\1 awforms\deeddev. do c 08/04 Zaremba Group, LLC Job No. 1770-001-013 February 6, 2013 EXHIBIT A LEGAL DESCRIPTION FOR DEDICATION AREA That portion of the south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20, and that portion of the north half of the south half of the north half of the southeast quarter of the northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying westerly of primary state Highway No. 1 (US 99) AND being more particularly described as follows: COMMENCING at the northeast corner of said Section 20; THENCE South 01012'21 " West along the east line of said northeast quarter of Section 20, a distance of 1479.34 feet to the northeast corner of said south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20; THENCE North 88°45'56" West along the north line of said south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20, a distance of 170.18 feet to a point of curvature on the westerly right-of-way line of Primary State Highway No. 1 (US 99) AND the TRUE POINT OF BEGINNING; THENCE 16.20 feet along said westerly right-of-way line and the arc of a non -tangent curve to the right, having a radius of 2805.00 feet, the radius point of which bears, N 71 °51'48" W, through a central angle of 00019'51" to a point of non tangency; THENCE continuing along said right-of-way the following courses: S 71 °31'56" E, 10.00 feet to a point of curvature; Southerly 214.20 feet along the arc of a non -tangent curve to the right, having a radius of 2815.00 feet, the radius point of which bears N 71 °31'56" W, through a central angle of 04021'35" to a point of tangency; S 22°49'39" W, 116.51 feet to the south line of said north half of the south half of the north half of the southeast quarter of the northeast quarter of Section 20; ESM Federal Way ESM Everett Civil Engineering Land Planning 33400 at In Ave S. Ste 205 1010 SE Everett Mail Way, Ste 210 Federal Way. WA 98003 Everett. WA 98208 Land Surveying Landscape Architecture 253.836.6113 tel 425.297.9900 le! 30 Laser Scanning GIs 800.345.5694 toll tree 866.415.6144 toll free www.esmcivil.com 253.838.7104 fax 125.297.9901 fax Zaremba Group, LLC February 6, 2013 Page Two THENCE along said south line, North 88045'56" West, a distance of 12.91 feet to a point on a line 62.00 feet westerly of and parallel with the centerline of said Primary State Highway No. 1 (US 99); THENCE along said parallel line, N 22°49'39" E, 121.26 feet to a point of curvature; THENCE continuing along said parallel line, northerly 228.87 feet along the arc of a tangent curve to the left, having a radius of 2803.00 feet through a central angle of 04040'42" to the north line of said south half of the north half of the north half of the southeast quarter of the northeast quarter of said Section 20, and a point of non -tangency; THENCE along said north line, S 88°45'56" E, 2.09 feet to the TRUE POINT OF BEGINNING; Containing 4,023 square feet, more or less. See attached Exhibit B. Written by: D.R. Checked by: Z.L Hesm-jobs117701001101 Mocumentllegal-001.dou 2 - 7— /Y EXHIBIT B TO ACCOMPANY LEGAL DESCRIPTION FOR DEDICATION AREA A PORTION OF SECTION 20, T. 21 N., R. 4 E., W.M., CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON SCALE: 1 "=100' 17 16 POINT OF 20 21 COMMENCEMENT N LINE OF S 1/2 OF N 1/2 OF TRUE POINT THE N 1/2 OF THE SE 1/4 OF OF BEGINNING THE NE 1/4 OF SECTION 20 - - - - - /----------------------1 / r / / / DEDICATION AREA S LINE OF S 1/2 OF N 1/2 OF THE N 1/2 OF THE SE 1/4 OF THE NE 1/4 OF SECTION 20 ENGR\ESM-JOBS\1662\001 \010\EXHIBITS\SR-06.DWG JOB NO. 1662-001-010 DRAWING NAME SR-01 DATE : 2014-01-02 DRAWN dlr Zaremba Group, LLC Job No. 1770-001-013 February 6, 2013 EXHIBIT A LEGAL DESCRIPTION FOR DEDICATION AREA That portion of the south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20, and that portion of the north half of the south half of the north half of the southeast quarter of the northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying westerly of primary state Highway No. 1 (US 99) AND being more particularly described as follows: COMMENCING at the northeast corner of said Section 20; THENCE South 01012'21 " West along the east line of said northeast quarter of Section 20, a distance of 1479.34 feet to the northeast corner of said south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20; THENCE North 88045'56" West along the north line of said south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20, a distance of 170.18 feet to a point of curvature on the westerly right-of-way line of Primary State Highway No. 1 (US 99) AND the TRUE POINT OF BEGINNING; THENCE 16.20 feet along said westerly right-of-way line and the arc of a non -tangent curve to the right, having a radius of 2805.00 feet, the radius point of which bears , N 71 051'48" W, through a central angle of 00019'51" to a point of non tangency; THENCE continuing along said right-of-way the following courses: S 71931'56" E, 10.00 feet to a point of curvature; Southerly 214.20 feet along the arc of a non -tangent curve to the right, having a radius of 2815.00 feet, the radius point of which bears N 71 °31'56" W, through a central angle of 04021'35" to a point of tangency; S 22°49'39" W, 116.51 feet to the south line of said north half of the south half of the north half of the southeast quarter of the northeast quarter of Section 20; ESM Federal Way ESM Everett 33400 8lh Ave S. Sit 20S 1010 SE Everett Mall Way. Ste 210 Civil Engineering Land Planning Federal Way. WA 98003 Everett. WA 98208 Land Surveying Landscape Architecture 253.B38.6113 let 425 297 9900 let 30 Laser Scanning GIs 800.345.5694 loll free 866:415:61944 tatl free www esmcivil.com 253.1138.7104 Fax 125.297.9901 fax Zaremba Group, LLC February 6, 2013 Page Two THENCE along said south line, North 88045'56" West, a distance of 12.91 feet to a point on a line 62.00 feet westerly of and parallel with the centerline of said Primary State Highway No. 1 (US 99); THENCE along said parallel line, N 22°49'39" E, 121.26 feet to a point of curvature; THENCE continuing along said parallel line, northerly 228.87 feet along the arc of a tangent curve to the left, having a radius of 2803.00 feet through a central angle of 04040'42" to the north line of said south half of the north half of the north half of the southeast quarter of the northeast quarter of said Section 20, and a point of non -tangency; THENCE along said north line, S 88°45'56" E, 2.09 feet to the TRUE POINT OF BEGINNING; Containing 4,023 square feet, more or less. See attached Exhibit B. Written by: D.R. Checked by: Z.L is les m-jo bs11770100110131docu m entl legal-001.d ocx 2- 7-Iy EXHIBIT B TO ACCOMPANY LEGAL DESCRIPTION FOR DEDICATION AREA A PORTION OF SECTION 20, T. 21 N., R. 4 E., W.M., CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON 17 16 POINT OF 20 21 COMMENCEMENT N LINE OF S 1 /2 OF N 1 /2 OF TRUE POINT THE N 1/2 OF THE SE 1/4 OF OF BEGINNING THE NE 1/4 OF SECTION 20 n / r / DEDICATION AREA SCALE: 1 "=100' 1�4 S LINE OF S 1 /2 OF N 1 /2 OF THE N 1 /2 OF THE SE 1/4 OF THE NE 1/4 OF SECTION 20 1 �- Q ENGR\ESM—JOBS\1662\001\010\EXHIBITS\SR-06.DWG JOB NO. 1662-001-010 DRAWING NAME SR-01 DATE : 2014-01-02 DRAWN dlr CITY OF 4M " Federal Public Works Department STATUTORY WARRANTY DEED WORKSHEET Grantor (indicate whether an individual or corporation): Progressive Casualty Insurance Corporation Abbreviated Legal Description (of Original Parcel): See attached Schedule A. Full Legal Description of Dedication Area (attach and label as "Exhibit A" if description is long): See Assessor's Tax Parcel ID #(s): 202104-9051 Signator: Ron P. Marotto Title: Vice President, Progressive Casualty Insurance Company Address: 5920 Landerbrook Drive, Building 3, L32A481, Mayfield Heights, Ohio 44124 Building Permit #: 13-105215-000-00-CO Permit is for (single-family home, commercial retail building, church, etc.): If owner is a corporation, attach Proof of Authority to sign (copy of corporate minutes). Enclose two site plans, 8.5" x 11", showing the right-of-way dedication area, labeled as Exhibit "B". These shall be formatted to meet the King County Recorder's Office requirements for recording. K:\DEVELOPMENT SERVICES\DEVELOPMENT STANDARDS\2008 Development Standards-DRAFT\Checklists\Statutory Warranty Deed worksheet.doc Statutory Warranty Deed Worksheet Page 1 of 1 Zaremba Group, LLC Job No.1770-001-013 February 6, 2013 EXHIBIT A LEGAL DESCRIPTION FOR DEDICATION AREA That portion of the south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20, and that portion of the north half of the south half of the north half of the southeast quarter of the northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying westerly of primary state Highway No. 1 (US 99) AND being more particularly described as follows: COMMENCING at the northeast comer of said Section 20; THENCE South 01012'21' West along the east line of said northeast quarter of Section 20, a distance of 1479.34 feet to the northeast comer of said south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20; THENCE North 88045'56" West along the north line of said south half of the north half of the north half of the southeast quarter of the northeast quarter of Section 20, a distance of 170.18 feet to a point of curvature on the westerly right-of-way line of Primary State Highway No. 1 (US 99) AND the TRUE POINT OF BEGINNING; THENCE 16.20 feet along said westerly right-of-way line and the are of a non -tangent curve to the right having a radius of 2805.00 feet, the radius point of which bears, N 71 °51'48" W, through a central angle of 0019'51" to a point of non tangency; THENCE continuing along said right-of-way the following courses: S 71 °31'56" E, 10.00 feet to a point of curvature; Southerly 214.20 feet along the arc of a non -tangent curve to the right having a radius of 2815.00 feet, the radius point of which bears N 71 °31'56" W, through a central angle of 04°21'35" to a point of tangency; S 22°49'39" W,116.51 feet to the south line of said north half of the south half of the north half of the southeast quarter of the northeast quarter of Section 20; Zaremba Group, LLC February 6, 2013 Page Two THENCE along said south line, North 88045'56" West, a distance of 12.91 feet to a point on a line 62.00 feet westerly of and parallel with the centerline of said Primary State Highway No. 1 (US 99); THENCE along said parallel line, N 22049'39" E,121.26 feet to a point of curvature; THENCE continuing along said parallel line, northerly 228.87 feet along the arc of a tangent curve to the left, having a radius of 2803.00 feet through a central angle of 04'40'42" to the north line of said south half of the north half of the north half of the southeast quarter of the northeast quarter of said Section 20, and a point of non -tangency; THENCE along said north line, S 88045'56" E, 2.09 feet to the TRUE POINT OF BEGINNING; Containing 4,023 square feet, more or less. See attached Exhibit B. Written by: D.R. Checked by. ZL hlesm-jobs11770100110131docu mentllegal-001.docx EXHIBIT B TO ACCOMPANY LEGAL DESCRIPTION FOR DEDICATION AREA A PORTION OF SECTION 20, T. 21 N., R. 4 E., W.M., CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON t� is POINT OF 20 21 COMMENCEMENT N LINE OF S 1/2 OF N 1/2 OF TRUE POINT THE N 1/2 OF THE SE 1/4 OF OF BEGINNING THE NE 1/4 OF SECTION 20 n / / DEDICATION AREAI _ ' �2 , / 1 SCALE: 1 "=100' / / 2� S LINE OF S 1/2 OF N 1/2 OF THE N 1/2 OF THE SE 1/4 OF THE NE 1/4 OF SECTION 20 j i �C/D 1 �- Q ENGR\ESM -JOBS\1662\001\010\EXHIBITS\SR-O6.DWG JOB NO. 1662-001-010 DRAWING NAME SR-01 DATE : 2014-01-02 DRAWN dlr PROGRESSIVE CASUALTY INSURANCE COMPANY CERTIFIED COPY OF EXECUTIVE COMMITTEE RESOLUTION RESOLVED: that the Officers of the Company, and the employees listed below, in the positions set forth opposite their names, are each hereby authorized and empowered, in connection with the Company's acquisition, development, sale, leasing, subleasing, sale and lease back, ownership, financing, mortgaging, management and/or operation of real property, and in the name and on behalf of the Company, to: (i) execute and deliver all agreements, documents, certificates and other instruments, including, without limitation, purchase agreements, option agreements, deeds, easements, access agreements, utility applications and agreements, escrow agreements, affidavits, mortgages, security agreements, financing statements, leases, subleases, lease guarantees, architect agreements, construction agreements, management agreements, contractor agreements, service agreements, broker agreements, consulting agreements, subordination agreements, estoppel certificates, or the like, each to be in farm and substance acceptable to the person executing; (ii) pay all related taxes, fees, costs and expenses; and (iii) do and perform all such other acts and things as may be necessary or advisable in connection with the foregoing or any other real estate transaction involving the Company. Ron P. Marotto Vice President Sarah E. Frye Vice President I, Kathleen M. Cerny, do hereby certify that I am the duly elected, qualified and acting Assistant Secretary of Progressive Casualty Insurance Company, • an Ohio corporation ("Company"); that I. have custody of the official records of Company; and that the foregoing is a true, correct, and complete copy of the resolution duly adopted on the 13th day of February, 2006, by the unanimous consent of the Executive Committee of Company in a written action approved and signed as specified in §1701.63 of the Ohio General Corporation Law; and that said resolution is valid, binding, and has, pursuant to the Code of Regulations of Company and the Ohio General Corporation Law, the. full force and effect as if passed by the entire Board of Directors of Company, and has not been amended, modified or rescinded, and is in full forcce and effect on the date hereof. IN WITNESS WHEREOF, I have ereunto set my hand as•suc Assistant Secretary and affixed the seal of Company on the dl �hday of 2014. Kathleen M. Cerny, Assistant Secr ry SEAL= s PROGRESSIVE CASUALTY INSURANCE COMPANY CERTIFIED COPY OF EXECUTIVE COMMITTEE RESOLUTION RESOLVED: that the Officers of the Company, and the employees listed below, in the positions set forth opposite their names, are each hereby authorized and empowered, in connection with the Company's acquisition, development, sale, leasing, subleasing, sale and lease back, ownership, financing, mortgaging, management andlor operation of real property, and in the name and on behalf of the Company, to: (i) execute and deliver all agreements, documents, certificates and other instruments, including, without limitation, purchase agreements, option agreements, deeds, easements, access agreements, utility applications and agreements, escrow agreements, affidavits, mortgages, security agreements, financing statements, leases, subleases, lease guarantees, architect agreements, construction agreements, management agreements, contractor agreements, service agreements, broker agreements, consulting agreements, subordination agreements, estoppel certificates, or the like, each to be in form and substance acceptable to the person executing; (ii) pay all related taxes, fees, costs and expenses; and (iii) do and perform all such other acts and things as may be necessary or advisable in connection with the foregoing or any other real estate transaction involving the Company. Ron P. Marotto Vice President Sarah E. Frye Vice President I, Kathleen M. Cerny, do hereby certify that I am the duly elected, qualified and acting Assistant Secretary of Progressive Casualty Insurance Company, an Ohio corporation ("Company"); that I have custody of the official records of Company; and that the foregoing is a true, correct, and complete copy of the resolution duly adopted on the 13th. day of February, 2006, by the unanimous consent of the Executive Committee of Company in a written action approved and signed as specified in §1701.63 of the Ohio General Corporation Law; and that said resolution is valid, binding, and has, pursuant to the Code of Regulations of Company and the Ohio General Corporation Law, the. full force and effect as if passed by the entire Board of Directors of Company, and has not been amended, modified or rescinded, and is in full force and effect on the date hereof. IN WITNESS WHEREOF, I h ve i ereunto set my h nd as-suG Assistant Secretary and affixed the seal of Company on the W-- day of 2014, SecrQRiry Kathleen M. Cerny, Assistant r r�~ _-•SEAL - .�� Exhibit "1" That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; Thence South 01'12'17" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence North 88°24'53" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 169.96 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99) and the true point of beginning; Thence continue along said North line North 88°45'6 3" West, a distance of 1143.58 feet to the Northwest corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 01 '14'32" West along the West line of said Southeast quarter of the Northeast quarter of Section 20, a distance of 328.83 feet to the Southwest corner of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 88°46'07" East along the South line of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 1034.43 feet to said Westerly right-of-way line of Primary State Highway No. 1 (US 99); Thence North 22'49'31" East along said Westerly right-of-way line, a distance of 115.81 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2815.00 feet through a central angle of 04°21'52" an arc distance of 214.43 feet; Thence North 71 °32'21" West, a distance of 10.00 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2805.00 feet through a central angle of 0°20'24" an arc distance of 16.65 feet to the true point of beginning. Situate in the County of King, State of Washington. That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; Thence South 01'12'17" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence North 88°24'53" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 169.96 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99) and the true point of beginning; Thence continue along said North line North 88 45 53 West, a distance of 1143.58 feet to the Northwest corner of said South half of the North half of the North half of the Southeast quarter op the Northeast quarter of Section 20; Thence South 01 °14'32" West along the West line of said Southeast quarter of the Northeast quarter of Section 20, a distance of 328.83 feet to the Southwest corner of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 88°46'07" East along the South line of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 1034.43 feet to said Westerly right-of-way line of Primary State Highway No. 1 (US 99); Thence North 22°49'31" East along said Westerly right-of-way line, a distance of 115.81 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2815.00 feet through a central angle of 04°21'52" an arc distance of 214.43 feet; Thence North 71 °32'21" West, a distance of 10.00 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2805.00 feet through a central angle of 0°20'24" an arc distance of 16.65 feet to the true point of beginning. Situate in the County of King, State of Washington. That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; Thence South 01'12'17" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence North 88°24'53" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 169.96 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99) and the true point of beginning; Thence continue along said North line North 88°45'53" West, a distance of 1143.58 feet to the Northwest corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 01'14 32 West along the West line of said Southeast quarter of the Northeast quarter of Section 20, a distance of 328.83 feet to the Southwest corner of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 88'46'07" East along the South line of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 1034.43 feet to said Westerly right-of-way line of Primary State Highway No. 1 (US 99); Thence North 22049'31" East along said Westerly right-of-way line, a distance of 115.81 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2815.00 feet through a central angle of 04°21'52" an arc distance of 214.43 feet; Thence North 71 '32'21" West, a distance of 10.00 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2805.00 feet through a central angle of 0°20'24" an arc distance of 16.65 feet to the true point of beginning. Situate in the County of King, State of Washington. FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT NO. 611048037 SCHEDULE A (continued) 5. The land referred to in this Commitment is described as follows: For APN/Parcel ID(s): 202104-9051-06 That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; Thence South 01 °12'17" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence North 88°24'53" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 169.96 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99) and the true point of beginning; Thence continue along said North line North 88°45'53" West, a distance of 1143.58 feet to the Northwest corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 01 °14'32" West along the West line of said Southeast quarter of the Northeast quarter of Section 20, a distance of 328.83 feet to the Southwest corner of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 88°46'07" East along the South line of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 1034.43 feet to said Westerly right-of-way line of Primary State Highway No. 1 (US 99); Thence North 22°49'31" East along said Westerly right-of-way line, a distance of 115.81 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2815.00 feet through a central angle of 04°21'52" an arc distance of 214.43 feet; Thence North 71 °32'21" West, a distance of 10.00 feet to the beginning of a curve to the left; Thence along said cure to the left having a radius of 2805.00 feet through a central angle of 0°20'24" an arc distance of 16.65 feet to the true point of beginning. Situate in the County of King, State of Washington. ABBREVIATED LEGAL: Ptn NE1/4, 20-21-4 END OF SCHEDULE A AMERICAN Copyright American Land Title Association. All rights reserved. LAND TITLE ASSOCIATION The use of this Form is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment (Adopted: 06.17.2006) Printed; 01.10.13 @ 02:54PM WA-FT-FTMA-01 530.610051-SPS-1-1 3-611048037 FIDELITY NATIONAL TITLE INSURANCE COMPANY SCHEDULE A (continued) 5. The land referred to in this Commitment is described as follows: For APN/Parcel ID(s): 202104-9051-06 COMMITMENT NO. 611048037 That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; Thence South 01 °12'17" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence North 88°24'53" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 169.96 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99) and the true point of beginning; Thence continue along said North line North 88°45'53" West, a distance of 1143.58 feet to the Noi-thwest corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 01 °14'32" West along the West line of said Southeast quarter of the Northeast quarter of Section 20, a distance of 328.83 feet to the Southwest corner of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; Thence South 88°46'07" East along the South line of said North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 1034.43 feet to said Westerly right-of-way line of Primary State Highway No. 1 (US 99); Thence North 22'49'31" East along said Westerly right-of-way line, a distance of 115.81 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2815.00 feet through a central angle of 04°21'52" an arc distance of 214.43 feet; Thence North 71 °32'21" West, a distance of 10.00 feet to the beginning of a curve to the left; Thence along said curve to the left having a radius of 2805.00 feet through a central angle of 0°20'24" an arc distance of 16.65 feet to the true point of beginning. Situate in the County of King, State of Washington. ABBREVIATED LEGAL: Ptn NE1/4, 20-21-4 END OF SCHEDULE A AMERiCAFI Copyright American Land Title Association. All rights reserved. LAND TITLE ASSOCFATON The use of this Form is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment (Adopted: 06.17,2006) Printed: 01.10.13 @ 02:54F'M WA-FT-FTMA-01530.610051-SPS-1-13-611048037 A A Construction Testing Laboratories, Inc. 400 Valley Ave.. Suite #102 Puyallup WA, 98372 Phone: (253) 383-8778 Asphalt Mix Sample Test Report Project #: 4087 Lab ID #: 14-1086 Report #: 819 Client: Miles Resources Report Date: 11/11/2014 Date Sampled: 9/10/2014 Class Mix: (1/2") HMA 75 gyr. PG64-22 Date Submitted: 11/10/2014 MD 130035 Sample #: #1 Contractor: Miles Resources Source: Lakeview Plant Sampled by: client Project: Progressive Insurance for S.D. Deacon Ignition Furnace Asphalt Content: 6.02 Correction Factor: 0.64 % Moisture: 0.08 AASHTO T-308, Calibrated Asphalt Content: 5.30 Target: 5.30 f 0.5% Sieve Analysis AASHTO T-308 Non -Statistical Sieve Size % Retained % Passing JMF Specification 3/4" 0 100 100 99 - 100 1/2" 9 91 95 90 - 99 3/8" 21 79 83 75 - 87 #4 47 53 52 46 - 58 #8 63 37 34 28 - 40 #16 74 26 23 #30 81 19 16 #50 87 13 11 #100 91 9 8 #200 93.5 6.5 6.0 4.0 - 7.0 Bulk Specific Gravity at 25°C, Gmb = Air Voids, VA: Voids in Mineral Aggregate, VMA Voids Filled with Asphalt, VFA Dust to Asphalt Ratio, D/A AASHTO T-209 RICE Density, pcf: Gmm Remarks: Sample is within specification 0.0 lbs/ft3 at 25°C Container type, procedure Flask, weighed in air Zeport pertains only to material tested. Report shall not be reproduced, except in full, without the written permission of CTL. Tested by: M Armstrong Reviewed by: C Pedersen Rev: 1/25/10 Page 1 of 1 J W M W O 0 O 0 O 0 O 0 O Lo O 0 O 0 O 0 O 0 O 0 O 0 O 0 m M -0 M O N d 00 qzT N d) Ln O qt O N O N Cn N 0 LO 00 CO O 00 f- LO mqjO— CO fI Il- � ti'It t — ti 1- N — w, ER 6a C''� 4 w, 6-> 6-J. Efi 6-J. Hi �� 69-W 0 M 0o0000rnO00Ln000 C7 0 0 0 Cn 0 0 0 0 0 0 0 a) U qzt 00 00 -,t CO qt m O N N CC) co U-) L I� M d' Cfl It Hi Ln uy CO Efi 69 Il- ER O It ER 6c3 I- Cf? 613 Cfl fF? E += N C Cf3 N W N a)C '(n Of Z Z LL LL Q LL Q W 7 C O C,.) N N O Cfl M� 1- CO 00 N N � O O M X 0 Q Q Q }, N a) 0- E -0 O N a) L !1O LL 4 L J � N 'cn (.fl (0 � L Q _U ` 7 O (� 0 J Ed O L O c O OU)O U_ a)cV U M N Q C m C C O m to j N Q N O (L6 O O (u d C >� H Cn f�lJ W N �O U~J> M i N U U } U U! 0_ 0 H O O (u 2 (U (B 0- (6 0- d a- a- N M I Co I� 00 O O N M z is E 0 iFi MY -Y a0 "o �}- \n .' 4 • '4Y Road A Cost Estimate j Item # 1 f I i 1 Mobilization 11 % for 2010 Use 11 % j I 2 TC Labor Road Type SF/HR j Arterial 1 203 Collector w/c&g 225 1 j { j Collector wo/c&g 2501 Residential w/c&g 355 0.8i - Residential wo/c& 325 OAT Length = Sta. 10+72 to Sta. 13+80.85 = 308.85 FT I Width = 4072 = 20 FT I ' Area = 6,177.001 SF I { Hours = 21.522462 0 ' Planing = 1 day j 8 Hours j Paving = 1 day 81Hours Stri ing 0.51 day 4 Hours I. 20 Hours Traffic Control Labor x 2 per day 2 ] ®Hours Other Traffic Control Labor 1 Hour/dayl Hours ! ] I Traffic Control Supervisor 4 Hours/day, 12 Hours Off Duty Police Officer Grinding 0.5 Days j Loops 0 Days 1 Paving ] 0.5 Days J Striping 0.51 Days Officers per dayi 1 Hours per Day_ 0 Hours { I j I 8 Planing Area = 6,177.00JSF { Total = 6861 SY I J 1 ToR—=_1 686 SY 690 SY ] 9!HMA CI 1/2" PG 64-22 = 2.5" Area = 6177 SF Depth = 1.5 In Volume =(A*D/21 )127=. 28.597222 CY Weight = V*2.055 = 58.767292 TN 1 I I Use V*1.01 = 59 TN I .t• a � I Total = 59 TN I_ 6U 'TN j I I 25 [ RPM Type 1 Y= I 6 1 1 2, 2 26 RPM Type 2 I ' 'DYCL=1/40LF1 I 358.85 [ I 8.97125 Plus 2 Ends 2 [ Total = 11 I I I Wide Line = 2/20LF 170 Total = 17 Plus 2 Ends 2 Total = 19 i ota = : j 1 I I ---'2'7Iyd. Marker Type 213= 2 8 etector Loops = , 29'Paint tine i DYCL Start I End L ! L x 2 j 10721 1380.85 308.85 308.851 50 50 'Total = o . LF [ 13001 1350 I j zouliL1F f I ' I « ILF34 �LF as is rafific Arrow321P S I I astic Stop Cine = [ I I I Paint Wide Line i 0 o ay et up ays in advance ,: o a 7 1Days nn ing Paving 1 1 2 2 Striping 1 1 2 21 [ 121 Day I I I i I I RESOURCE 400 Valley Ave. NE / Puyallup, WA 98372 • Office {253) 383-3585 • Fax (253) 572-8648 • MILESRL897RK September 25, 2014 To: SD Deacon Attn: Neil Burton RE: Progressive Regional Claims Office— Road A Paving Dear Mr. Burton, This letter is in response to the e-mail message that you forwarded to me yesterday from Kevin Peterson — City of Federal Way. Specifically, the City of Federal Way is claiming that the south half of the (Private) "Road A" does not meet their standards insofar as "it appears that the AC was put down cold and the finished product is too open / poorly compacted". In sum, the asphalt product (Mix Design) utilized for the paving of Road A was a WSDOT Approved HMA Class''/:" PG64- 22. Compaction testing on this roadway was performed by PSI, an independent testing agency employed by Progressive Insurance. All of the tests taken on Road A (both north and south of the center line) met the compaction requirements per WSDOT Standard Specifications. It is the position of Miles Resources that the asphalt pavement on (Private) Road A is structurally sound as it meets the compaction requirements per WSDOT Standard Specifications Section 5-04.3(10). The position of Miles Resources on this matter is that the City's directive to grind and replace 1.5" of HMA over the south half of the roadway is subjective and unwarranted. Please feel free to contact me at your convenience to discuss this matter or if you have any questions. Respectfully, Mike Bradley — Project Manager Miles Resources, LLC X ■� j .information MaIITo Build On Fnglneeding • cansnluing • Tiesung October 20, 2014 Mr. Tanya Dorsey Progressive Insurance Company Corporate Real Estate Development 5920 Landerbrook Drive Mayfield Heights, Ohio 44124 Email: Tanyk_k_dorsey@progressive.com Re: Asphalt Testing Progressive Regional Claims Office 34001 Pacific Highway South, Federal Way, Washington PSI Project Number 07421172 Dear Ms. Dorsey: Phone: (440) 603-7708 Fax: (440)603-7108 Professional Service Industries, Inc., (PSI), performed asphalt testing services on September 11, 2014 for Road A. Due to scheduling conflicts, PSI was not able to be on site during the placement of the asphalt and was not able to obtain a sample at the plant. However, PSI did perform compaction testing on Road A with a Rice value of 155.0, which is consistent with a'/2" HMA mix from Miles. The compaction test results indicate a minimum compaction of 92.1 %, and a maximum compaction of 94.7%. The tests were randomly spread out over the roadway section with 4 tests being north and 5 tests being south of the centerline. From our observations and testing on September 11, 2014 on Road A appears to meet the standards as set forth in the project documents. Respectfully submitted, Professional Service Industries, Inc. Bret Reid, P.E. Principal Consultant Attachments: Asphalt Nuclear Density Report mOrt } ti� � i sy� Professional Service Industries, Inc. 10025 South Tacoma Way, #H1 �qh Tacoma, WA 98499 �� `]"n �f it___ Build On . [v Phone: (253) 589-1804 ErWkPowing ■ Conudtilbg r 7iesihlg Fax: (253) 589-2136 2-56 Report No: ADR:074No: Asphalt Nuclear Density Report 2 IsssuesueNo: 2 PROGRESSIVE INSURANCE CC: BOB BUEHRER and mawmia noted and test represent TheseClient: anyothpply other y to locations may not represent any other localrons or elevations. This; Npon may not be may CORPORATE REAL ESTATE DEV., CHAUNTELLE DEBLOIS reproduced. except in full, wl0ml written perntiSslOn by Amfesslonsl Service 5920 LANDERBROOK DRIVE NEIL BURTON Industries, Inc. Ifanoncanpllanceappearsonlhisreport,tothe extent that the reported non-compliance impacts the project, the resolution is outside the MAYFIELD HEIGHTS, OH 44124 NICK PARISI PSI scope of engagement ROBERT SKILLMAN Project: PROGRESSIVE INSURANCE TANYA DORSEY COMPANY FEDERAL WAY, WA Reproved Signatory: Bret Reid (Branch Manager) Qate of Issue: 10/13/2014 Testing Details Tested By: Bret Reid Date Tested: 9/11/2014 Time Tested: Specification: 92 % Gauge Make: Troxler Gauge Model: 3430 Gauge Serial: 25598 Calibration Date: Calibration Source: Density Standard Count: 2215 Layer Thickness (in): 3.0 Weather: Sunny Method: Rice Field Methods: ASTM D 2950 Test Results Test Method of Count No Measurement Rate MLD Method MLD (lb/fta) _ In Situ Density Qb/fta) Comp(%) Limit 1 Backscatter Medium i External 155.00 1 146.50 1 94.5 _>_92 2 Backscatter Medium External 155.00 142.90 1 _ 92.2 >_92 3 Backscatter� Medium External 155.00 146.80 l` 94.7 >_92 4 Backscatter Medium External R 155.00 145.20 93.7 �92.1 >_92 5 Backscatter Medium External 155.00 142.70 >_92 6 Backscatter Medium External 155.00 142.90 92.2 >_92 >_92 7 Backscatter Medium External 155.00 146.30 l 94.4 Location Test Location No General Location: 1 16th Street 25' W of intersection, 10' S of center line 2 16th Street , 75' W of intersection, 6' S of centerline 3 16th Street , 125' W of intersection , 10' N1 of centerline 4 16th Street , 175' W of intersection, 8' S of centerline 5 16th Street 225' W of intersecton . 12' N of centerline 6 j 16th Street , 275' W of intersection. 12' S of centerline 7 16th Street , 325' W of intersection, 6' N of centerline ;omments 'orm No: 117025, Report No; ADR:07421172-% 02000-2013 QES'TLubAySpeerreQES7.com Page 1 of N.E. 1/4 OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 04 EAST, W.M. or j PROTECT IN PLACE EX. STORM DRAINAGE C) 0 STRUCTURE AND ADJUST LID TO MATCH j co SIDEWALK. (LID BOLTS BROKEN UNABLE OF FEDERAL WAY ZONING TO OPEN). CONNECT NEW 12-0 SD FROM 0) T 0 2-; "";,.,0 L DITCH TO SOUTH. CONTRACTOR TO VERIFY I -k LOCATION AND ELEVATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES CB #10, TYPE 1 . 1�_P) cry 2, I STA 12+50.00, 19.22' RT ZL 4' LANDSCAPE CB #12, TYPE 1 CONTOUR INT STA 10+72.29, 19.22' RT \DT-01 p SCALE: 1 6' SIDEWALK MATCH EX. CURB t REMOVE EX. AND GUTTER BOLLARDS _j 20' 101 0 CURB 4.� - PERPENDICULAR m _J� RAMP PER STD. PLAN SCALE: pp SAWCUT 135 L.F. CAUTION:• CA C� PROTECT IN PLACE EXISTING CURB RMABI UTILITY LINES TION � OFFS zu) UNDERGROUND< STA 10 ttw 46 ta- ROAD "Alf BCR 10+72-12 20.0( 30Op n * . I b • (PRIVATE ACCESS TRACT) s de -"A I STA.=10+46.27, 0.68' LT. 1/4 A 10+58.01 22-3, LF, 120 SD BEGIN REMOVAL OF GUARDRAIL 1/2 p 10+46.07 30-2( 0 S=1.00% br _i 3/4 10+38.30 42.25 ECR 10+36.00 56.4, e-,K • R=35 L=94.45 SD S=j 2 cxt&oj ej 50 C13 #9, TYPE 1 7 STA 12+50.00, 19.22' LT -4' LANDSCAPE C13 #11, TYPE 1 CURB F _j TABI A —6' SIDE WALK STA 10+72.29, 19.70' LT STATION OFFS -01 D T 41 L.F., EX. STORM BCR 10+77.82 20.0( DRAINAGE PIPE TO BE CB 10+72.29 19_7C 1/4 p 1 G+64.39 22.81 1/2 10+53-07 30-5' PERPENDICULAR CURB fro v 3/4 10+45.60 42-0! RAMP PER STD. PLAN . . . . . . . . 98 LF, 12"0 SD AL Lo 55-51 S= ECR 10+43.12 aeu. ` 'A vuq?C L=90.39 R=3f CL INTX I L Q STA 10+00-00. ROAD "A" EX LIGHT POLE TO BE SR-149. PACI�!�, HWY,,TYTH ; ,#.I 7_ -MATCH CURB RELOCATED BY OTHER 4 GA, _01 j E 4�wIft %boll kin I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-09 Raised Pavement Markers 8-09.3 Construction Requirements Section 8-09.3 is supplemented with the following: (December 12, 2012 ******) RPMs shall be installed per City of Federal Way Standard Details. RPMs shall not be ceramic. SECTION 8-20, ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, ELECTRICAL 8-20.1 Description Section 8-20.1 is replaced with the following: (December 12, 2012 ******) Work includes furnishing and installing all materials necessary to provide: 1. A fully functional traffic signal system at the intersection of SR 99 (Pacific Highway South) and South 340th Street / 16th Avenue South including modification of the existing signal system. 2. Modification to the existing street light system at the intersection, modification of the circuit layout, and installation of new luminaires along S 340th Street. All work shall be performed as shown in the Plans in accordance with applicable Standard Specifications and Standard Plans included herein and the following Special Provisions. Work shall include the supply, testing, and installation of all traffic signal hardware including the communication cable and interface system, and when specified, the modification of such an existing system. The work involves, but shall not be limited to, the following: 1. Signal poles 2. Signal and pedestrian heads 3. Emergency Pre-emption equipment 4. Video detection 5. Junction boxes 6. Conduit and wire 7. Luminaires 8. Illumination poles and bases Work shall include the supply, testing and installation of all traffic signal hardware including the communication cable and interface system, and when s ified��the �® modification of such an existing system. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS MAR 12 ?014 CITY C)F E-f=ng:z"', FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 1 1 2 The work shall also include removing portions of the existing traffic signal system 3 and existing illumination systems. 4 5 The existing traffic signal system shall be kept in full operation during construction 6 until the new system is in place and ready for turn -on. 7 8 This work will also include the installation of a complete, functional illumination 9 system. 10 8-20.1(1) Regulations and Code 11 The first and second sentences of the first paragraph are deleted and replaced with 12 the following: 13 14 (March 13, 2012 ******) 15 All electrical equipment shall conform to the standards of the National Electrical 16 Manufacturers Association (NEMA), FHWA IP-78-16 and the Radio Manufacturers 17 Association. Traffic signal control equipment shall conform to the Contract and 18 these Standard Specifications: EIA Electronics Industries Alliance, Institute of 19 Electrical and Electronics Engineers (IEEE), the American Society for Testing and 20 Materials (ASTM), the American Association of State Highway and Transportation 21 Officials (AASHTO), the American National Standards Institute (ANSI), the National 22 Electrical Safety Code (NESC), the International Municipal Signal Association 23 (IMSA), whichever is applicable, and to other codes listed herein. 24 25 Section 8-20.1(1) is supplemented with the following: 26 27 (March 13, 2012 ******) 28 Where applicable, materials shall conform to the latest requirements of the 29 Washington State Department of Labor and Industries and Puget Sound Energy. 30 31 8-20.1(2) Industry Codes and Standards 32 33 (March 13, 2012 ******) 34 The following is added at the end of the first paragraph of this section: 35 36 National Electrical Safety Code (NESC), Secretary NESC, NESC Committee, IEEE 37 Post Office Box 1331445 Hoes Lane, Piscataway, NJ 08855-1331. 38 39 8-20.2 Materials 40 Section 8-20.2 is supplemented with the following: 41 42 (March 13, 2012 ******) 43 Control density fill shall meet the requirements of Washington Aggregates and 44 Concrete Association. 45 46 Crushed surfacing top course and crushed surfacing base course shall meet the 47 requirements of Section 9-03.9(3) of the Standard Specifications. 48 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C-2 1 Bedding material shall consist of 5/8-inch minus crushed rock free of any 2 deleterious substances (Section 9-03.1(5)A of the Standard Specifications). 3 4 Requirements for signal equipment and materials are contained in Section 9-29 of 5 the Standard Specifications and Section 9-29 of these Specifications. 6 7 8-20.2(1) Equipment List And Drawings 8 The first paragraph is deleted and replaced with the following: 9 10 (January 26, 2012 ******) 11 Within one (1) week following the pre -construction conference, the Contractor shall 12 submit to the Engineer a completed "Request for Approval of Materials" that 13 describes the material proposed for use to fulfill the Plans and Specifications. 14 Manufacturer's technical information shall be submitted for signal, electrical and 15 luminaire equipment, all wire, conduit, junction boxes, and all other items to be 16 used on the project. Approvals by the Engineer must be received before material 17 will be allowed on the job site. Materials not approved will not be permitted on the 18 job site. 19 20 Section 8-20.2(1) is supplemented with the following: 21 22 (March 13, 1995 WSDOT GSP) 23 Pole base to light source distances (H1) for lighting standards with pre -approved 24 plans shall be as noted in the Plans. 25 26 Pole base to light source distances (H1) for lighting standards without pre -approved 27 plans will be furnished by the Engineer as part of the final approved shop 28 drawings, prior to fabrication. 29 30 (March 13, 1995 WSDOT GSP) 31 Pole base to light source distances (H1) for lighting standards with pre -approved 32 plans will be determined or verified by the Engineer at the request of the 33 Contractor prior to fabrication. 34 35 Pole base to light source distances (1-11) for lighting standards without pre -approved 36 plans and for combination traffic signal and lighting standards will be furnished by 37 the Engineer as part of the final approved shop drawings prior to fabrication. 38 39 (March 13, 1995 WSDOT GSP) 40 If traffic signal standards, strain pole standards, or combination traffic signal and 41 lighting standards are required, final verified dimensions including pole base to 42 signal mast arm connection point, pole base to light source distances (H1), mast 43 arm length, offset distances to mast arm mounted appurtenances, and orientations 44 of pole mounted appurtenances will be furnished by the Engineer as part of the 45 final approved shop drawings prior to fabrication. 46 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 3 1 8-20.3 Construction Requirements 2 3 8-20.3(1) General 4 Section 8-20.3(1) is supplemented with the following: 5 6 (January 26, 2012 ******) 7 Signal System Changeover 8 The Contractor shall provide a detailed work plan for the signal system changeover 9 to be approved by the Engineer. They shall not deviate from the work plan without 10 prior written approval from the Engineer. The work plan shall show the exact date 11 of the signal system changeover. 12 13 The changeover of the signal equipment shall commence after 8:30 AM and be 14 completed by 3:00 PM on the same day. During changeover, traffic control shall be 15 provided. The exact work plan and schedule for changeover shall be pre -approved 16 by the Engineer. See Section 1-10 of these Special Provisions. A uniformed police 17 officer shall be provided by the Contractor to direct traffic at any time the signal is 18 not in normal operation and during signal turn on/changeover. 19 20 Delivery of Removed Items 21 All salvaged signal materials shall become the property of the Contractor, except 22 the existing controller cabinet and all its contents shall remain as property of the 23 City. 24 25 Removed electrical equipment which remains the property of the Contracting 26 Agency shall be delivered to: 27 28 King County Signal Shop 29 Attn: Mark Parrett 30 155 Monroe Avenue NE 31 Renton, Washington 98056 32 Phone:206-396-3763 33 34 Forty eight (48) working hours advance notice shall be communicated to both the 35 Engineer and the Signal Technician at the address listed above. Delivery shall occur 36 during the hours of 8:00 a.m. to 2:00 p.m. Monday through Friday. Material will 37 not be accepted without the required advance notice. 38 39 Equipment damaged during removal or delivery shall be repaired or replaced to the 40 Engineer's satisfaction at no cost to the Contracting Agency. 41 42 The Contractor shall be responsible for unloading the equipment where directed by 43 the Engineer at the delivery site. 44 45 Contractor Owned Removals 46 All removals associated with an electrical system, which are not designated to 47 remain the property of the Contracting Agency, shall become the property of the 48 Contractor and shall be removed from the project. 49 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C-4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 The Contractor shall: 1. Remove all wires for discontinued circuits from the conduit system or as directed by the Engineer. 2. Remove elbow sections of abandoned conduit entering junction boxes or as directed by the Engineer. 3. Abandoned conduit encountered during excavation shall be removed to the nearest outlets or as directed by the Engineer. 4. Remove foundations entirely, unless the Plans state otherwise. 5. Backfill voids created by removal of foundations and junction boxes. Backfilling and compaction shall be performed in accordance with Section 2- 19 09.3(1)E. Signal Display Installation Signal displays shall be installed no more than 30 days prior to scheduled signal turn on or changeover. Signal displays and reflectorized backplates when installed prior to signal turn -on or changeover shall be covered and not visible to vehicular traffic at any time. Section 8-20.3(1) is supplemented with the following: (May 15, 2000 WSDOT NWR) Energized Equipment Work shall be coordinated so that electrical equipment, with the exception of the service cabinet, is energized within 72 hours of installation. (June 20, 1995 WSDOT NWR) Pole Removal Poles designated for removal shall not be removed prior to approval of the Engineer. (October 31, 2005 WSDOT NWR) Construction Core Installation The Contractor shall coordinate installation of construction cores with Contracting Agency maintenance staff through the Engineer. The Contractor shall provide written notice to the Engineer, a minimum of seven working days in advance of proposed installation. The Contractor shall advise the Engineer in writing when construction cores are ready to be removed. (May 15, 2000 WSDOT NWR) Electrical Equipment Removals Removals associated with the electrical system shall not be stockpiled within the job site without the Engineer's approval. 8-20.3(2) Excavating and Backfilling Section 8-20.3(2) is supplemented with the following: (January 8, 2013 ******) The Contractor shall supply all trenching necessary for the complete and proper installation of the traffic signal system, interconnect conduit and wiring, and illumination system. Trenching shall conform to the following: FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C-5 1 1. In paved areas, edges of the trench shall be sawcut the full depth of the 2 pavement and sawcuts shall be parallel. All trenches for placement of conduit 3 shall be straight and as narrow in width as practical to provide a minimum of 4 pavement disturbance. The existing pavement shall be removed in an approved 5 manner. The trench bottom shall be graded to provide a uniform grade. 6 2. Trenches located under existing traveled ways shall provide a minimum of 7 24 inches cover over conduits and shall be backfilled with 21 inches of 8 controlled density fill, vibrated in place, followed by either 3 inches 9 minimum of HMA Cl 1/2" PG 58 -22 , or a surface matching the existing 10 pavement section, whichever is greatest. The asphalt concrete surface cuts 11 shall be given a tack coat of asphalt emulsion (CSS-1) or approved equal 12 immediately before resurfacing, applied to the entire edge and full depth of 13 the pavement cut. Immediately after compacting the new asphalt surface to 14 conform to the adjacent paved surface, all joints between new and original 15 pavement shall be filled with joint sealant meeting the requirements of 16 Section 9-04.2. 17 3. Trenches for Schedule 40 PVC conduits to be located under existing 18 sidewalks and driveways shall be installed to conform with the City of 19 Federal Way Luminaire Electrical Trench Detail. Such trenches shall be 20 backfilled with bedding material two inches (211) above and below the 21 conduit, with the remaining depth of trench backfilled with native material. 22 If the Engineer determines that the native material is unsuitable, Gravel 23 Borrow shall be used. Sidewalks and driveways shall be removed and 24 replaced as specified. 25 4. Trenches for Schedule 40 PVC conduits to be located within the right-of-way 26 and outside the traveled way shall have a minimum of twenty-four inches 27 (24") cover over conduits. Such trenches shall be backfilled with bedding 28 material two inches (211) above and below the conduit, with the remaining 29 depth of trench backfilled with bank run gravel unless the Engineer 30 determines that spoils from the trench excavation are suitable for backfill. 31 5. When trenches are not to be placed under sidewalks or driveways, the 32 backfill shall match the elevation of the surrounding ground, including a 33 matching depth of top soil, mulch and/or sod if necessary to restore the 34 trench area to its prior condition. 35 6. Contractor shall use joint trench where possible. 36 37 Backf ill shall be carefully placed so that the backfilling operation will not disturb the 38 conduit in any way. The backfill shall be thoroughly mechanically tamped in 39 eight -inch (811) layers with each layer compacted to ninety-five percent (95%) of 40 maximum density in traveled ways, and ninety percent (90%) of maximum density 41 elsewhere at optimum soil moisture content. 42 43 Bank run gravel for backfill shall conform to Section 2.01 of the Standard 44 Specifications. Bedding material shall conform to Section 2.01 of the Standard 45 Specifications. 46 47 All trenches shall be properly signed and/or barricaded to prevent injury to the 48 public. All traffic control devices to be installed or maintained in accordance with 49 Part VI of the Manual on Uniform Traffic Control Devices for Streets and Highways, 50 latest edition, and as specified elsewhere in these Specifications. 51 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C-6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 All conduits installed by boring shall use a surface launched steerable drilling tool. Drilling shall be accomplished using a high-pressure fluid jet toolhead. The drilling fluid shall be used to maintain the stability of the tunnel, reduce drag on the conduit, and provide backfill between the conduit and tunnel. A guidance system which measures the depth, lateral position, and roll shall be used to guide the toolhead when creating the pilot hole. Once the pilot hold is established, a reamer and swivel shall be used to install the conduit. Reaming diameter shall not exceed 1.5 times the diameter of the conduit being installed. Conduit which is being pulled into the tunnel shall be protected and supported so that it moves freely and is not damaged during installation. Excess drilling fluid and spoils shall be disposed of off -site at a legal disposal site obtained and paid for by the Contractor. Drilling fluid returns (caused by fracturing of formation) at locations other than the entry and exit points shall be minimized. Any drilling fluid that surfaces through fracturing shall be cleaned up immediately. Mobile spoils removal equipment capable of quickly removing spoils from entry or exit pits and areas with returns caused by fracturing shall be used as necessary during drilling operations. 8-20.3(4) Foundations Section 8-20.3(4) is supplemented with the following: (December 18, 2009 ******) The foundation for the controller and service cabinets shall conform to the detail on the Plans. Conduits shall be centered horizontally except service conduit, which shall be placed at the side of the power panel. Foundations for the Type I traffic signal poles shall conform to Standard Plan 3- 21.10-01. Foundations for the Type II and Type III traffic signal poles shall conform to details on the Signal Standard Sheet in the Plans. Foundations for the streetlight poles shall conform to City of Federal Way Drawing Number 3-39 except that foundation depth shall be as noted on the Illumination Pole Schedule. Foundations for the decorative streetlight poles shall conform to City of Federal Way Drawing Number 3-43 except that foundation depth shall be as noted on the Illumination Pole Schedule. Pole foundations within the sidewalk area shall be constructed in a single pour to the bottom of the cement concrete sidewalk. The sidewalk shall be constructed in a separate pour. Pole foundations not within the sidewalk area shall incorporate a 3-foot by 3-foot by 4-inch-thick cement concrete pad set flush with the adjacent ground. Where the pad abuts a sidewalk, the pad shall extend to the sidewalk and the top of the pad shall be flush with the sidewalk. A construction joint shall be provided between the two units. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 8-20.3(5) Conduit Section 8-20.3(5) is supplemented with the following: (March 16, 2011 ******) All conduits for signal cable, illumination circuits, and interconnect systems under roadways and driveways shall be rigid galvanized steel or Schedule 80 polyvinyl chloride (PVC). Schedule 40 PVC may be used when not under the roadway or driveways. All conduits shall have a minimum buried depth of twenty-four inches (2411). PVC conduct ends shall have bell end PVC bushings. All conduits for signal cable raceways under roadways or driveways shall be rigid galvanized steel or Schedule 80 polyvinyl chloride (PVC). Rigid steel or Schedule 80 PVC conduit shall be used for all road crossings whether they are signal, detector or illumination cable. Schedule 40 PVC conduits may be used for detector lead-ins or illumination. Whenever PVC conduit is used a ground wire shall be provided. All conduit trenches shall be straight and as narrow in width as is practical to provide a minimum of pavement disturbance. When conduit risers are installed, they shall be attached to the pole every 4 feet and shall be equipped with weather heads. Conduit for the service wires between the Puget Sound Energy pole and the service panel and all above ground conduit shall be hot -dip galvanized rigid steel. All conduits shall be clearly labeled at each junction bo utility appurtenance. Labeling shall be permanent owner/type name and a unique conduit number or colo approved by the Engineer prior to starting work. The abbreviations are: PSE — Puget Sound Energy QWEST — Qwest COMCAST(AT&T)/C — Cable COMCAST(AT&T)/F — Fiber SIC — City Signal Interconnect City Spare — City spares Cobra — COBRA luminaire system Section 8-20.3(5) is supplemented with the following: x, handhole, vault or other and shall consist of the r. The owner name shall be recommended owner/type 47 (August 10, 2009 WSDOT NWR) 48 Conduit Seal, Detectable Tape and Location Wire 49 Upon installation of wiring, all conduits entering pad mounted cabinets, all conduit 50 entering ITS hubs, and all ITS conduit 2 inches in diameter or larger shall be sealed 51 with an approved mechanical plug at both ends of the conduit run. Installation of FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C-8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 mechanical plugs shall conform to the manufacturer's recommendations. Upon installation of wiring at other locations, conduit shall be sealed with duct seal. Upon installation of the pull string, spare conduit shall be plugged. A pull string rated for 200 lbs. or greater shall be installed in all spare conduits. Detectable underground warning tape shall be placed 12-inches above all innerduct installed in trenches. Location 14 AWG stranded orange USE insulated wire shall be placed in conjunction with all innerduct installed in trenches. The location wire shall be placed directly above the conduit containing innerduct in single conduit installations or between the conduits containing innerduct in multiple conduit installations. Location wire routed into pull boxes or cable vaults shall be attached to the "C" channel or the cover hinge bracket with stainless steel bolts and straps. A 1-foot loop of locate wire shall be provided above the channel as shown in the Plans. 8-20.3(6) Junction Boxes, Cable Vaults, and Pull Boxes Section 8-20.3(6) is supplemented with the following: (March 13, 2012 ******) Unless otherwise noted in the Plans or approved by the Engineer, junction boxes, cable vaults and pull boxes shall not be placed within the traveled way or shoulders. All junction boxes, cable vaults, and pull boxes placed within the traveled way or paved shoulders shall be heavy-duty. Junction boxes shall not be located within the traveled way, wheelchair ramps, or driveways, or interfere with any other previous or relocated installation. The lid of the junction box shall be flush with the surrounding area and be adequately supported by abutting pavements or soils. Junction boxes, cable vaults and pull boxes which are placed within the sidewalk shall have slip resistant lids which meet the requirements of Americans with Disabilities Act (ADA) and Public Right -of -Way Accessibility Guideline (PROWAG). Approved products are: 1.) Mebacl (their most aggressive surface) manufactured by IKG Industries 2.) SlipNOT Grade 3-coarse manufactured by W.S. Molnar Company. Approved slip resistant surfaces shall have coefficient of friction of no less than 0.6 and have a proven track record of outdoor application which lasts for at least 10 years. Wiring shall not be pulled into any conduit until all associated junction boxes have been adjusted to, or installed in, their final grade and location, unless installation is necessary to maintain system operation. If wire is installed for this reason, sufficient slack shall be left to allow for future adjustment. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C-9 1 Adjustments involving raising or lowering the junction boxes shall require conduit 2 modification if the resultant clearance between top of conduit and the junction box 3 lid becomes less than 6 inches or more than 10 inches. Wiring shall be replaced for 4 full length if sufficient slack as specified in Section 8-20.3(8) is not maintained. No 5 splicing will be permitted. 6 7 Junction boxes Type 1 and 2 shall meet the requirements of WSDOT Standard Plan 8 3-40.10-01. Type 8 junction boxes shall meet the requirements of WSDOT Standard 9 Plan 1-40.30-01. Junction boxes shall be inscribed based upon system per WSDOT 10 Standard Plan 3-40.30.01. Junction box lids and frames shall be grounded per 11 Section 8-20.3(9). 12 13 Junction boxes shall be located at the station and offset indicated on the Plans 14 except that field adjustments may be made at the time of construction by the 15 Engineer to better fit existing field conditions. 16 17 Junction boxes for copper and/or fiber signal interconnect shall be placed at a 18 maximum interval of 300 feet and shall be inscribed with 7S" as described on 19 WSDOT Standard Plan 3-40.30-01. 20 21 Heavy-duty Type 4, 5 and 6 junction boxes, cable vaults and pull boxes shall be 22 installed in accordance with the following: 23 1. Excavation and backfill shall be in accordance with Section 2-09. Excavation 24 for junction boxes, cable vaults and pull boxes shall be sufficient to leave 25 one foot in the clear between their outer surface and the earth bank. 26 2. Junction boxes, cable vaults and pull boxes shall be installed on a level 6- 27 inch layer of crushed surfacing top course, in accordance with 9-03.9(3), 28 placed on a compacted or undisturbed foundation. The crushed surfacing 29 shall be compacted in accordance with Section 2-09.3(1)E. 30 3. After installation, the lid/cover shall be kept bolted down during periods 31 when work is not actively in progress at the junction box, cable vault or pull 32 box. 33 4. Before closing the lid/cover, the lid/cover and the frame/ring shall be 34 thoroughly brushed and cleaned of all debris. There shall be absolutely no 35 visible dirt, sand or other foreign matter between the bearing surfaces. 36 5. When the lid/cover is closed for the final time, a liberal coating of anti37 37 seize compound shall be applied to the bolts and nuts and the lid shall be 38 securely tightened. 39 6. Hinges on the Type 4, 5 and 6 junction boxes shall be located on the side of 40 the box, which is nearest to adjacent shoulder. Hinges shall allow the lid to 41 open 180 degrees. 42 43 Fiber vaults shall be installed in accordance with the following: 44 1. All openings around conduits shall be sealed and filled with grout to prevent 45 water and debris from entering the vaults or pull boxes. The grout shall 46 meet the specifications of the fiber vault manufacturers. 47 2. Backfilling around the work shall not be allowed until the concrete or mortar 48 has set. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 10 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 3. Upon acceptance of work, fiber vaults shall be free of debris and ready for cable installation. All grounding requirements shall be met prior to cable installation. 4. Fiber vaults shall be adjusted to final grade using risers or rings manufactured by the fiber vault and pull box manufacturer. Fiber vaults with traffic bearing lids shall be raised to final grade using ring risers to raise the cover only. 5. Fiber vaults shall be installed at the approximate location shown in the Drawings. Final location to be approved by the Engineer. 6. All existing conduits will need to be open and exposed for access within the vault. Care shall be taken to identify which conduits have existing cables. All conduits will extend 2 inches within the vault walls. At the 2-inch mark the excess conduit on the existing structure will need to be removed and all cables exposed. 7. Once the conduits are located, excavate a hole large enough to install the fiber vault. The vault shall have a concrete floor as indicated on the Drawings. The floor shall be installed on 6 inches of crushed surfacing top course. If a fiber vault is installed outside a paved area, an asphalt pad shall be constructed surrounding the junction box. Ensure that the existing conduits are at a minimum of 4 inches above the top of the floor. 8-20.3(8) Wiring Section 8-20.3(8) is modified as follows: (March 6, 2012 ******) The following is inserted between the 3rd and 4mm paragraph of this section: Loop wires will be spliced to lead in wires at the junction box with an approved mastik tape, 3-M 06147 or equal, leaving 3 feet of loose wire. Connectors will be copper and sized for the wire. Mastik splice material will be centered on the wire and folded up around both sides and joined at the top. Splice will then be worked from the center outward to the ends. The ends will be visible and fully sealed around the wire. The end of the lead-in cables shall have the sheathing removed 8 inches and shall be dressed external to the splice. (March 6, 2012 ******) The 9th paragraph of this section is deleted and replaced with the following: Fused quick disconnect kits shall be of the SEC type or equivalent. Underground illumination splices shall be epoxy or underground service buss/lighting connector kits. Installation shall conform to details in the Standard Plans. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 11 1 2 3 4 5 7 K (March 6, 2012 ******) The 14th paragraph, items 1-4, of this section are deleted and replaced with the following: Field Wiring Chart (IMSA Standards) 501 +Input 508 AC+Detectors 502 AC- 509 AC+12 Volts 503 AC+Lights 510 Remote -Flash 504 AC+Lights 511 Remote -All Red 505 AC+Lights 512-520 Special 506 AC+Control 551-562 Interconnect 507 AC+Crosswalk 593-598 Rail Road Preemption Phases 1 2 3 4 5 6 7 8 A B Emergency ........... _ .......... _ .. Orange (B+) 581 584 587 590 Vehicle Yellow (Call) 582 585 588 591 Preemption ................ Blue (BB) 583 586 589 592 Vehicle Red 611 621 631 —. 641 651 661 671 681 691 601 Heads Orange mm _.._... 612 622 __......._ 632 ..... __.._. 642 652 662 672 682 692 602 Green 613 623 633 643 653 663 673 683 693 603 Black 614 624 634 644 654 664 674 684 694 604 White 616 626 636 646 656 666 676 - 686 .......... 696 606 _....... ,._,.,,.,w- ..... .......... (C—.o...mmon)... _.._.... -- - ................... _.... _.__.. Pedestrian Red Hand 711 721 731 741 751 761 771 781 791 701 Headsand Green(Map) 712 722 732 742 752 762 772 782 792 702 PPB White (Common 716 726 736 746 756 766 776 786 796 706 for Lights) Orange 714 724 734 744 754 764 774 784 794 704 (Push button) Black (Common 715 725 735 745 755 764 775 785 795 705 for Push button) Vehicle Loop 1 811 821 831 841 851 861 871 881 891 801 Detectors Loop 1 812 822 832 842 852 862 872 882 892 802 Loop 2 813 823 833 843 853 863 873 883 893 803 Loop 2 814 .... 824 _ ......�.. 834 _ 844 854 864 874 884 894 804 Loop 3 815 825 835 --- ------ 845 --- - - -- 855 865 _ 875 -. - ..._._..........__.._.._.-_. 885 895 805 Loop 3 816 826 ^836 846_ 856 866_ 876_ 8_8_6 896 806 Loop 4 817 827 837 847 857 867 -877 887� 897 807 Loop 4 818 _`. 828 838 848 858 868 878 888 898 808 Vehicle Loop 1 _ 911 921 �. 931 941 951 _.....—._..._ 961 ....... ...._. 971 981 991 901 Detectors/ Loop 1 912 922 932 942� 952 962 972 982 992 902 Count Loop 2 913 923 933 943 953 963 973 983� 993 903 Loops Loop 2 914 924 934 944 954 964 9749_84994 904 Loop 3 915 925 935 945 955 965 975 985 995 905 Loop 3 916 926 936 946 956 966 976 986 996 906 Loop 4 Loop 4 -- - - 917 918 927 928 937 938 - _ .---............_.. 947 948 957 958 967 968 977 978 Y .. - 987 988 997 998 907 908 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 12 1 2 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Section 8-20.3(8) is supplemented with the following: (March 6, 2012 ******) All signal cable shall be consistent with Section 9-29.3 of the Standard Specifications. The end of every conductor at each wire termination, splice, connector or device, shall have a PVC wire marking sleeve bearing as its legend the circuit number indicated in the wiring schematic drawing. Where terminal strips are used as a connecting device between conductors, the terminal strips shall also bear the circuit number. Cable entering cabinets shall be neatly bundled and wrapped. Each wire shall bear the circuit number and be thoroughly tested before being connected to the appropriate terminal. Circuit conductors shall be standard copper wire in all conduit runs with size specified on the Plans. Conductors from luminaire bases to the luminaire fixture shall be minimum No. 14 AWG pole and bracket cable. Section 8-20.3(8) is supplemented with the following: (April 14, 2003 WSDOT NWR) Wire Labels At each junction box, all illumination wires, power supply wires, and communication cable shall be labeled with a PVC marking sleeve. For illumination and power supply circuits the sleeve shall bear the circuit number. For communication cable the sleeve shall be marked "Comm.". (March 13, 1995 WSDOT NWR) Wire Splices All splices shall be made in the presence of the Engineer. (May 1, 2006 WSDOT NWR) Illumination Circuit Splices Temporary splices shall be the heat shrink type. 8-20.3(9) Bonding and Grounding Section 8-20.3(9) is supplemented with the following: (March 13, 2012 ******) At points where shields of shielded conductors are grounded, the shields shall be neatly wired and terminated on suitable grounding lugs. Junction box lids and frames shall be grounded in accordance with Department of Labor and Industries standards, and shall be grounded so that the ground will not break when the lid is removed and laid on the ground next to the junction box. All conduits which are not galvanized steel shall have bonding wires between junction boxes. Ground rods shall be copper clad steel, 3/4-inch in diameter by 10-feet long, connections shall be made with termite welds. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 13 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 At points where wiring shields of shielded conductors are grounded, the shields shall be neatly wired and terminated on suitable grounding lugs. Section 8-20.3(9) is supplemented with the following: (August 21, 2006 WSDOT NWR) )unction Box Grounding Where shown in the Plans or where designated by the Engineer, the metal frame and lid of existing junction boxes shall be grounded to the existing equipment grounding system. The existing equipment grounding system shall be derived from the service serving the raceway system of which the existing junction box is a part. 8-20.3(11) Testing Section 8-20.3(11) is supplemented with the following: (March 6, 2012 ******) The signal including UPS equipment shall be put into operation by King County personnel. The Contractor shall be present during the turn -on with adequate equipment to repair any deficiencies in operation. The Contractor shall notify King County five working days in advance of any signal turn -on. Turn -on shall not be allowed on Fridays, weekends, holidays, or the day preceding a holiday. Before final acceptance, a field test of the installation shall be performed for continuity and ground of each circuit; insulation resistance (megger test between each circuit and ground); and function, to ensure operation as specified or intended. Any faults in the system shall be corrected and re -tested. Costs for performing these tests and correcting the faults shall be paid by the Contractor. 8-20.3(13) Illumination Systems Section 8-20.3(13) is supplemented with the following: Erch 13, 2012 shown an the Plans, Fe Contractor shall replace portions of —th-- e_illuminattod tems on the (north, south, west, and east) approaches to the intersection. The itractor shall also reconnect: the existing illumination system, on the _,'I roach. The existing poles on the approach are owned by the City aru II be removed by the Contractor as shown on the Plans. The e4stlpg poles o _approaches are owned by ?$;E and will be remo_y �d,btY there, E_e existing lighting systems shall lenctionina._The Engineer may ag. operational until the new systems. 8-20.3(13)A Light Standards The 8th paragraph of this section is deleted and replaced with the following: (March 15, 2012 ******) All new and relocated metal light standards shall be numbered per City of Federal Way Development Standard Drawing number 3-39B. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY FINAL SUBMITTAL SIGNAL SPECS FEBRUARY 20, 2014 Page C - 14 1 8-20.3(14) Signal Systems 2 Section 8-20.3(14) is supplemented with the following: 3 4 (August 10, 2009 WSDOT NWR) 5 Temporary Video Detection System 6 Temporary video detection systems shall be completely installed and made 7 operational prior to any associated induction loop being disabled. 8 9 10 8-20.3(14)B Signal Heads 11 Section 8-20.3(14)B is modified as follows: 12 13 The first paragraph is deleted and replaced with the following: 14 15 (March 13, 2012 ******) 16 Signal heads shall not be installed at any intersection until all other signal 17 equipment is installed and the controller is in place, inspected, and ready for 18 operation at that intersection, unless ordered by the Engineer. If the Engineer 19 orders advance installation, the signal heads shall be covered to clearly indicate the 20 signal is not in operation. The signal head covering material shall be of sufficient 21 size to entirely cover the display. The covering shall extend over all edges of the 22 signal housing and shall be securely fastened at the back. 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Signal heads shall be installed with back plates. A two (2) inch wide strip of Type IX yellow retro reflective sheeting shall be applied to the outside border of the back plates in accordance with the manufacturer's recommendations. The application surface of the back plate shall be cleaned, degreased Section 8-20.3(14)B is supplemented with the following: (March 13, 2012 ******) Alignment of vehicular and pedestrian Engineer prior to system turn -on. signal heads shall be approved by the All new vehicular and pedestrian signal heads shall be covered (sacked) completely with a 6 mil black polyethylene sheeting until placed into initial operation. The fitted covers shall use adjustable straps. The fitted covers shall have a one -inch hole for each signal display to flash out indications. The type of mounting hardware specified for the mast arm mounted vehicle signals may require modification at the time of installation to accommodate as built conditions. After the pole assembly has been installed and leveled, the Contractor shall measure the distance between each mounting point on the arm and the roadway. A type of mounting bracket different from that specified on the Plans shall be provided and installed by the Contractor if necessary to achieve the following criteria: 1. Red indications shall be in as straight a line as possible. 2. The bottom of the housing shall be between 16.5 feet and 19.0 feet above the pavement. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 8-20.3(14)E Signal Standards Section 8-20.3(14)E is supplemented with the following: (December 18, 2009 ******) Traffic signal standards shall be furnished and installed in accordance with the methods and materials noted in the applicable Standard Plans, pre -approved plans, or special design plans. After delivering the poles or arms to the job site and before they are installed, they shall be stored in a place that will not inconvenience the public. All poles and arms shall be installed in compliance with Washington State Utility and Electrical Codes. Terminal cabinet(s) shall be installed on all Type II and Type III signal poles or where designated on the wiring diagrams in the Plans in accordance with the material requirements of Section 9-29.25 of the Standard Specifications. Terminal cabinets shall be installed at a height not to impede pedestrians. (December 18, 2009 ******) 8-20.3(14)F Opticom Detectors New Section Opticom detectors shall be installed in a drilled and tapped hole in the top of the mast arm unless otherwise shown in the Plans. They shall be tightly fitted to point in the direction shown in the plan view. Lead-in cable back to the controller, shall be 3M detector 138 cable, or equivalent, and shall have no splices. All lead-in cables shall be connected to terminals in the controller cabinet as shown in the wiring diagram. The shields shall be grounded to the grounding bar. (December 18, 2009 ******) 8-20.3(14)G Video Camera Detectors New Section The video camera shall be installed consistent with the manufacturer recommendations. Controller cabinet equipment shall be installed in the cabinet when cabinet testing is performed. 8-20.3(17) "'As Built" Plans Section 8-21.3(17) is deleted and replaced with the following: (December 18, 2009 ******) Upon completion of the project, the Contractor shall furnish an "as -built" drawing of the intersection showing all signal heads, pole locations, detectors, junction boxes, Illumination system showing luminaire locations, miscellaneous equipment, conductors, cable wires up to the signal controller cabinet, and with a special symbol identifying those items that have been changed from the original contract drawings. All items shall be located to within one foot (11) horizontally and six inches (611) vertically above or below the finished surface grade. (March 6, 2012 ******) 8-20.3(18) Removal of Existing Signal Equipment New Section Where noted on the Plans, existing signal, illumination, and interconnect equipment shall be removed by the Contractor. All salvaged signal, illumination, and interconnect equipment materials shall be the property of the Contractor, except that the existing controller and UPS cabinets at the intersection of SR 99 (Pacific Highway S) and S FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 340th St / 16th Ave S and all contents shall be delivered to the King County Signal Shop at 155 Monroe Avenue NE, Renton, Washington 98056. All other material removed shall become the property of the Contractor and shall be disposed of off -site at a legal disposal site. All pole foundations and anchor bolts shall be removed to 18 inches below new subgrade, and the resulting hole shall be backfilled with compacted gravel borrow meeting the requirements of Section 9-03.14(1), unless the Engineer has approved the use of native material. Where junction boxes are removed, the conduit and wire shall also be removed to the bottom of the trench and the resulting hole backfilled with gravel borrow meeting the requirements of Section 9-03.14(1), unless the Engineer has approved the use of native material. Removals associated with the electrical system shall not be stockpiled within the jobsite without the Engineer's approval. SECTION 8-21, PERMANENT SIGNING 8-21.1 Description Section 8-21.1 is deleted and replaced with the following: (March 13, 2012 ******) This work shall consist of furnishing and installing permanent signing, sign removal, sign relocation, and the project sign installation and removal, in accordance with the Plans, these Specifications, the Standard Plans, MUTCD, and the City of Federal Way Standard Details at the locations shown in the Plans or where designated by the Engineer. Signs to be removed as shown on the Plans, shall be returned to the Owner. 8-21.2 Materials Section 8-21.1 is modified as follows: Sentence three is deleted and replaced with the following: (March 13, 2012 ******) Materials for sign mounting shall conform to Section 9-28.11. 8-21.3 Construction Requirements 8-21.3(2) Placement of Signs Section 8-21.3(2) is supplemented with the following: (December 18, 2009 ******) The City of Federal Way, 253-835-2744, shall be contacted within 2 working days of completion of the permanent signing installation to inspect, inventory, and log all new and relocated signs. Other Signs: Refer to the currently adopted version of the Manual on Uniform Traffic Control Devices (MUTCD) with Washington State Supplements. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 17 1 8-21.3(5) Sign Relocation 2 Section 8-21.3(5) is supplemented with the following: 3 4 (December 18, 2009 ******) 5 King County METRO and/or Pierce Transit personnel will remove and reinstall all 6 existing bus stop signs and supports within the project limits. The Contractor shall 7 contact King County METRO at 206-684-2732 or Pierce Transit at 253-581-8130 to 8 coordinate sign work 2 weeks prior to the required sign removal or installation. P, 9 copy of the record of communication shall be forwarded to the City of Federal Way. 10 11 SECTION 8-22, PAVEMENT MARKING 12 13 8-22.1 Description 14 Section 8-22.1 is supplemented with the following: 15 16 (December 18, 2009 ******) 17 Pavement markings shall conform to City of Federal Way Standard Details. Profiled 18 and plastic lines shall conform to the pattern as shown on WSDOT Standard Plan 19 M-20.20-01. 20 21 8-22.3 Construction Requirements 22 23 8-22.3(3)E Installation 24 Section 8-22.3(3)E is supplemented with the following: 25 26 (March 13, 2012 ******) 27 Methyl Methacrylate Pavement Markings 28 The material must be applied using a two-part process in a single pass. The first 29 process consists of spraying of catalyzed material to form a solid continuous 30 baseline. The second process consists of extruding a curtain of catalyzed material 31 onto a rotating spindle to create the structure or agglomerates. The structure is 32 applied on top of the baseline prior to the application of reflective media. 33 34 Profiled methyl methacrylate lines shall be installed per WSDOT Standard Plan 35 M20.20-01. 36 37 8-22.3(3)G Glass Beads 38 Section 8-22.3(3)G is supplemented with the following: 39 40 (March 13, 2012 ******) 41 Methyl Methacrylate Pavement Markings 42 Glass beads shall be applied at a rate of eight (8) to ten (10) pounds per one 43 hundred square feet. 44 45 Bonded core elements shall be applied at a rate of ten (10) grams per four (4) 46 inch wide by one (1) linear foot of marking. 47 48 8-22.3(6) Removal of Pavement Markings 49 Section 8-22.3(6) is supplemented with the following: 50 51 (December 13, 2012 ******) FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 18 1 As indicated on the plans, the Contractor shall remove existing pavement markings 2 consisting of paint, plastic and raised pavement markings. 3 4 5 END OF DIVISION 8 6 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 19 1 DIVISION 9 2 MATERIALS 3 4 SECTION 9-18, PRECAST TRAFFIC CURB AND BLOCK TRAFFIC CURB 5 6 SECTION 9-21, RAISED PAVEMENT MARKERS (RPM) 7 8 9-21.2(1) Physical Properties 9 Section 9-21.2(1) is supplemented with the following: 10 11 (March 13, 2012 ******) 12 Type 2 raised pavement markers shall NOT be ceramic. 13 14 SECTION 9-28, SIGNING MATERIALS AND FABRICATION 15 16 9-28.1 General 17 Section 9-21.2(1) is modified as follows: 18 19 Paragraph three is deleted and replaced with the following: 20 21 (January 8, 2013 ******) 22 All regulatory (R series), school (S series), and warning (W and X series) signs, 23 except for parking regulation, parking prohibition signing and signs of fluorescent 24 yellow color shall be constructed with Type III Glass Bead Retroreflective Element 25 Material sheeting in accordance with Section 9-28.12 of the Standard 26 Specifications. This sheeting has a retro reflection rating of 250 candelas/foot 27 candle/square foot for white -silver sheeting with a divergence angle of 0.2 degrees 28 and an incidence angle of minus 4 degrees. This high intensity sheeting shall be 29 Type III sheeting or greater. All street name (D-3) sign sheeting shall meet this 30 specification. The reflectivity standard of supplemental plaques shall match that of 31 the primary sign. 32 33 All overhead signing, all regulatory (R series) of fluorescent yellow color and all 34 school (S series) of florescent yellow color shall meet the specifications of Type IX 35 Micro Prismatic Retroreflective Element Material sheeting in accordance with 36 Section 9-28.12 of the Standard Specifications. This standard applies to all signs 37 mounted above the roadway, on span wire or signal mast arms and all regulatory 38 (R series) and school (S series) signs of fluorescent yellow color. The reflectivity 39 standard of supplemental plaques shall match that of the primary sign. 40 41 Motorist information and parking signing shall be constructed with Type I Glass Bead 42 Retroreflective Element Material sheeting in accordance with Section 9-28.12 of the 43 Standard Specifications. The reflectivity standard of supplemental plaques shall match 44 that of the primary sign. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 9-28.8 Sheet Aluminum Signs Section 9-28.8 table is deleted and replaced with the following: (January 8, 2013 ******) Maximum Dimension Blank Thickness Less than 30 inches 0.080 inches Greater than 30 inches, less than 48 inches 0.100 inches Greater than 48 inches 0.125 inches Section 9-28.8 is supplemented with the following: (January 8, 2013 ******) All permanent signs shall be constructed from aluminum sign blanks unless otherwise approved by the Engineer. Sign -blank minimum thicknesses, based on maximum dimensions, shall be as follows: All D-3 street -name signs shall be constructed with 0.100-inch-thick blanks. The Contractor shall install permanent signs which meet or exceed the minimum reflectivity standards. All sign face sheeting shall be applied to sign blanks with pressure sensitive adhesives. 9-28.9 Fiberglass Reinforced Plastic Signs Section 9-28.9 is deleted in its entirety. (December 18, 2009 ******) 9-28.14 Sign Support Structures Section 9-28.14 is supplemented with the following: (December 18, 2009 ******) Unless otherwise noted on the plans or approved by the engineer, all sign posts shall be timber sign posts. 9-28.14(1) Timber Sign Posts Section 9-28.14(1) is supplemented with the following: (December 18, 2009 ******) All ground -mounted sign posts shall use pressure treated hem -fir wood posts unless approved otherwise by the Engineer. All wood posts shall be buried a minimum of 30 inches below the finished ground line. Post backfill shall be compacted at several levels to minimize settling. All posts shall be two-way plumb. 9-28.14(2) Steel Structures and Posts Section 9-28.14(2) is supplemented with the following: (December 18, 2009 ******) FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 21 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 Unless otherwise noted on the plans or approved by the engineer, all sign posts shall be timber sign posts. Approved Manufacturers for Steel Sign Supports The Standard Plans lists several steel sign support types. These supports are patented devices and many are sole -source. All of the sign support types listed below are acceptable when shown in the plans. Steel Sign Support Type Type TP-A & TP-B Type PL, PL-T & PL-U Type AS Type AP Type ST 1, ST 2, ST 3, & ST 4 Type SB-1, SB-2, & SB-3 Manufacturer Transpo Industries, Inc. Northwest Pipe Co. Transpo Industries, Inc. Transpo Industries, Inc. Ultimate Highway Products, Allied Tube & Conduit, Inc., Northwest Pipe, Inc. Ultimate Highway Products, Xcessories Squared Development and Manufacturing Incorporated„ Northwest Pipe, Inc. SECTION 9-29, ILLUMINATION, SIGNAL, ELECTRICAL 9-29.2 Junction Boxes, Cable Vaults and Pull Boxes 9-29.2(1) Standard Duty Junction Boxes Section 9-29.2(1) is supplemented with the following: (January 21, 2011 WSDOT NWR) Concrete Junction Boxes The Non -slip lid and frame shall be made of the following material: Non -slip lid ASTM A36 flat steel Non -slip frame ASTM A36 flat steel Both the non -slip lid and non -slip frame shall be treated with Mebacl (their most aggressive surface) as manufactured by IKG industries, or SlipNOT Grade 3-coarse as manufactured by W.S. Molnar Co. The non -slip lid shall be identified with permanent marking on the underside indicating the type of surface treatment C'M1" for Mebac 1; or "S3" for SlipNot3) and the year of manufacturer. The permanent marking shall be 1/8 inch line thickness formed by engraving, stamping or with a stainless steel weld bead. 9-29.3(2)H Three -Conductor Shielded Cable Section 9-29.3(2)H is supplemented with the following: (March 13, 2012 ******) FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 22 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Lead-in cable back to the controller for Opticom units shall be 3-M detector 138 cable or equivalent. 9-29.6 Light and Signal Standards Section 9-29.6 is supplemented with the following: (December 18, 2009 ******) Light standards shall be tapered round aluminum tube C-wall alloy 6063 satin brushed finish with Davit bracket arm, as shown in Federal Way Standard Detail herein, except that luminaire mounting height shall be as shown on the Illumination Pole Schedule. Section 9-29.6 is supplemented with the following: (August 6, 2012 WSDOT GSP) Traffic Signal Standards Traffic signal standards shall be furnished and installed in accordance with the methods and materials noted in the applicable Standard Plans, pre -approved plans, or special design plans. All welds shall comply with the latest AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals. Welding inspection shall comply with Section 6-03.3(25)A Welding Inspection. Hardened washers shall be used with all signal arm connecting bolts instead of lockwashers. All signal arm AASHTO M 164 connecting bolts tightening shall comply with Section 6-03.3(33). Traffic signal standard types and applicable characteristics are as follows: Type PPB Pedestrian push button posts shall conform to Standard Plan 3-20.10 or to one of the following pre -approved plans: Fabricator Northwest Signal Supply Inc. Valmont Ind. Inc. Ameron Pole Prod. Div. Union Metal Corp. West Coast Engineering Group KW Industries DrawingNo. NWS 3540 Rev. 2 and NWS 3540B Rev. 2 DB00655 Rev. 3 Sheet's 1, 2 & 3 WA10TR-1 & WAPPBPBA TA-10035 Rev. R6 Sht. 1 WSDOT PP-01 Rev. 1 10-200-PED-1 Rev. 7, Sheets 1, 2 and 3 Type PS Pedestrian signal standards shall conform to Standard Plan 3-20.16 or to one of the following pre -approved plans: Fabricator Northwest Signal Supply Inc. 2Valmont Ind. Inc. Ameron Pole Prod. Div. Union Metal Corp. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS Drawing_ NWS 3540 Rev. 2 and NWS 3540B Rev. DB00655 Rev.3 Sht. 1, 2 & 3 WA10TR-1 & WA10TR-2 TA-10025 Rev. R17 Sht. 1 & 2 FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 23 1 West Coast Engineering Group WSDOT PP-02 Rev. 1 2 American Pole Structures, Inc. WS-PP-03 Rev. 1D 3 KW Industries 10-200-PED-1 Rev, 7, Sheets 1, 2 and 3 4 5 6 Type II Characteristics: 7 8 Luminaire mounting height N.A. 9 Luminaire arms N.A. 10 Luminaire arm length N.A. 11 Signal arms One Only 12 13 Type II standards shall conform to one of the following pre -approved plans, 14 provided all other requirements noted herein have been satisfied. Maximum (x) (y) 15 (z) signal arm loadings in cubic feet are noted after fabricator. 16 17 Signal Arm 18 Length (max) Fabricator-(x) (y) (z) Drawing No. 19 20 65 ft. Valmont Ind. Inc. (2894) DB00625-Rev.R, 21 Shts. 1, 2,3 & 4 22 23 65 ft. Union Metal Corp. (2900) 71026-1386 Rev. R9 24 Shts. 1, 2, & 3 25 26 65 ft. Ameron Pole Prod. Div. (2900) W3724-1 Rev. J & 27 W3724-2 Rev.G 28 29 65 ft. Northwest Signal Supply Inc. (2802) NWS 3500 Rev. 4 30 or NWS 3500B Rev. 4 31 32 45 ft. American Pole Structures, Inc. (1875) WS T2-L Rev. 8 33 Sheet 1 & 2 of 2 34 35 65 ft. American Pole Structures, Inc. (2913) WS T2-H Rev. 8 36 Sheets 1 & 2 of 2 37 38 65 ft. KW Industries 10-200 TSP-4 Rev. 5, 39 Sheets 1, 2, and 3 40 41 65 ft West Coast Engineering Group WSDOTTS-01 Rev. 3 42 Sheets 1, 2, and 3 43 44 65 ft. Maico Industries (2894) WSDOTMA Rev. 3 45 Sheets 1, 2 and 3 46 47 Type III Characteristics: 48 49 Luminaire mounting height 30 ft., 50 35 ft., FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY FINAL SUBMITTAL SIGNAL SPECS FEBRUARY 20, 2014 Page C - 24 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 40 ft., or 50 ft. Luminaire arms One Only Luminaire arm type Type 1 Luminaire arm length (max.) 16 ft. Signal arms One Only Type III standards shall conform to one of the following pre -approved plans, provided all other requirements noted herein have been satisfied. Maximum (x) (y) (z) signal arm loadings in cubic feet are noted after fabricator. Signal Arm Length (max) Fabricator-(x) (y) (z) Ea_ ivo. 65 ft. Valmont Ind. Inc. (2947) D1300625-Rev.R, Shts. 1, 2, 3 & 4 and"J" luminaire arm 65 ft. Union Metal Corp. (2900) 71026-1387 Rev. R11 Shts. 1, 2 & 3 65 ft. Ameron Pole Prod. Div. (2900) W3724-1 Rev. J & W3724-2 Rev. G and "J" luminaire arm 65 ft. Northwest Signal Supply Inc. (2802) NWS 3500 Rev. 4 or NWS 3500B Rev. 4 45 ft. 65 ft. 65 ft American Pole Structures, Inc. (1875) WS T3J-L, Rev. 11 Sheets 1 & 2 of 2 American Pole Structures, Inc. (2913) WS T3J-H, Rev. 10 Sheets 1 & 2 of 2 West Coast Engineering Group 65 ft. Maico Industries (2947) 65 ft. KW Industries WSDOT-TS-01 Rev. 3 Sheets 1, 2, and 3 WSDOTMA Rev. 3 Sheets 1, 2 and 3 and "J" luminaire arm 10-200 TSP-3 Rev. 5, Sheets 1, 2, and 3 The luminaire arm shall be Type 1, 16 foot maximum and the luminaire mounting height shall be 40 feet or 50 feet as noted in the plans. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 25 1 Type SD standards require special design. All special design shall be based on the 2 latest AASHTO Standard Specifications for Structural Supports for Highway Signs, 3 Luminaires and Traffic Signals and pre -approved plans and as follows: 4 5 1. A 90 mph wind loading shall be used- 6 7 2. The Design Life and Recurrence Interval shall be 50 years for luminaire 8 support structures. 9 10 3. Fatigue design shall conform to AASHTO Section 11, Table 11-1 using fatigue 11 category Ill. 12 13 Complete calculations for structural design, including anchor bolt details, shall be 14 prepared by a Professional Engineer, licensed under Title 18 RCW, State of 15 Washington, in the branch of Civil or Structural Engineering or by an individual 16 holding valid registration in another state as a civil or structural Engineer. 17 18 All shop drawings and the cover page of all calculation submittals shall carry the 19 Professional Engineer's original signature, date of signature, original seal, 20 registration number, and date of expiration. The cover page shall include the 21 contract number, contract title, and sequential index to calculation page numbers. 22 Two copies of the associated design calculations shall be submitted for approval 23 along with shop drawings. 24 25 Details for handholes and luminaire arm connections are available from the Bridges 26 and Structures Office. 27 28 Foundations for various types of standards shall be as follows 29 30 Type PPB As noted on Standard Plan 1-20.10. 31 Type PS As noted on Standard Plan 3-21.10-02 32 Type II As noted in the Plans. 33 Type III As noted in the Plans. 34 Type SD As noted in the Plans. 35 36 9-29.6(1) Steel Light and Signal Standards 37 Section 9-29.6(1) is supplement with the following: 38 39 (December 18, 2009 ******) 40 Traffic signal standards and illumination standards shall be furnished and installed 41 in accordance with the methods and materials noted in the applicable Standard 42 Plans, pre -approved plans, or special design plans. All welds shall comply with the 43 latest AASHTO Standard Specifications for Support of Highway Signs, Luminaires, 44 and Traffic Signals. Welding inspection shall comply with Section 6-03.3(25)A, 45 Welding Inspection. 46 47 All traffic signal standards and arms shall be round tapered. 48 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 Hardened washers shall be used with all signal arm -connecting bolts instead of lock washers. All signal arm AASHTO M 164 connecting bolts shall be tightened to 40 percent of proof load. Traffic signal standards shall conform to one of the following preapproved fabricator plans or approved equal: Standard Valmont Drawing No. Tie PPB, PS, and I DB00655 Rev. B Type II DB00625 Rev. B, Sheets 1,2,and 3 Type III DB00625 Rev. B, Sheets 1,2,and 3 and "I" luminaire arm Tvoe IV and V 5000-4 M3723-1 Rev. E W 3724-1 Rev. E and W 3724-1 Rev D W 3724-1 Rev. E and W 3724-1 Rev D and "I" luminaire arm 3650-A Type SD Type SD standards require special design. All special design shall be based on the latest AASHTO Standard Specifications for Structural Supports for highway signs, luminaires and traffic signals, preapproved plans, and as follows: A 90 mph wind loading shall be used. The design life and recurrence interval shall be 50 years for luminaire support structures exceeding 50 feet in height, and 25 years for all other luminaire support structures. Fatigue design shall conform to AASHTO Section 11, Table 11-1 using fatigue Category III. Complete calculations for structural design, including anchor bolt details, shall be prepared by a Professional Engineer, licensed under Title 18 RCW, State of Washington, in the branch of Civil or Structural Engineering or by an individual holding valid registration in another state as a civil or structural engineer. Traffic signal standards shall be engineered by pole manufacturer. Drawings shall be stamped by a licensed structural engineer with current valid State of Washington stamp. The foundation shall be engineered by a licensed structural engineer using pole manufacture data and project supplied soils testing report. Engineered/ stamped plans by a currently licensed structural engineer shall be submitted to the project engineer. Foundation work and pole manufacture shall not commence until engineered plans have been approved by the project engineer. All poles and mast arms shall be circular in cross-section. After delivering the poles or arms to the job site and before they are installed, they shall be stored in a place that will not inconvenience the public. All poles and arms shall be installed in compliance with Washington State Utility and Electrical Codes. Terminal cabinet(s) shall be installed on all Type II and Type III signal poles or where designated on the wiring diagrams in the Plans in accordance with the FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 27 1 material requirements of Section 9-29.25 of the Standard Specifications. Terminal 2 cabinets shall be installed at a height not to impede pedestrians. 3 4 Section 9-29.6(1) is supplement with the following: 5 6 (May 1, 2006 WSDOT NWR) 7 Light and Signal Standard Painting 8 Galvanized steel light and signal standards shall not be painted. 9 10 9-29.7(2) Fused Quick -Disconnect Kits 11 Section 9-29.7(2) is supplemented with the following: 12 13 (March 13 ,2012 ******) 14 Fused quick -disconnect kits shall be of the SEC type or equivalent. Underground 15 illumination splices shall be epoxy or underground service buss/light connector kits. 16 Installation shall conform to details in the Standard Plans. 17 18 9-29.10(1) Conventional Roadway Luminaires 19 Section 9-29.10(1) is supplemented with the following: 20 21 (March 13 ,2012 ******) 22 High-pressure sodium (HPS) vapor, 150 and 400 watts, flat glass luminaires shall 23 be supplied and installed by the Contractor. They shall have an internal 240-volt 24 regulator -type ballast (high power factor) prewired to the lamp socket and the 25 terminal board. The terminal board shall have lugs of a 240-volt 3-wire power 26 source. Terminals shall be labeled line -neutral -line. The neutral terminal shall be 27 grounded to the metal housing of the luminaire. The refractor shall be a flat sheet 28 of heat and impact resistant glass. The lamp socket shall be adjustable and factory 29 set to produce IES pattern M-C-III. The lamps shall be 150 and 400 watt, HPS, and 30 have a rated average life of not less than 24,000 hours. 31 32 Conductors serving the luminaires shall be copper of the size shown on the Plans 33 and shall run to the service pole in separate conduit from the signal conductors as 34 shown in the plan view. Fused quick disconnect wye cable connector kits shall be 35 installed at the handhole inside the base of each pole supporting a luminaire. Top 36 conductors from the pole base to the luminaire shall be a minimum No. 12 37 stranded copper. The grounding conductor shall be connected to the neutral 38 terminal in the luminaire fixture. 39 40 Pole type and mounting heights shall be as specified in the Contract Plans and 41 Standard Plans. 42 43 44 45 9-29.11(2) Photoelectric Control 46 Section 9-29.11(2) is supplemented with the following: 47 48 (December 18, 2012 ******) 49 One photocell shall be installed for all luminaires in the signal system. The 50 photocell shall be located on the top of the luminaire closest to the electrical 51 service. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 28 2 3 4 9-29.13(3) Emergency Preemption 5 Section 9-29.13(3) is supplemented with the following: 6 7 (March 13, 2012 ******) 8 Emergency Preemption System (EPS) equipment shall be compatible with the 9 operational requirements of the existing Opticom brand (GTT (formerly 3M)) 10 emitters, detectors, phase discriminators and confirmation lights owned by the City. 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 EPS equipment shall meet the following requirements: 1. Detector. The Contractor shall provide and install emergency preemption detectors at locations shown in the plans. The emergency preemption detectors shall be solid-state devices consisting of photoelectric cells and an amplifier mounted in weather -resistant housings. The detectors (GTT Model #711 or approved equal) shall be capable of detecting an optical signal generated by an Opticom brand emitter assembly (GTT). The detectors shall detect the optical signals from the emitter, amplify the signal, and transmit it to the phase discriminator. The detectors shall have a range control capable of being adjusted up to a maximum of 1/3 mile. Detectors shall be installed in a drilled and tapped hole in the top of the mast -arm or street -light arm, unless shown otherwise in the Plans. They shall be tightly fitted to point in the direction shown in the plan view. 2. Detector Lead-in Cable. The detector lead-in cable shall be GTT (formerly 3M) Opticom Model 138 shielded detector cable, or approved equal. No splicing will be allowed between the detector and the controller cabinet. All lead in cables shall be connected to terminals in the controller cabinet as shown in the wiring diagram. The shields shall be grounded to the grounding bar. 3. Confirmation Light. Mounted below the OPTICOM detector there shall be placed a white, 100 watt (minimum), standard screw socket, flood light which shall indicate, by being on, when the preemption interval is in effect and the desired phase is being held in a green display, unless otherwise noted in the plans. Indicator lights shall be actuated by utilizing the unused yellow output of pedestrian signal switch packs. 4. Multimode Phase Selector. The phase selector shall be GTT (formerly 3M) Opticom Model 764 capable of communication both IR and GPS based systems. Maintenance and operation manuals shall be furnished for all emergency preemption equipment to the City of Federal Way or its designated agents by the Contractor. 9-29.16 Vehicular Signal Heads, Displays, and Housings Section 9-29.16 is modified as follows: Paragraph 2, is deleted and replaced with the following: (February 24, 2012 ******) FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 29 1 All lenses shall meet I.T.E. specifications for light output with 12-inch-diameter 2 faces. 3 4 All vehicular signal heads shall be dark green baked enamel and shall be equipped 5 with 5" wide black-polycarbonate back plates and black-polycarbonate tunnel visors 6 of a length equal to the lens diameter. All hardware for attaching visors and back 7 plates shall be non -corrosive stainless steel. Vehicle signal head polycarbonate 8 materials shall not be painted. A 2-inch-wide strip of yellow retro-reflective, type 9 IV prismatic sheeting, conforming to the requirements of Section 9-28.12, shall be 10 applied around the perimeter of each backplate. 11 12 9-29.16(2) Conventional Traffic Signal Heads 13 14 9-29.16(2)A Optical Units 15 Section 9-29.16(2)A is deleted and replaced with the following: 16 17 (December 18, 2009 ******) 18 Lenses shall be of the color indicated, circular in shape, with a visible diameter of 19 12 inches, as specified in the contract, and of such design as to give an outward 20 and downward distribution of light with a minimum above the horizontal. The 21 lenses shall be standard red, amber, and green, prismed traffic signal lenses and 22 shall conform to the specifications of ITE Standards (Standards for Adjustable Face 23 Vehicle Traffic Control Signal Heads, 1977 edition). The lenses shall fit into a red 24 silicon gasket in a manner to render the interior of the lens and reflector weather 25 and dust -tight. Signal heads shall have hinged aluminum reflector rings. The lens 26 and gasket shall be secured to the door with four noncorrosive lens clips. 27 28 LED Traffic Signal Modules 29 All traffic signal displays shall be the Light Emitting Diode (LED) type and shall be 30 from one of the following manufacturers: 31 32 Dialight Corporation Precision Solar Controls, Inc. 33 1913 Atlantic Avenue 2960 Market Street 34 Manasquan, NJ 08736 Garland, TX 75041 35 Telephone: (732) 223-9400 Telephone: (972) 278-0553 36 FAX: (732) 223-8788 FAX: (972) 271-9583 37 38 GELcore, LLC 39 6810 Halie Drive 40 Valley View, OH 44125 41 Telephone: (216) 606-6555 42 FAX: (216) 606-6556 43 44 Each LED signal module shall be designed to be installed in the doorframe of a 45 standard traffic signal housing. The lamp socket, reflector, reflector holder, and lens 46 used with an incandescent lamp shall not be used in a signal section in which a 47 LED signal module is installed. The installation of an LED signal module shall not 48 require any modification to the housing. The LED signal module shall be a single, 49 self-contained device, not requiring on -site assembly for installation into an existing 50 traffic signal housing. 51 52 All red LED signal modules shall be manufactured with a matrix of AIInGaP LED 53 light sources and green LED signal modules shall be manufactured with a matrix of FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 30 I InGaN LED light sources. The LED traffic signal module shall be operationally 2 compatible with controllers and conflict monitors on this Project. The LED lamp unit 3 shall contain a disconnect that will show an open switch to the conflict monitor 4 when less than 60 percent of the LEDs in the unit are operational. 5 6 Each LED signal module shall conform to the current standards in Institute of 7 Transportation Engineers (ITE) VTCSH Part 2 and a Certificate of Compliance with 8 these standards shall be submitted by the manufacturer for each type of signal 9 head. The certificate shall state that the lot of signal heads meets the current ITE 10 specification. A label shall be placed on each LED signal module certifying 11 conformance to this specification. The manufacturer's name, trademark, serial 12 number and other necessary identification shall be permanently marked on the 13 backside of the LED signal module. LED signal modules used on this Project shall 14 be from the same manufacturer. A label shall be provided on the LED housing and 15 the Contractor shall mark the label with a permanent marker to note the 16 installation date. 17 18 LED signals shall show no evidence of illumination for input voltages below 19 35 volts. LED signals shall supply illumination current (unregulated) for all input 20 voltages higher than 45 volts (and conform to appropriate intensity requirements 21 specified above 80 volts). 22 23 The manufacturer shall provide a written warranty against defects in materials and 24 workmanship for the LED signal modules for a period of 60 months after 25 installation of the modules. All warranty documentation shall be given to the 26 Engineer prior to installation. 27 28 9-29.16(2)B Signal Housing 29 Section 9-29.16(2)B is supplemented with the following: 30 31 (December 18, 2009 ******) 32 The signal housing shall be designed to withstand winds of 80 miles per hour with 33 a 0.25-gust factor without permanent distortion or failing (torque at attachment of 34 6,000 pound -feet). 35 36 9-29.17 Signal Head Mounting Brackets and Fittings 37 Section 9-29.17 is supplemented with the following: 38 39 (December 18, 2009 ******) 40 Mast arm mounting hardware for vehicle signal heads shall be clamp style 41 plumbizer PELCO AB-3008, or approved equal, and shall be field installed by the 42 Contractor. Fittings shall be painted with two (2) coats of factory -applied traffic- 43 signal dark green baked enamel. A watertight seal shall be provided where the 44 signal head mounting bracket attaches to the mast arm or signal pole. 45 46 Components for type D and type K mounting hardware shall be per Section 9-29.17 47 of the Standard Specifications. All components shall be painted with traffic -signal 48 dark green baked enamel. 49 50 9-29.18(3) Vacant 51 Section 9-29.18(3) is deleted and replaced with the following: FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 31 1 (March 14, 2012 ******) 2 3 9-29.18(3) Video Detection System NEW SECTION 4 5 (March 14, 2012 ******) 6 All video detection system items and materials furnished shall be new, unused, current 7 production models installed and operational in a user environment and shall be items 8 currently in distribution. The products shall have a proven record of field use at other 9 installations for at least two (2) years of service not including prototype field trials prior 10 to installation. Contractor shall provide Econolite AutoScope Solo Terra, Trafficon or 11 approved equal video detection system. Approved equal video detection systems shall 12 meet the following: 13 14 General 15 The detection of vehicles passing through the field -of -view of an image sensor shall be 16 made available to a large variety of end user applications as simple contact closure 17 outputs that reflect the current real-time detector or alarm state (on/off) or as 18 summary traffic statistics that are reported locally or remotely. The contact closure 19 outputs shall be provided to a traffic signal controller and comply with the National 20 Electrical Manufacturers Association (NEMA) type C or D detector rack file standards. 21 22 The system architecture shall fully support Ethernet networking of system components 23 through a variety of industry standard and commercially available infrastructures that 24 are used in the traffic industry. The data communications shall support direct connect, 25 modem and multi -drop interconnects. Simple, standard Ethernet wiring shall be 26 supported to minimize overall system cost and improve reliability, utilizing existing 27 infrastructure and ease of system installation and maintenance. Both streaming video 28 and data communications shall be capable of being interconnected over long distance 29 through fiber optic, microwave or other commonly used digital communications 30 transport configurations. 31 32 In terms of the software application side of the network, the system shall be integrated 33 through a client -server relationship. A communications server application shall provide 34 the data communications interface between as few as one to as many as hundreds of 35 Machine Vision Processors (MVP) sensors (otherwise referred to as video detection 36 cameras with built in processors) and a number of client applications. The client 37 applications shall either be,hosted on the same PC as the communications server or 38 may be distributed over a local area network of PC's using the industry standard 39 TCP/IP network protocol. Multiple client applications shall execute simultaneously on 40 the same host or multiple hosts, depending on the network configuration. Additionally, 41 a web -browser interface shall allow use of industry standard internet web browsers to 42 connect to MVP sensors for setup, maintenance and playing digital streaming video. 43 44 System Hardware 45 The video detection system hardware shall consist of the following components: 46 1. A color, 22x zoom Machine Vision Processor (MVP) sensor. 47 2. A modular cabinet interface unit. 48 3. A communication interface panel. 49 4. Surge suppresser/ lightning protection. 50 5. A portable color monitor to be permanently placed within the signal controller 51 cabinet. 52 6. All other necessary equipment for setup, maintenance and operation of the 53 video detection system including but not limited to programming device and 54 specialty tools. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 32 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 The real-time performance shall be observed by viewing the video output from the sensor with overlaid flashing detectors to indicate current detection state (on/off). The MVP sensor shall be capable of optionally storing cumulative traffic statistics internally in non-volatile memory for later retrieval and analysis. The MVP shall communicate to the modular cabinet interface unit via the communications interface panel and the software applications using the industry standard TCP/IP network protocol. The MVP shall have a built-in, Ethernet -ready, Internet Protocol (IP) address and shall be addressable with no plug in devices or converters required. The MVP shall provide standard MPEG-4 streaming digital video. Achievable frame rates vary from 5 to 30 frames per second as a function of video quality and available bandwidth. The modular cabinet interface unit shall communicate directly with up to eight (8) MVP sensors and shall comply with form factor and electrical characteristics to plug directly into a NEMA type C or D detector rack providing up to thirty-two (32) inputs and sixty- four (64) outputs to a traffic signal controller. The communications interface panel shall provide four (4) sets of three (3) electrical terminations for three wire power cables for up to eight (8) MVP sensors that may be mounted on a pole or mast arm with a traffic signal cabinet or junction box. The communication interface panel shall provide high-energy transient protection to electrically protect the modular cabinet interface unit and connected MVP sensors. The communications interface panel shall provide single -point Ethernet connectivity via RJ45 connector for communication to and between the modular cabinet interface module and the MVP sensors. System Software The MVP sensor embedded software shall incorporate multiple applications that perform a variety of diagnostic, installation, fault tolerant operations, data communications, digital video streaming and vehicle detection processing. The detection shall be reliable, consistent and perform under all weather, lighting and traffic congestion levels. An embedded web server shall permit standard internet browsers to connect and perform basic configuration, maintenance and video streaming services. There shall be a suite of client applications that reside on the host client/server PC. The applications shall execute under Microsoft Windows 7, Vista or XR Client applications shall include: 1. Master network browser: Learn a network of connected modular cabinet interface units and MVP sensors, display basic information and launch applications software to perform operations within that system of sensors. 2. Configuration setup: Create and modify detector configurations to be executed on the MVP sensor and the modular cabinet interface unit. 3. Operation log: Retrieve, display and save field hardware run-time operation logs of special events that have occurred. 4. Streaming video player: Play and record streaming video with flashing detector overlay. 5. Data retrieval: Fetch once or poll for traffic data and alarms and store on PC storage media. 6. Communications server: Provide fault -tolerant, real-time TCP/IP communications to/from all devices and client applications with full logging for systems integration. FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 33 1 2 Machine Vision Processor (MVP) Sensor 3 The MVP sensor shall be an integrated imaging color CCD array with zoom lens optics, 4 high-speed, dual -core image processing hardware bundled into a sealed enclosure. 5 The CCD array shall be directly controlled be the dual -core processor, thus providing 6 high -quality video for detection that has virtually no noise to degrade detection 7 performance. It shall be possible to zoom the lens as required for setup and 8 operation. It shall provide JPEG video compression as well as standard MPEG-4 digital 9 streaming video with flashing detector overlay. The MVP shall provide direct real-time 10 iris and shutter speed control. The MVP image sensor shall be equipped with an 11 integrated 22x zoom lens that can be changed using configuration computer software. 12 The digital streaming video output and all data communications shall be transmitted 13 over the three -wire power cable. 14 15 The MVP sensor shall operate on 110/220 VAC, 50/60Hz at a maximum of 25 watts. 16 The camera and processor electronics shall consume a maximum of 10 watts and the 17 remaining 15 watts shall support an enclosure heater. 18 19 Placement of detection zones shall be by means of a PC with a Windows 7, Vista or XP 20 operating system with a keyboard and mouse. The detection zones shall be 21 superimposed on images of the traffic scenes and viewable as such on the PC monitor. 22 The detection zones shall be created by using a mouse to draw the detection zones on 23 the PC monitor. Using the mouse and keyboard it shall be possible to place, size and 24 orient detection zones to provide optimal road coverage for vehicle detection. It shall 25 be possible to download detector configurations from the PC to the MVP sensor and 26 cabinet interface module, to retrieve the detector configuration that is currently 27 running in the MVP sensor and to back up detector configurations by saving them to a 28 PC storage device. 29 30 The video detection system shall optimally detect vehicle passage and presence when 31 the MVP sensor is mounted thirty (30) feet or higher above the roadway, when the 32 image sensor is adjacent to the desired coverage area and when the distance to the 33 farthest detection zone locations are not greater than ten (10) times the mounting 34 height of the MVP. The recommended deployment geometry for optimal detection also 35 requires that there be an unobstructed view of each traveled lane where detection is 36 required. Although optimal detection may be obtained when the MVP is mounted 37 directly above the traveled lanes, the MVP shall not be required to be directly over the 38 roadway. The MVP shall be able to view either approaching or receding traffic or both 39 in the same field of view. The preferred MVP sensor orientation shall be to view 40 approaching traffic since there are more high contrast features on vehicles as viewed 41 from the front rather than the rear. The MVP sensor placed at a mounting height that 42 maximizes vehicle image occlusion shall be able to simultaneously monitor a maximum 43 of six (6) traffic lanes when mounted at the road -side or up to eight (8) traffic lanes 44 when mounted in the center with four lanes on each side. 45 46 Modular Cabinet Interface Unit 47 The modular cabinet interface unit shall provide the hardware and software means for 48 up to eight (8) MVP sensors to communicate real-time detection states and alarms to a 49 local traffic signal controller. It shall comply with the electrical and protocol 50 specifications of the detector rack standards. The card shall have 1500 Vrms isolation 51 between rack logic ground and street wiring. 52 53 The modular cabinet interface unit shall be a simple interface card that plugs directly 54 into a NEMA type C or D detector rack. The modular cabinet interface unit shall FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 34 1 occupy only two (2) slots of the detector rack. The modular cabinet interface unit shall 2 accept up to sixteen (16) phase inputs and shall provide up to twenty-four (24) 3 detector outputs. 4 5 Communications Interface Panel 6 The communications interface panel shall support up to eight (8) MVP sensors and 7 shall accept 110/220 VAC, 50/60 Hz Power. The communications interface panel shall 8 provide predefined wire termination blocks for MVP sensor power connections, a 9 Broadband -over -Power -Line (BPL) transceiver to support up to 10Mb/s interdevice 10 communications, electrical surge protectors to isolate the modular cabinet interface 11 unit and MVP sensors and an interface connector to cable directly to the modular 12 cabinet interface unit. 13 14 The communications interface panel shall provide power for up to eight (8) MVP 15 sensors, taking local line voltage 110/220 VAC, 50/60 Hz and producing 110/220 VAC, 16 50/60 Hz, at about 30 watts to each MVP sensor. Two 1.25 amp SLO-BLO fuses shall 17 protect the communications interface panel. 18 19 Surge Suppresser 20 An EDCO CX06-BNCY or approved equal transient surge suppresser shall be provided 21 for each MVP sensor. 22 23 Installation and Training 24 The product supplier of the video detection system shall supervise the installation and 25 the testing of the video equipment. A factory certified representative from the 26 manufacturer shall be on -site during installation. The factory representative shall 27 install, make fully operational, and test the system as indicated on the intersection 28 drawings and this specification. 29 30 One day of training shall be provided to personnel of the City of Federal Way and King 31 County in the operation, set-up and maintenance of the video detection system. 32 Instruction and materials shall be produced for a maximum of 7 persons and shall be 33 conducted at the City of Federal Way City Hall or King County signal shop. 34 35 Warranty 36 The video detection system shall be warranted against manufacturing defects in 37 materials and workmanship for a period of no less than three (3) years from date of 38 installation. The video detection supplier shall provide all documentation necessary to 39 maintain and operate the system. The supplier shall maintain a program for technical 40 support and software updates following the expiration of the warranty period. 41 42 9-29.19 Pedestrian Push Buttons 43 Section 9-29.19 is deleted and replaced with the following: 44 45 (August 1, 2012 ******) 46 The Contractor shall provide and install accessible pedestrian pushbuttons and 47 signs, as shown on the Plans. The position of the pedestrian pushbuttons shall be 48 located in a manner such that the tactile arrow is aligned parallel to the direction of 49 travel for the crosswalk which the pushbutton is intended to serve; however final 50 positioning for the optimum effectiveness shall be approved by the Engineer. 51 Accessible Pedestrian Pushbutton units shall be Campbell Company Model Advisor 52 Advanced Accessible Pedestrian Station (AAPS) or approved equal and shall meet 53 the following requirements: FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 35 1 2 Pushbuttons shall be mounted to the poles by means of stainless steel bolts. All 3 mountings shall be securely fastened as approved by the Engineer. 4 5 The network based centralized pushbutton station shall be installed in the 6 controller cabinet. The centralized station shall be in continuous communication 7 with each pedestrian pushbutton station through direct Ethernet access or remote 8 network connections allowing for real time system monitoring and control of 9 operating parameters. Communication shall provide for the ability to upload files 10 directly to each individual pedestrian station or download generated reports. All 11 connections shall be made using factory produced cables with modular plugs. 12 13 The sign legend to be used shall be sign designation R10-3e and shall be nine (9) 14 inches by fifteen (15) inches. All mounting bolts shall be non -corrosive stainless 15 steel. 16 17 The pedestrian pushbutton housing shall be aluminum and shall be painted black. 18 Unit(s) shall operate at a temperature range of -35C to 85C. Power requirements 19 shall be 120 VAC, 60 Hz (100 ma, typical +/- 20%). 20 21 Pedestrian indicators shall include an audible speaker, call confirmation LED and 22 vibrotactile arrow. The audible speaker shall be programmable to have a button 23 locator tone, acknowledgement tone/message, walk cycle tone/message and 24 clearance tone/message. The unit(s) shall have automatic volume controls for 25 message strength over ambient noise levels. The walk tone/message shall be 26 programmable to stop with the walk signal or other user settable time. The unit(s) 27 shall be user settable for Accessible Pedestrian Signal (APS) message initiation with 28 an extended press or on call. 29 30 The call confirmation LED shall be red with 160 degree view ability and once 31 activated shall remain illuminated until the corresponding walk indication is given. 32 An audible acknowledgement message of 'WAIT" shall accompany each activation 33 of the call confirmation LED. 34 35 The locator tone shall be active for a time of 0.15 seconds or less and shall repeat 36 at 1 second intervals. The locator tone shall be intensity responsive to ambient 37 sound and be audible from six (6) feet to twelve (12) feet from the pushbutton 38 with a maximum of 5 dBA louder than ambient sound. 39 40 A walk cycle audible message shall be set for each pushbutton unit and shall be 41 patterned after the model: 'Broadway. Walk sign is on to cross Broadway." The 42 walk cycle message shall be intensity responsive to ambient sound with a volume 5 43 dBA above ambient sound up to a maximum volume of 100 dBA. The walk cycle 44 message shall be audible from the beginning of the associated crosswalk during the 45 walk interval only. 46 47 The vibrotactile arrow shall be located on the pushbutton and shall have high 48 visibility contrast of either light on dark or dark on light. The pushbutton units shall 49 be installed in a manner such that the vibrotactile arrow is aligned parallel to the FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 36 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 direction of travel for the crosswalk which the pushbutton is intended to serve. The vibrotactile arrow shall activate with the walk cycle. 9-29.20 Pedestrian Signals Section 9-29.20 is supplemented with the following: (December 12, 2011) The symbol message modules shall plug directly into the transformer or be solid- state modules. Side mountings shall be clamshell mountings Type "E," as shown on WSDOT Standard Plan 3-20.16-00 unless otherwise noted on The Plans. All terminal compartments shall be painted in the same manner as specified for signal housings. All pedestrian head mounting bolts shall be noncorrosive stainless steel. Where pedestrian signal heads are to be fastened to the vehicle signal pole, the Contractor shall securely attach the clamshell mounting to the pole using stainless steel Allen -head bolts. Pedestrian display housings shall have a minimum depth capable of accommodating a Campbell Advisor Pedestrian Pushbutton Controller in the rear of the housing. 9-29.20(1) LED Pedestrian Displays Section 9-29.20(1) is modified as follows: Section 9-29.20(1), Paragraph 1, Items 1a, 1b, 1c, le, 1f, 1g and 1h are deleted. (March 6, 2012 ******) Section 9-29.20(1) is supplemented with the following: (December 18, 2009 ******) Pedestrian signals shall be LED Countdown units as manufactured by Dialite Corporation or approved equal per the specifications included in the appendices of these Special Provisions. All pedestrian signal displays shall be the light emitting diode (LED) type with displays for "HAND", "MAN" and a countdown timer. Each LED pedestrian signal module shall not require special tools for installation. The installation of an LED pedestrian module shall not require any modification to the housing. Each LED pedestrian module shall be a single, self-contained device, not requiring any on -site assembly for installation into any pedestrian signal housing. The power supply for the LED pedestrian module may be packaged as a separate module. All pedestrian "HAND" modules and countdown timer display modules shall be Portland Orange and shall conform to current ITE Standards for size, chromaticity, and intensity. LED pedestrian "HAND" modules shall be manufactured with a matrix of AIInGaP LED light sources. All pedestrian walking "MAN" modules shall be Lunar White and shall conform to current ITE Standards for size, chromaticity, and intensity. LED pedestrian walking "MAN" modules shall be manufactured with a FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 37 1 matrix of InGaN LED light sources. The "HAND" and walking "MAN" message- 2 bearing surfaces shall be filled (not outline) symbols. The LED pedestrian modules 3 shall be operationally compatible with controller and conflict monitors on this 4 Project. 5 6 The LED pedestrian module shall be rated for use in the ambient operating 7 temperature range of minus 40 degrees C to 74 degrees C. Each LED pedestrian 8 module shall be protected against dust and moisture intrusion per the NEMA 9 Moisture Resistance STD 250-1991 for Type 4 enclosures to protect all internal 10 components. The assembly, manufacturing, and mounting of the LED pedestrian 11 module shall be designed to assure all internal LED and electronic components are 12 adequately supported to withstand mechanical shock and vibration from high winds 13 and other sources. The manufacturer's name, trademark, serial number, and other 14 necessary identification shall be permanently marked on the backside of the LED 15 pedestrian module. LED signal pedestrian modules used on this Project shall be 16 from the same manufacturer. A label shall be provided on the LED housing, and 17 the Contractor shall mark the label with a permanent marker to note the 18 installation date. 19 20 LED pedestrian modules shall operate at a maximum power consumption of 15W. 21 Each LED pedestrian module shall be operated from a 60 plus 3-Hz AC line over a 22 range of 80 VAC to 135 VAC. Nominal operating voltage for all measurements shall 23 be 120 plus 3 volts rms. The LED circuitry shall prevent flicker at less than 100 Hz 24 over the voltage range specified above. Fluctuations in the line voltage specified 25 above shall not affect luminous intensity by more than plus 10 percent. The signal 26 module on -board noise transients and low -repetition high-energy transients shall 27 be as stated in Section 2.1.6, NEMA Standard TS-2, 1992. The individual LED light 28 sources shall be wired so that catastrophic failure of any one LED light source will 29 result in the loss of not more than 20 percent of the signal module light sources. 30 LED pedestrian signal modules shall provide a power factor of 0.90, or greater, 31 when operated at nominal operating voltage, and 25 degrees C. Total harmonic 32 distortion induced into an AC power line by an LED pedestrian module shall not 33 exceed 20 percent. Each LED pedestrian module and associated onboard circuitry 34 shall meet Federal Communications Commission (FCC) Title 47, Subpart 13, 35 Section 15 regulations concerning the emission of electrical noise. Two secured, 36 color -coded, 600V, 20AWG minimum, jacketed wires, conforming to the National 37 Electric Code, rated for service at 105 degrees C, are to be provided for electrical 38 connection. 39 40 LED signals shall show no evidence of illumination for input voltages below 41 35 volts. LED signals shall supply illumination current (unregulated) for all input 42 voltages higher than 45 volts (and conform to appropriate intensity requirements 43 specified above 80 volts). 44 45 The manufacturer shall provide a written warranty against defects in materials and 46 workmanship for the LED signal modules for a period of 60 months and against 47 loss of intensity below 50 percent of original values for a period of 36 months after 48 installation of the modules. All warranty documentation shall be given to the 49 Engineer prior to installation. 50 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 38 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 9-29.20(2) Neon Grid Type Section 9-29.20(2) is deleted. (March 13, 2012 ******) 9-29.25 Amplifier, Transformer, and Terminal Cabinets Section 9-29.25 is supplemented with the following: (February 24, 2012 ******) Where noted on the Plans, terminal cabinets shall be furnished and installed on mast arm poles. Nominal dimensions shall be 16 inches high by 12 inches wide by 5 inches deep. Terminal cabinets shall be mounted at a minimum height of seven (7) feet to maintain ADA accessible pathways. Numbered terminal strips shall be installed in each cabinet with sufficient connections to accommodate all necessary wires and specs as shown on the Wiring Diagram. The unit shall be fastened to the pole shaft with a minimum of three (3) self - tapping galvanized metal screws employing minimum 1-inch-diameter flat washers on the inside of the cabinet. Following installation, an epoxy sealant shall be used to provide a rain tight seal between the pole shaft and the cabinet back. SECTION 9-34, PAVEMENT MARKING MATERIAL 9-34.3(4) Type D — Liquid Cold Applied Methyl Methacrylate Section 9-34.3(4) is supplemented with the following: (March 13, 2012 ******) The methyl methacrylate (MMA) material shall be formulated as a long -life durable pavement marking system capable of providing a minimum of two years of continuous performance. The material shall be a catalyzed methyl methacrylate (MMA), wet -continuous reflective product and placed shall have a dry time (cure) to the touch of no more than 30 minutes. The material shall be capable of retaining reflective glass beads and ceramic micro -crystalline elements of the drop - on or spray -on type as specified by the manufacturer. The binder shall be lead free and suitable for bituminous and concrete pavements. 9-34.4 Glass Beads for Pavement Marking Materials Section 9-34.4 is supplemented with the following: (March 13, 2012 ******) Methyl Methacrylate Pavement Markings Optics Glass Beads FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 39 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Surface -drop glass beads shall be the "Utah Blend" with a Methacrylate compatible coupling agent approved by the material manufacturer. Glass beads shall be applied at a rate of eight (8) to ten (10) pounds per one hundred square feet. Bonded Core Elements Surface -drop ceramic elements shall be the Series 50M or 70M with a Methacrylate compatible coupling agent approved by the material manufacturer. Elements shall meet or exceed a minimum initial value of 150 mcd for white and 125 mcd for yellow per ASTM 2176. The bonded core reflective elements shall contain either clear or yellow tinted microcrystalline ceramic beads bonded to the opacified core. These elements shall not be manufactured using lead, chromate or arsenic. All "dry -performing" microcrystalline ceramic beads bonded to the core shall have a minimum index of refraction of 1.8 when tested using the liquid oil immersion method. All "wet performing" microcrystalline ceramic beads bonded to the core shall have a minimum index of refraction of 2.30 when tested using the liquid oil immersion method. There are two gradations for the bonded core elements, standard size and "S" series. "S" series is a slightly finer gradation of elements compared to standard. Element Gradations Mass Percent Passing ASTM D1214 US Mesh Micron Standard Elements "S" Series 12 1700 80-100 85-100 14 1410 45-80 70-96 16 1180 5-40 50-90 5-60 1 0-25 18 1000 0-20 20 30 850 0-7 600 1 0-7 A sample of bonded core reflective elements supplied by the manufacturer shall show resistance to corrosion of their surface after exposure to a 1% solution (by weight) of sulfuric acid. The 1% acid solution shall be made by adding 5.7 cc of concentrated acid into 1000cc of distilled water. CAUTION: Always add the concentrated acid into the water, not the reverse. The bonded core elements are surface treated to optimize embedment and adhesion to the MMA binder. Elements treated for use with MMA shall have identification on packaging or label to indicate use with the MMA binder. Bonded core elements shall be applied at a rate of ten (10) grams per four (4) inch wide by one (1) linear foot of marking. Reflectance FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Typical initial retro reflectance values are shown in the Table below. Typical retro reflectivity is averaged over many readings. Minimum Retro reflectivity results represent average performance for smooth pavement surfaces. Values represent both standard and "S" Series elements. Results may vary due to differences in pavement type and surface roughness. Increased element drop rate may be necessary to compensate for increased surface area characteristic of rough pavement surfaces. The initial retro reflectance of a single installation shall be the average value determined by the measurement procedures outlined in ASTM E 1710, using a 30-meter (98.4 feet) retro-reflectometer. RL shall be expressed in units of millicandelas per square foot per foot-candle [mcd(ft-2)(fc-1)]. The optics incorporated into the pavement marking system shall be tested and certified by an independent laboratory to meet ASTM E2177 for wet -recovery and ASTM E2176 for wet -continuous performance levels. The pavement marking system installed shall meet a minimum Dry reflectance value of 700 MCD/M2/LX for white pavement markings and 500 MCD/M2/LX for yellow pavement markings and wet -recovery (as described by ASTM 2177) reflectance value of 375 MCD/M2/LX for white pavement markings and 280 MCD/M2/LX for yellow pavement markings, and wet -continuous (as described by ASTM 2176 testing) reflectance values of 150 MCD/M2/LX for white pavement markings and 125 MCD/M2/LX for yellow pavement markings as measured with a 30 meter device approved by the Traffic Engineering Division (TED). The Contractor will be required to take and record readings every 500 feet utilizing a 30 meter device approved by the Traffic Engineering Division. These readings shall be recorded on the daily report and submitted to the project engineer at the end of each work day or shift. Minimum Initial Retro Reflectance Values_ White D ASTM E1710 700 Wet recovery ASTM E2177 375 Wet continuous (ASTM E2176) 150 FEDERAL WAY PROGRESSIVE CITY OF FEDERAL WAY SIGNAL SPECS END OF DIVISION 9 Yellow inn 280 ' 125 FINAL SUBMITTAL FEBRUARY 20, 2014 Page C - 41 FtranSPOGROUP WHAT TRANSPORTATION CAN BE. SIGNAL CALCULATIONS & SUPPORTING DOCUMENTS Federal Way Progressive S 340r" St Intersection 0212012014 RESUBMITTED MAR 12 2014 Transpo Group 11730 118th Avenue N.E., Suite 600 Kirkland, WA 98034 425-821-3665 Fax: 425-825-8434 Conduit Fill WIRE & CONDUIT SIZE CALCULATION Federal Way Progressive SR. L: --' Prepared b BMK - - - - - Date: Feb-20-14 ! I Project:. 12152 Wire size \ sq. in.. EXIST. CONDUIT CONDUIT % 2C(SH) 3C(SH) 5C 7C 10C ccty 20C SUBTOTAL 6-Strand 1.2-Strand_ 24-Strand 48-Strand . 6pcc SUBTOTAL #2 I #4 #6 #8 #10 #12 SUBTOTAL TOTAL 8C RUN NUMBER or NEW"? TYPE SIZE FILL 0.09 0.07 0.14 0.17 0.25 0.29 1 0.34 0.43 ONE 0.076 0.076 0.153 1 0205 10.320 TWO 0.133 0.097 0.073 0.056 0.033 0.0261 THREE AREA 1A EXIST SCHD 80 3.5" 36.26% 3 1 9 0 11 0 31 0 2.87 0 0 0 0 0 0 0 01 0 5 01 0 0.28 3.15 1.37 1B EXIST SCHD 80 2.5" 33.18% 13 0 1 0 0 01 01 0 1.31 0 0 0 0 0 0 0 0 0 1 0 0 0 0.06 0.17 1.63 2 NEW SCHD 80 3.0" 23.72% 2 0 6 0 0 0 1 0 1.36 0 0 0 0 0 0 0 0, 0 3 0 6 0 0.06 0.06 2-SPARE NEW SCHD 80 1" 8.13% 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0.17 0.93 3 NEW SCHD 40 1 2.5"119.76%1 0 0 3 0 0 0 11 0 0.76 0 0 0 0 0 0 0 0 1 0 0 0.06 0.15 4 NEW SCHD 40 1 1".17.57% 1 0 0 0 0 0 01 0 0.09 0 0 0 0 0 0 0 0 0 0 0 0.28 1.87 5 NEW SCHD 40 3.0" 25.72% 3 0 7 -0 0 0 0 11 0 1.59 0 0 0 0 01 0 0 0 0 5 0 0.17 0.17 6 NEW SCHD 40 1" 20.22% _ 0 0 �1 0 0 0 0 0 0.00 0 0 0 0 0 0 0 0 0 3 0 1 0 0 0.06 0.29 29 7 NEW SCHD 40 1.25" 19.67% 1 0 0 0 0 0 0 0.23 0 0 0 0 0 0 0 0 0 3 0 0 0.17 0.95 8 NEW SCHD 40 2.5" 20.19%I 1 11 2 0. 0 0 1 0 0.78 0 0 0 00 0 0 0 01 1 0 0 O.Ofi 0.57 9 NEW SCHD 40 2,0" 17.19%_ 1 0 3 0 0 0 0 0 0.51 0 0 0 0 0. 0 0 0 0 0, 11 0 0 0.06 4.12 0 0 10A EXIST SCHD 40 I.. 4.0" 32.78% _ _32 0 6 0 0 0 1 0 4.06 j 0 0 0 0 0 0 f 01 0 0.28 2.90 1.08 EXIST SCHD 40 3.0'" 39.90% 3 3 8 0 0 0 3 0 2.62 0 0 0 0 0. 0 0 0 0 A:: 1 0 0 0.06 0.86 11 EXIST SCHD 80 2.0" 29.77% 2 0 2 0 0 0 1 0 0.80 0 0 0 0 0 0 0 0 0 1 0 0 0.17 62 0.86 12 NEW SCHD 40 1.5" 26.00% 2 0 2 0 0 0 0 0 0.46 0 0 0 0 0 0 0 0 0 0 0 0.17 13 EXIST SCHD 40 2.0" 26.08% 0 1 2 0 0 0 1 I 0 0.69 0 0_ 0 0 0 0 0 0. 0 3. 3 0 0 0.17 1.14 1.14 14 EXIST SCHD 40 .^ 2. 0" 34.59% 0 5 2 0 0 0 1 0 Q.97 0 0 Q 0 0 0 0 0 0 0. 0 0.06 0.06 EXIST 40 _ 1" 6.73% 0 0 0 0 0' 01 Oi 0 0.00 01 0 0 0 0 0 0 0 0 0 0 0- 01 1 0 0.06 0.06 1 0. NEW _SCHD SCHD 40 1 1" 6.74% 0 0 0 0 0 0 01 0 0.00 0_ 0 0 0 0 1 0 0 0.06 0.06 NEW SCHD 40 1" 6.74% 0 0 0 0 0 0 D 0 0.00 0 0 __ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.06 0.06 1 0 0 0.00 0 0 NEW SCHD 40 1" 6.74% 0 0 0 0 0 0 0 0 1 0 0 0.06 0.06 NEW SCHD 40 1" 6.74% 0 0 0 01 Oi 0 0 0 0.00 ! 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0.06 0.06 _ NEW SCHD 40 1" 6.74% 0 0 0 0 01 0 01 0 0.00 0 0 _ 0 0 0 1' 0 0 0.06 0.06 _ NEW SCHD 40 1" 6.74% 0 0 0 0 0' 01 0 0 0.00 0 0 0 0 0 0 0 0 0 0 0 1 01 0 0.06 0.06 NEW SCHD 40 1" 6.74% 0 0 0 0 0, 0L 0- 0 0.00 0 0 0 0 0 0 0 1 01 Q 0.06 0.06 NEW SCHD 40 1" 6.74% 0 0_ 0 0 0! 0' 0_ 0 0.00 0 r 0 0 0 0 0 0 0 0 0 0 1 01 0 0.06 0.06 _ NEW SCHD 40 1" 6.74% 0 0 0' 01 0 0__ 01 0 0.00 0; 0 0 0 0 0 0 0 0 0 1,�01 0 0.06 0.06 NEW i f SCHD 40 1" 6.74% 0 0 0 0 0 0 0 0 0.00 0, 0 0. Oj 0 0 0 0 0 0 0 0 1 O 0.06 0.06 1 0 NEW SCHD 40 1" 6.74% 0 0 0 0 0 0 0. 0 0.00 1 _ U 0 1 0 0 0.06 0.06 _ NEW SCHD 40 1"' 6.74% 0 0 01 Oi_ 0 Oj 0. 0 0.00 f 0. 0 0 0 0 0 Page 1 0) .y H Gl L O L. a v m � z N O� N o L. LL J lJ.l N m u o� m LU U z m p z oac LU z Qa W O m W J W p OC u m a N w O a 0 N 00 M to It O _v zO -0 a cm E = O U- f0 16 fib C7 w 2 z H z Z) O a� U L do cu = -* 00 M 00 N +- N N C 3 O ►-1 0 N Ol 00 ri r-1 r� 00 N Jw— ►0 A T cn 1y N N to 4-+ i t 0A = 0) Ln 0p Ln O O O N N O O ►] c p0000 = O O r-I N 00 00 cn O O Z O a- � N 7 = U m m U G OA in W ow— " LP1 Ln r-I 7 l0 J �p jF N m to ,E� r-1 V1 transpoGROUP BREAKER SIZING PROJECT NAME: Federal Way Progressive JOB NUMBER: 12152 PREPARED BY: BMK 02/20/14 Breaker Sizing - Main Breaker Load Circuit 240V Illum 1 240V Illum 2 120V Signal 120V Outlet 120V Heat Strip 120V Photo Cell Main Breaker 47.1 x 1.33 (Future Capacity) _ Traffic Signal Circuit LLF = 125% Controller = 300W 13 Signal Heads (3-Section) 375W 2 Signal Heads (4-Section) 100W 6 Fed Heads = 90W 4 Video Detection 100W 2 GFI's 1800 W (965 x 1.251 + 1800 120V Illumination Circuit 1 400W HPS Luminaires 6 Non -Continuous Continuous Factor 14 140% 1.75 140% 15A 8.04166666666667A 125% 15A 0.83A 125% .009A 125% 62.66073334 Use 100A Main Breaker 27.86 A 27.9A is less than 50A. Use 50A branch breaker. (6 x 400W) x 1.4 = 14.00 A 240 14.00A is less than 20A . Use 204 breaker. Use 30A Contactor :] Illumination Circuit 2 150W HPS Luminaires 2 2x150Wx1.4 = 1.75A 240 1.75A is less than 20A . Use 20A breaker. Use 30A Contactor Leg A Leg B 19.6 19.6 2.45 2.45 25.05208 20 1.0375 0.01125 43.0875 47.11333 AND GEOTECHNICAL EISGINEI1+RFNG DEPORT 1 i W PROGRESSWE INSURANCE CLAIMS OFFICE BUILDING, Federal "lay, Washington Prepared for: Zaremba Group 14600 Detroit Avenue, Suite 1500 Cleveland, Ohio 44107 Prepared by: Associated Earth Sciences, Inc. 911 5" Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 May 161 2013; Revised June b, 2013 Project No. KE120322A RECEIVED NOV 2 0 2013 CIS' OF FEDERAL WAY 0 Cn Subsnr face Exploration, Geologic Hazards, Now Progressive Inutraice Claims QTire Building and Geolechnical Engineering Report Federal IVay, Washington Prqject and Site Cooiditions 1. PROJECT AND SITE CONI)ITIONS L0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards, and geotechnical -engineering studies for the proposed development. The site location IS shown on the "Vicinfly Map." Figure 1. The approximate locations of the explorations reviewed for this study are shown on the "Site and Exploration Plan," Figure 2. Logs of the subsurface explorations completed for this study are included in the Appendix, 1 A Purpose and Scone The JAWPOSC Of this study was to provide geotechnical engineering design recommendations to be utilized in the design of the prqject. This study included a review of selected available geologic literature, including logs of previous explorations, and performing geologic midies to assess the type, thickness, distribution, and physical properties of the Subsurface sediments and shalloNv On-nind water. Geotecliaical engineering studies were corlipleted to establish recommendations for the type of suitable foundations and -floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, pavement recommendations, and drainage considerations. This report summarizes our fieldwork a.nd offers recommendations based on Our present understanding Of the project. We recommend that we be allowed to review lhe recommendations presented in this report aDd revise them, if needed, when a project design has beeli finalized. 1'.2 Authorization Written authorization to proceed with this study was granted by Ms. Carrie Offiemlatt oli behalf of Zaremba Group, LLC. Our study was accomplished in general accordance with our scope of work letter dated January 22, 2013. This report has been prepared for the exclusive use of Zaremba Group, LLC, and its agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner, MaY 16, 20J %- Revised June 6, 210,13 ASSOCHTED EARTH SCIEATCES, LNIC lflb`ptt - Page I Subsurface Exploration, Geologic Halzards, New Progressive Insurance Claims Office Building and Geviecluucal Engiaeering Reporl Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION This report is based on review of a site plan, prepared by ESM Consulting Engineers, LLC, and dated April IS, 2013, provided by the client. The project, as we understand it, consists of the construction of a new claims processing building at the subject site, along with associated paved access and parting areas, frontage improvements, and utilities. We understand that the proposed building and associated improvements will be limited to the eastern half of the parcel. The project site consists of the roughly rectangular shaped parcel fronting some 345 feet on the west side of Pacific Highway South Highway 99. The property extends some 500 to 600 feet to the west of existing wetlands and ponds. The property is bounded by commercial properties to the north and south. The site slopes at low angles down to the west from Pacific Highway South. This eastern half of the site has approximately 15 feet of elevation change over some 500 feet and is covered with grass ar.d scattered brush. 3.0 SUBSURFACE EXPLORATION As part of a previously -planned project at the subject site, AESI perforated a field study in <001 which included excavating nine exploration pits, drilhug three exploration borings, and conducting a geologic reconnaissance to gain information about the site. The various types of materials and sediments encountered in the explorations, as well as the depths where characteristics of these materials changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on die logs where conditions changed may represent gradational variations between sediment types in the field. Our exploration pits were located in the field by survey, while the exploration borings were located by measuring from existing site features. The exploration locations are shown on the Site and Exploration Plan, Figure 2. Also, for our review in preparing this report, we Have been provided with "Ceotechttical Investigation - Proposed Claini Service Center., dated May 2005 and prepared by Conestoga -Rovers and Associates (CRA). This document includes logs of previous exploration borings, completed by CRA in 2005, at dxe subject site. The CRA exploration locations are shown on the Site and Exploration Plan, Figure 2, and copies of the CRA boring logs are presented in the Appendix of this report. The conclusions and recommendations presented in this report are based on the explorations completed or referenced for this study. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. Tilee nature and extent of any variations between the field explorations may not become fully W(q It, 2013; Remised .lane 6. 013 4SSOCbITEL) EARTH SCIENCES, INC, 1,11LIpc — KLN-1 J_ _?,19 - Page 2 Srrbsrtr f ace- Exploration, Gt olo,gic I-Jazards, New Progressive histfrance Clainn Office BrrildinO and Geoteclinical Engineerivig Report Federal ttray. Waslritigton Project and Site Gondilims evident until construction. If variations are observed at that time, it nlay be necessary to re- evaluate specific recommendations itt this report and rnal:e appropriate cltan4-1 3.1 Exploration Pits Nine exploration pits were completed by a subcontracted backhoe, A11 of the exploration pits except one i,exploration pit EP-5) were excavated to 13 feet below the surface. Exploration pit EP-5 was terminated at 10 feet below the surface due to refusal in concrete rubble. During the excavating, samples were obtained of each distinct soil type in each pit. The samples obtained from file pits were classified in the field and representative portions placed in watertight containers. The samples were then transported to our geotechrucal laboratory for further visual classification and geotechnical laboratory testing, as necessary. The pits were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, excavation rates and action, and inspection Of the samples secured. 3.2 Exploration Borings The three AESI exploration bearings were completed by advancing a 4.25-inch inside -diameter, hollow -stern auger with a subcontracted truck -mounted drill rig. During the drilling process, samples were obtained at 5-foot intervals. The borings were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society ,for Testing and Afaterials (ASTM):D 1586. This test and sampling method consists of driving, a standard 2-inch outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each b-inch interval is recorded and the number of blows rewired to drive the sampler the final 12 inches is known as the Standard Penetration Desistance ("N") or blow count. If a total of 50 blows are recorded at or before the end of one 6-inch .interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N-value, provides a pleasure of the relative density of granular soils or the relative consistency of cohesive soils. These values are platted on the attached boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers, The samples were then transported to our geotechnical laboratory for furdler visual classification and geotechnical laboratory testing', as necessary. Mav 16. 2013; Revised June 6, 2013 ASSOCIATED EARTH SCIENCES. INC rpL.�T{' - i:Ef'?�•I - $uJr[U43Dll!r.�_3!ALiN'P Page 3 Serb-vnface EaploratiQrt, Geologic Hazards, New Progressive Insurance Clalors Gt.Tyce Building attd Geotecludcal Eagineering Repol-► Federal ld�a1�, ti'asitirrgtort Project and Site Conditions 4.0 SUBSURFACE CONDITIONS Subsurface cond.1tions at the project site were inferred from the field explorations reviewed for this study, visual reconnaissance of €he site, and a review of applicable geologic literature. We reviewed geologic data for the site based on the Geologic bleep of [he Pot-eriy Bqy 7.5-mmule Otadrangle, King and, Pierce Counlies, Washington, by D.B. Booth., H.H. Waldron, and K.G. Troost (2004). This map indicates that the site is underlain by a mantling of sand and gravel recessional outwash (Qvr) over till deposits (Qvt)-. Our explorations encountered stratigraphy that was not in agreement with the U.S. Geological Survey (USES) trapped strati2raphy. It appears that the original upper sand, gravel, and possibly till that were on the site was mimed and removed from the site to be replaced by fill. As shown on the field logs, the explorations generally encountered loose to medium dense fill overlying an alluvial deposit consisting of loose/nleditttn stiff sand, clayey silt, and silty clay, overlying dense to very dense advance outwash sand and gravel. The following section presents more detailed subsurface information organized front the upper (youngest) to the lower (oldest) material, and sediment types. 4.1 Stratigraphy Fill Fill soils were encountered to the full depth (10 to 13 feet) excavated in all nine exploration pits and in the tipper I5 to 31 feet of the borings [both Associate Earth Sciences, Inc. (AESI) (1-001) and CRA (2005)] drilled at the site. Generally, the fell consisted of an upper tine to coarse sanb with trace to little silt (outwash sand source) from the surface to between 2 and 6 feet below the surface. Below this, the till was generally a silty sand or sandy silt with little amounts of gravel (till or glaciolacustrine source). The fill is well suited for parking tort support with minor surficial reworking and poorly to moderately suited for building support, depending on the building loads and settlement tolerances. Most of the fill may be suitable for reuse in structural areas if pockets of debris and silt are removed and the soil recompacted, weather and moisture content permitting. Glaciolacusirine Below the fill, to exploration borings EB-1 and EB-2, an alluvial deposit of loose/tnediuin stiff clayey silt, silty clay, and fine to medium sand was encountered. This alluvial deposit was encountered between 31 and 36 feet below the surface in EB-2. The deposit was encountered from 26 feet below the surface through to the end of the boring at 39 feet below the surface in EB-1. This deposit was encountered to depths ra►tging from 20.5 to 40 feet in the CRA borings. r11a;- 16, 201 ', Re vised .Trine 6, 2013 ASSOCIATED EARTH SCIENCES, LVC. IM,q,c — KE7 A424 A q - P,gj(.YWZ J203 iKE.WP Page 4 .Substafi7ce Exploration, Geologic Hazards, New Progressive Insurance Claims Office &aildigv and Geotechnical Engineering Report Federal Wav, Washhgton Erq&c► and Site Conditims Adwince Ounvash An advance outwasli deposit of very dense sated and gravel with trace amounts of silt was encountered below the alluvium in EB-2 and below the fill in EB-3. EB-2 and EB-3 were terminated in this deposit at 38.5 and 24 feet below the surface, respectively. Sediments described as "very dense sand and gravel", analogous to advance outwash deposits, were documented as encountered in the CRA borings at depths ranging from ?p to Alta feet below the ground surface. 4,2 14yqEgLoff Ground water seepage was encountered in exploration pits EP-1, EP-2, EP-4, EP-9, and exploration bearing EB-1 at the time of our field study. The CRA boring logs all described ',open and dry„ borehole conditions. The seepage encountered in tlae AESI explorations was slight and estimated at between 1 and 3 gallons per minute and was encountered approximately 3 to 5 feet below the surface at these exploration locations. The ground water encountered is interpreted as a perched condition. The perched water occurs when surface water infiltrates down through the relatively permeable upper fill and becomes trapped or perched atop a comparatively impermeable barrier such as the siltier, lower fill or atop less permeable native deposits. During the wetter winters and springs, ground water levels may rise above the current level. It should be noted that fluctuations in the level of the ground water may also occur at any time of the year and due to variations in rainfall, irrigation, pone], and stream levels. May 16, 2013; Revised Janie 6, 2013 - AssociATEo EAfeTii scirNcEs, INc 1PLJpc - M203 9,5 - Projects;20J-?0322!IKLItVP Page 5 Substnfnce &ploraaion, Geologic Hazards, Nell) Progressive Insurance Claims Office .8ttilding and Geotechraieal Engineering Report Federal lyav, Washhnglon Geologic Hansards and Miaigations II. GEOLOGIC HAZARDS N[) MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground and surface water conditions, as observed and discussed herein. The discussion will be limited to seismic and erosion issues. 5.0 SElSN1IC HAZARDS AND \,IlrllIGATIONS Earthquakes occur regularly in the Puget Lowland. The majority of these events are sniali and are usually not felt by people. However, large eartl€quakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-111agnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic. events: I1 surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards io adversely impact the proposed project is discussed below. 5.1 Surficial Ground Ru ture General]),, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. However current research indicates that surficial ground rupture is possible in the Seattle and Tacoma Fault Zones. The Seattle and Tacoma Fault Zones are areas of active research. Our current understanding of thew fault zones is poor, and actively evolving. The site is located south of the currently mapped limits of the Seattle Fault Zone. Preliminary maps of the Tacoma Fault zone depict possible fault splays mapped west of the site and projecting generally toward the site area, but mapped fault splays fall short of the project site. If the currently mapped fault splays are projected, the nem-est fault splay projects approximately Ih mile south of the subject site. Due to the fact that the site is not in close proximity to known ar projected fault splays, the risk of damage to the project as a result of surficial ground rupture is low, in our opinion. AM)) 16, 2013; Revised June 6, 201 i ASSOCIATED EARTH SCIENCES, LNC. lr'l-/pc - KEr-7,72 ,o - Page 6 Subsutface Exploration, Geologic Ra-zards, N'ew Progressive hisurance Clainis Office Building and Geotechnical Engineeraig Reporl Federal Lila'v, - Wqshii�qton Geologic Hazards and Mitigations 5,21 Seismically Induced Landslides The area of the proposed improvements does not contain steep slopes. and does not appear to have significant risk of seismically induced landslides, in oily opinion. We did not complete a quantitative slope stability analysis as part of this study, and none is warranted for the currently proposed project, in our opinion. 5.3 Liquefaction Liquefaction is a process through which unconsolidated soil loses strength as a result Of vibrations, such as those which occur during a seismic event. During normal conditions, the weight Of the Soil is supported by both grain -to -grain contacts and by the fluid pressure within In the pore spaces of the soil below the water table. Extrerne vibratory shaking can disrupt the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil shear streapth. The soil is said to be liquefied \vhen nearly all of the weight of the soil is Supported by pore pressure alone, Liquefaction can result in deformation of the sediment and settlement of overlying structures. Areas most susceptible to liquefaction include those areas underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow water table. The subsurface conditions encountered at the site pose little risk of liquefaction due to relatively high density and lack of shallow ground water. No detailed liquefaction analysis was- coinpleted as part of this study, and none is warranted, in our opinion. 5.4 Ground Motion Structural design of buildings should follow 2009 Infernarional BuiWin- Code (TBC) standards using Site Class "D" in accordance .vith table 1613.5.22. 6.0 EROSION HAZARDS AND MITIGATIONS The City of Federal Way, Municipal Code Section 14.30 does not specifically define erosion hazard areas. The following discussion addresses Washington State Department of Ecology (Ecology) erosion control regulations that will be applicable to the project. In our Opinion, implementation of the following recommendations should be adequate to address City of Federal Way requirements. As of October 1, 2008, the Ecology Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections, turbidity monitoring and May 16, 2013,- Re�,ised June' 6, 2013 ASSOCIATED EARTH SCIENCES, INC -U'Lip� - KL)2024,15 - Page 7 Suhstuface Erhloration, Geologic Ha7ar-ds, New Progressive Insurance Claims Qfce Building and Gewechnical Engineering ReRorl Fedetal u'ay, F1/asl1hkgtGeolo is 14crarions pH monitoiing for all sites 1 nr more acres in size that discharge storm water to surface watwrs of' the state, Because we anticipate that the proposed project will require disturbance of more than l acre, we anticipate that these inspection and reporting requirements will be triggered. The following recommendations are related to general erosion potential and mitigation. The erosion potential of the site soils is significant when the soils are exposed. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October I" through March 3151), exposed soil should not remain uncovered for more than 2 days unless it is actively being %worked. Ground -cover measures can include erosion control matting, plastic sheeting, strand mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken flown parent materials into their mineral components. These mineral components can have an inherent electrical charge. Electrically charged mineral fines will attract oppositely charged particles and can combine (flocculate) to farm larger particles that will settle out of suspension. The sediments produced during the regent-laciatiort of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The tine -grained fraction of the. glacially derived soil is referred to as "rock flour," which is primarily a silt -sized Particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of reeks or months. Therefore, tite flour length within a temporary ,sediment control trap or pond has virtually no effect oil the water quality of the discharge, since it will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost ei ttirely a function of cover uieasures and flow control,. Temporary sediment traps attd ponds are necessary to control Life release rate of the runoff and to provide a catchment for sand -sized arid larger soil particles, but are. very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off -site sediment transport, we recommend the following: I . The winter performance of a site is dependent on a well -conceived plan for control of site erosion and storm water runoff- It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground -cover measures, access roads, and staging areas in the project bid to give the selcvted contractor a workable site. Tire selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed Min 16. -013: Revised Jane 6, 2013 .4S.WCJ,4TED EARTH SCIENCES, INC.. JI'L,fp, - NEI''0 L'45 - Pigje i� 20t2037:1I: "nvP Page 8 St€hst€dace E_ pl€ttniion, Geologic Hazards, N'elv Pra ressie lnatnrce Claim,, Cfand Gearec7niCal Engineering ReP��r Federal Way, LVasltirruron Geologic Hozardr attd Mitiganow ground. .A site maintenance plan should be in place in the event storm water turbidity ineasure.tnents are greater than the Ecology standards. 2. All TESC treasures for a given area to be graded or odierwise worked shiould be installed prior to any activity within that area. The recotriniended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3. During the wetter months of the year, or when large storm events are predicted during the sutntner months, each wort; area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport_ The required measures for an area to be "buttoned -up" will depend on the time of year and the duration die area will be left un-w-orked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rollinc, the subgrade. Such treasures will aid in the contractor's ability to get back into a Nvork area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatnient facilities. 4. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed .areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. 5. Surface runoff and discharge should be controlled darino. and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. b, Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to. covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/sill fences around pile perimeters. During the period between October I" and March 31 ", these measures are required. 7. On -site erosion control inspections and turbidity monitoring should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESL monitoring should be part of the weekly construction team meetings. Temporary and permanent erasion control t (q 76, 2013: Revisvd ,lone 6, 2013 ASSOCIATED EARTH SCIE'A+t E' bVC, 1PLitzr - KLiM?22a3 - PruiCa,02012(W,2iKE' 1t;' Page 9 SIrbsilrface Exploration, Geologic Hazards. Ne►v Progressive Insitr•ance Clain'S f)fce Building and Geotechnical Rttgineering Report Federal Wei r. Washington Geologic Hazards and Mixi ations and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESL plans and by field -adjusting appropriate mitigation elements (best management practices [BMus]) during construction, as recommended by the erosion control inspector, the potential adverse in)pacts from erosion hazards on the project may be mitigated. Mav 16, 2013; Revised June 6, 2013 4SSOCIATED EARTH SCIE:VC.ES, INC lYLfpt— kL1203.72AS — Prflj&clsi2Ul2V323iT:L•9i4°p Page 10 SubsivficeE_ploration, Geologic Hazards, Area+ Pr opr essive Insurance Clahns Office Building aird Geoirchrrical Engineefiq Repori Federal 1Vi711, l3raShi t91011 Desipi Recommendations M. DESIGN RECOMMENDATIONS 7.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the risks discussed are accepted and the recommendations contained herein are properly followed. The existing fill (in the site is considered a moderately suitable bearing material, primarily suited to parking lot support. The ideal bearing stratum (advance outwash sand and gravel) is between 20 to 36 feet below the surface in vicinity of the proposed building footprint and greater Haan 39 feet in the western parking portion of the site. Therefore a deep foundation system is recommended for foundation support for Cie proposed building. We understand that the project design team has selected to place the new building foundation over a short aggregate pier system discussed in Section 10.0, "Foundations," below. Paved panting lots may be placed on the existing fill following its proper reconipaction, as subsequently recommended. *scattered areas It) the parking lots may need overexcavation and replacement to mitigate Wet, soft or organic rich soils. It should be recognized that construction above existing fill soils carriers an inherent risk, regardless of the remedial efforts provided to the fill surface. Pockets or lavers of organic -rich or soft fill soils left in place will result in post -construction settlement. The ❑hdgnitude and duration of settement is difficult, at best, to predict. Consequently, more frequent pavement repairs and a reduced pavement design life should be expected. The risk of post -construction pavement settlement can be mitigated by removal and replacement of most of the existing fills_ The removal and replacement option is very cost intensive. 8,0 SITE PREPARr-kTION Existing buried utilities, vegetation, topsoil. and any other deleterious materials should be removed where they are Iocated below planned construction areas. All disturbed soils should be removed to expose underlying, undisturbed, native sediments and replaced with structural fill, as needed. All excavations below final grade made for clearing and grubbing activities 41 should be back -filled, as needed, with structural fill. Erosion and surface grater control should the established around the clearing linhits to satisfy local requirements. Existing fill should be removed to the selected depth below subgrade elevations of' new paved surfaces. Existing fill under new parkitag areas should be reworked/reconipacted to a iniirtum 12 inches below proposed subgrade. Beeper excavation locally should be expected. Areas where loose or soft, 5lhrfic.ial soils remain in the parking areas may require additional overexcavation and replacement witli structural fill. The depth and extent of overexcavation can best be determined in the field by the geotechnical engineer or engineering geologist. We ;1 (ay 16, 201?: Re i4srd .lane 6, 201.E ,ASSOCIATED EARTH SC1E:A'CES, LNC. HIL,p - KL!203`2 �1] - Page I I Snbsttaface Exploration, Geologic Ffazards. teem, Progressive Insurance Claims Office Puildirwg and Geotecknical Engineering Report Federal My. W aslritt.Qtntr Design Recotaara!eadatlons recommend that parking areas be proof -rolled with a loaded dump truck to identify any soft areas. Generally, overexcavations greater than 5 feet below grade should not be necessary. 8.1 Site Drainage and Surface Water Control The site should be graded to prevent water froth portding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural tit] may be Greatly increased if drainage efforts are not accomplishes] in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. We anticipate that perched ground water could be encountered in excavations completed during construction. We do not anticipate the need for extensive dewatering in advance of excavations. The contractor should be prepared to intercept any ground water seepage entering - the excavations and route it to a suitable discharge location. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water niust not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minialunt distance of 10 feet from the building perimeters be provided, except in paved locations. In paved locations. a minimum gradient of 1 percent should be provided, unless provisions are included fos collection and disposal of surface water adjacent to the structures. 8.2 Subgrade Protection To the extent that it is possible, existing pavement should be used for construction of staging. areas. If building construction will proceed daring the winter, we recommend the use of a working surface of sand and gravel, crushed rock, or quarry spalls to protect expensed soils. particularly in areas supporting concentrated equipment traffic. In winter construction staging areas and areas that will be subjected to repeated heavy loads, such as those that occur during construction of masonry walls, a minimum thickness of 12 inches of quarry spalls or 18 incites of pit run sand and gravel is recommended. If subgrade- conditions are soft and silty, a geotextile separation fabric, such as Mirafi .50OX or approved equivalent, should be used between the subgrade and the new till. For building pads where floor slabs and foundation construction will be completed in the winter, a similar working surface should be used, composed of at least 6 inches of pit run sand and gravel or crushed rock. Construction of working surfaces from advancing fill pads could be used to avoid directly exposing the subgrade soils to vehicular traffic. Algy 16, 2013; Revised June 6, 2013 AssociATfD E.-IRTf1 SCIENCES, LAIC. ;PL,pi - KE120. a? 5 - P�Sr�c�f�'.�'L3l:�3t"�iKL"t11'P Page 12 Subsurface Erpioratiarr, Geotogic Hazards, Neia Nogr-esvve Insurance maims Office Prrilditrg aad Georeciuricai Engineering Report Federal M•j Washhn,-tart minendations Eouildation subgrades may i,eyuire protection frQtn foot and equiptncnt traffic and ponding of runuff during wet weather conditions. Typically, compacted crushed rack or a Lean-tnix concrete mat placed over a properly prepared subgrade provides adequate subgrade protection. Foundation concrete should be placed and excavations backfilled as soon as possible to protect the bearing surface. 8.3 Proof-Rolline, and Subgrade Cori .a► ction Pollowine, the recommended clearing, site stripping, and planned excavation, the stripped subgrade within the building areas should be proof -tolled with heavy, rubber -tired construction egttipinent, such as a fully loaders. tandem -axle dump t]-uck. Proof -rolling should be perftrrmed prior to structural till ,placement or foundation excavation. The proof -roll should be monitored by the geoteclanical engineer so that any soft or yielding subgrade soils can be identified. Any soft/loose., yielding soils should be removed to a Stable subgrade. The subgrade should then be scarified, adjusted in moisture content, and recompacted to tile: required density. Proof -rolling should only be attempted if soil moisture contents are at or near optimum moisture content. Proof -rolling of vet subgrades could result in further degradation.. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation said selection, placement, and compaction of structural fill should be perfonned under engineering -controlled conditions in accordance with the project specifications. 8.4 Overexcavatian/Stabilization Construction during extended wet weather periods could create the need to overexcavate exposed soils i C they become disturbed and cannot be recoinpacted due to elevated moisture content and/or weather conditions. Even during dry weather periods, soft/wet sails, which may need to be overexcavated, may be encountered in some portions of the site. If overexeavation is necessary, it should be confirmed through continuous observation and testing by AESl. Sails that have become unstable may require remedial ineasures in the farm of one or more of the following: L serving and r-ecompaction. Selective drying may be accomplished by scarifying or windrowing } ricial material during extended periods of dry and warm weather. ?. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. 3. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in coniunction with a geetextile. 4. Soil/cement admixture stabil nation. Mail 16, 2013; Remised Ane 6. 2013 AS.50CIATED E,4RTil SCIENCES.. INC. ? , u 1 3 71 i yn g 3 11L:jtc-,'ilEl..C3.='_�l^-.trzjt'��rS_t!!_P�?_�As;l�'< P`dbL' 1.? Subsurface Exploration, Geologic Hazards, N,esv progressive hunrance Claims Office BLrildiltg and Gevtechnical Engineerutg Report Federal Way, Wasid"910►2 Design Recommeadatinits 8.5 Vet Weather Conditions if construction proceeds during an extended wet weather construction period and the moisture -sensitive site soils become Nvet, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will praceed. It is expected that in wet conditions additional soils inay steed to be removed and/or alter stabilization methods used, sucb as a coarse crushed rock working that to develop a stable condidon if silty subgrade soils are disturbed in the presence of excess moisture. The severity of construction disturbance will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance -sensitive site soils. if overexcavation is necessary. it should be conftrnitA through continuous observation and testing by a representative of our firm. 8.6 Tem orary and Permanent Cut Slo es In our opinion, stable construction slopes should be die responsibility of tie contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the existing fill can he made at a maxiinum slope of i .5H:1 V (Horizontal: Vertical) or flatter. As is typical with earthwork operations, some sloughing and raveling may occur. and cut slopes may have to be adjusted in rile rleld. If ground water seepage is encountered in cut slopes, or if Surface water is not routed away from temporary cut slope faces, Matter slopes will be required. In addition, WIS14AI ]SHA regulations should be followed at all times. permanent taut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 2I-1:1 V or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor inaxintum dry density. as determined by ASTM:D 1557. and the slopes should be protected front erosion by sheet plastic until vegetation cover can be established during favorable weather. 8.7 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped front the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to tile proper moisture content, which may not be possible during winter months. 9,0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of ina.erials, as discussed in this section. If a percentage of Ma), 1€, 2013; Revised June 6, ?Ole ASSOCIATED EAR7 1 SCLENCES, INC. Page 1 1PL.,,Pr - KE/203t215 - Projw0120130322WE1WP Sabswfcace Et'ploration, Geologic Hazzards, h"eiu Pragressiie h7910-GrJee Claims Office Building and Geoleclrnical Engineering Report Federal 14,ay, Washington Design Recowniendations compaction is specified under anoiber section of tItis report; the value given in that section should be used. After stripping, planned excavation, and any rewired overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 95 percent of the modified Proctor tnaximurn density using ASTM:h 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recornpaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of reconipaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. .after recompaction of the exposed ground is tested and approved, or a Free -draining rock course is laid, structural fill may be placed io attain desired grades. Structural 'fill is defined as tton-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Federal Way or Washington State Department of Transportation (WSDOT) codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the roadway edges before sloping down at an angle of 2FI:I V. The contractor should note that any Droposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine -drained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (tncasured on the minus No. 4 sieve size) should be considered moisture: -sensitive. Use of moisture -sensitive soil in structural tilts should be limited to favorable dry weather conditions. The existing fill soils present can -site contained variable amounts of silt and are considered moisture -sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select itltport material consisting of a clean, free -draining gravel and/or sand sltculd be used. free -draining fill consists of non -organic sail with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No, 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade acid be present during placement of structural fill to observe the work acid perform a representative number of in -place density tests. In this way, the adequacy of the eartliwork may be evaluated as filling May 16, 2013: Revised tune 6, 013 : ESSOCI4 iEIS EARTH SCIENCES. INC. Jt'I,g,%, - KE12132,I.i- Page 15 ,90,wafrrce D7ploraiian, Geologic Hazards, ively Progressive Insurance Claims CJffo'ce Building and Geotechnical Engineering Report Federal Rfav, Washington Design Reeanm,enedcuions progresses, and any problem areas may be corrected at drat time. It is important to understand that taking randorn compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid in developing a suitable monitoring and testing programs. 10.0 FOUNDATIONS The ideal bearing stratum (advance outwash sand and gravel) is between 210 to 36 feet below the surface in vicinity of the proposed building footprint. Therefore a deep foundation system is recommended for foundation support for the proposed building. We understand that the project design team has selected to place the new building foundation over a short aggregate pier system discussed below. 10.1 Short Aggre _ate Piers (SAPs We recommend that the proposed new building be supported by SAPs. SAPS consist of columns of compacted crushed rock placed in displaced holes. Installation of SAPs results in significant densification of the surrounding soils. as well as a network of compacted stone columns. There is little consistency between different contractors who install SAPS with respect to their installation equipment and methods. The diameters, depth capability, compactive energy, and other critical factors of each contractor's equipment must be considered when designing a SAP foundation system, and therefore such systems are typically designed by the contractor who installs them. Once SAPS are installed, the building is constructed with a conventional shallow foundation system above a subgrade that has been improved through installation of SAPs. Air and water jetting during pier installation is not allowed oil this project. The SAPs should be installed after the site is excavated and the building pad is established. The purpose of SAPs is to both improve existing loose soils and to transmit leads to more competent bearing materials at depths. SAPS are formed by displacing holes to a pre -determined depth with a specific diameter vibratory mandrel. Crushed rock is then compacted into the holes .in thin lifts. The result is a column of compacted aggregate and compaction of soils surrounding the SAPS. Conventional shallow foundations are then constructed above the sub 'grade after SAPs have been installed. The SAP Contractor should review exploration logs contained in this report carefully. All of our explorations encountered existing fill. Existing fill was observed to contain organic material and construction debris. It is likely that the fill will contain rocks or wood that would hinder SAP installation. Where drilling obstacles are encountered, the contractor should be prepared to relocate SAPS, or remove obstacles, as needed. We reCODI Wend that the contractor select his preferred installation equipment based on a careful review of the subsurface data. In our opinion, using MaY 16, 2r313; Revised .hare 6, 2013 ASSOCIATED EARTH SCIE'vCES, llt'C. 1PI.lp( - A:1,J2 3_'2A5 - Page 16 SUbSanface EA:Ploratiorr, Geologic Hazards, Neee- Progressive Insurance Chaim' Office Building and Geotec;hnical Engineering Report Federal t Lay, lEashinglon Design Reron moidatiom a system of SAPs, it would be possible to achieve allowable foundation soil bearing pressures of 4,000 pounds per square~ foot (ps). 10.2 Drainage Considerations Foundations should be provided with foundation drains placed at the base of footing elevation. Drains should consist of rigid, perforated. polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed buildings. Roof and surface runoff should not discharge into the footing drain system, but should be handler] by a separate, rigid. tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structures to achieve surface drainage. 10.3 Below -Ground Structures We understand daft the current plan includes below -ground structures for water quality elements of the stortrlwater system, including the storm filter vault and oil/water separator, and that the City of Federal Way required water quality systems to be above ground. Based can the depth of till encountered during past explorations, it is our opinion that the excavation and removal of a portion of the existing fill for the placement of these structures below ground will reduce the thickness of fill below the structures, reducing the degree of settlement risk to the structures versus the placement of the structures above the existing thickness of till. Should the retraining, snxaller risk of settlement be unacceptable for the below -ground water quality structures, we reconunend that these structures be supported on SAPs, as described above. 11.0 FLOOR SUPPORT Floor slabs can be supported on 2 or more feet of new structural fill placed above existing site bills provided the risk of post -construction settlement and cracking is accepted. if existing fill is to be left in place under floor slabs, and die risk of post -construction settlement is not acceptable, we recomirie:nd that flour slab subgrades be improved with the installation of SAPS. Aggregate pier design should use as a goal an effective subgrade modulus of at least 100 pounds per cubic inch (loci) for areas under floor slabs. Floor slab design for areas underlain by aggregate piers should be coordinated between the project structural engbieer and the aggregate pier designer. Floor slabs should be cast atop a lninimurn of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected front dampness, by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. Alai, 16, 201 . Remised .lane 6, 013 ASSOCIATED EARTH SCIENCES, PVC. flT/(Fc - KF?-'CIY 2qi - Penhail"012443 ,1KLaIt'P Page 17 ,)ubsioface E ylorwion, Geologic HoZzards, New Progressive Insurance Crzlnrs Office Building and Geotechnical Engineering Repor7 Federal Warr, Washington Des! n lReconvizendatlons 12.0 FOUNDATION WALLS All bacicfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to afield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a nitaxitnurn gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for _yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls. a surcharge equivalent to 2 feet of sail should be added to the wall height in determining lateral design forces. As required by the 2009 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presetted above. Considering the site soils and the recommended wall bacicfill materials, we recommend a seismic surcharge pressure of 5H and 10-H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the mid -point of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recotttniended, as this will increase the pressure acting on the walls. A bower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Titus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the `Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum, 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. A prefabricated drainage mat -is not a suitable substitute for the gravel blanket drain unless all back -fill against the wall is free -draining. 12.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural glacial soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to MaR 16, 2012, Revised June 6, 2073 ASSOCIATED EARTH SCJEAiCES, INC Jr'r'Pt—AErZ(L;]?ri_-i'ruicaalaU!?i��=�lhrF14=`P Page 18 ,Srtbsinfi7ce Exploration, Geologic Hazards, Nnit! Progressive Insurance Claims Office BidldiiT and Geotechnical 1:"ngineering Report Federal Way, Washita,Von Design Reconymendations at least 95 percent. of the maximum dry density to achieve the passive resistance p roe ±ded below. We reconrtrtcttd t1e fallowing allowable desi_t paratrleters: a Passive equivalent fluid = 350 pcf H Coefficient of friction — 0.30 13.0 PAVEMENT RECOMMENDATIONS 13.1 New Pavements — Southbound Lane of Highway 99 Improvements As part of a study completed in 2004 for a previously-platnned project at the subject site, we completed an analysis of the pavement section for the platuted improvements to the west shoulder of Highway 99 (Pacific Highway South), which fronts the pro,lect site. The analysis was completed using data provided to us, assumed soil and traffic data, data presented in Section 4.03 of the Draft Ring County design standards, and American Association of State Highway and Transportation Officials (AASHTO) design methods (1993). Traffic inputs were based in part on information provided by the City of Federal Way, including year 2003 ADT values for one -directional traffic on Highway 99 (southbound). The City of hed4ral Way traffic engineering section recommended we use a percent contribution by vehicle class of 2 percent heavy vehicles and an average 20-year growth factor of 2.5 to 3.0 percent which was averaged to '2.75 percent for our calculations. In order to calculate an 18-kip Equivalent Single Axle Load (ESAL) value for use its the design, we were able to use the aforementioned class distribution of heavy and light vehicles. We used the City ol•Auburn Pavoinew Design Mannal as a guide to formulate our assumptions regarding the heavy vehicle distribution. The vehicle distribution assumptions and the calculated ESAL are shown in die attached calculations. Based on our analysis alone. we calculated a minimum pavement section consisting of 7.5 inches of Class A asphalt concrete pavement (ACP) underlain by 12.5 inches of crushed rock base (CRB). However, based on our conversations with the Cite of Federal Way, the approved pavement section for Highway 99 HOV Lane Phase II construction completed by CH2M Hill in April 2004 consisted of 4.2 inches of Class "A" over 6 inches of Class "E„ ACP. Also, for our use in preparing this report, we have been provided with a plan sheet titled "Sanitary Sewer Notes and Road Cross Sections", prepared for Progressive Insurance by Triad Associates and dated June 1, 2007, showing the saute previously -approved pavement section along the portion of the west shoulder of Highway 99 fronting the project site. Given that our calculated ACP section is substantially ligltter than the section approved for the above-tnetitioned projects, including a previously -platted project at the subject site, it is unlikely that the City will accept the lighter section. Therefore, we recommend the project be AMY 16, 2013; Revised .11ene 6, 2013 ASSOCIATED EARTH SCIENCES, IAC. PL,lp - %L120,,521.15 - ProjalAl2tN 037�Ikf'IVP Page 19 SubsnrJace Exploration, Geologic Hazards. �rtir pl-agressive lustrrance Claims O,f zce Building and Geolechnical Engineering Report Fedclai Way, Washington Design Recommendations designed to match the more substantial Highway 99 HOV mane Phase II section. It should be rioted that this thicker section is still .less than the standard arterial section which is 3_5 inches Class "A" over 10 inches Class "E" over 6 inches of crushed rock. The. City of Federal Way will likely require that the new, widened portion of Highway 99 have a pavement section equal to or better than the existing pavement section on the existing shoulder of Highway 99, regardless of the results of our analysis. Therefore. we recommend that the existing pavement section be measured at the time of construction. If the existing pavement section is niore substantial (with a higher Structural Number) than paving recommended in this letter, the new pavement section should be revised to match the existing paving. 13,2 New Pavements - Extension of South 340th :Street Based on our previous 2004 study, South 340th Street was classified as a minor collector road. Therefore, in our opinion. the Federal Way standard section for minor collector roads is appropriate for design of South 340th Street provided subgrade improvements/preparations are completed in accordance with the following section entitled Subgrade Preparation - Roadways. 13.3 Subgrade Preparation - Roadways The pavement section for Highway 99 and South 340th Street must be placed on a properly prepared subgrade consisting of a minimum 2-foot thickness of existing silty sand till compacted to 95 percent of the modified Proctor maxhuum density in accordance with ASTM:U 1557. The upper 2 feet of existing fill below planned pavement subgrade elevation should be removed and the underlying soil recoinpacted to 95 percent. The recompacted Fill subgrade should be proof -rolled with a loaded tandem -axle dump track to identify soft spots. Soft spots and any organic soils identified by the geotechnical engineer's representative should be removed froin the subgrade area and be replaced with compacted structural fill under observation of the geotechnical engineer's representative. Structural fill should then be placed to desired pavement subgrade elevation as 8-inch loose lifts compacted to 95 percent of 4STM:D 1557_ If fill is placed during wet weather or if proper compaction cannot be obtained. a select import material consisting of a clean, free -draining sand and gravel should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. It may be necessary to place an engineering stabilization fabric such as Mirafi 500Y (or equivalent) between the fill subgrade and the new structural fill at the discretion of the geotechnical engineer's representative at the time of construction. These subgrade preparation recommendations and the recommended pavement sections are predicated on AESI's examination of the structural fill subgrade and testing the compaction of the structural lull pavement subgrade and crushed rock sections during Mav 16, 201.5; Revised Jime 6, 1013 r1SsOCIATM EARTH SCIENCES. INC. JP!_ipr- KE]'W1245 - Ptnjee.1, 12012032DKri WP Page 20 Subsllrface Ea_121otativn, Geoh_) is Hazards, ,' eW PMq;-MiVe 111SM-1- 7Ce OniMS Of IC.c Lri1dir2g and Geoled viral cnoineer-iao Report Tederal Wad., Washinvon Deign fRecomi lendarions construction. Given the potentially variable in -place density' of the existing fill subgrade, so►ne settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. All pavement section thicknesses presented should be considered compacted thicknesses. CRB sections must also be compacted to 95 percent of ASTM:D 1557, Paving materials and procedures should be consistent with current WSDOT design standards. 13.E Pavement Sections — Site Interior Roadways and Parking Areas The Majority of the parking and access areas are planned for those portions of the site underlain by fill materials. Therefore, some remedial measures may be necessary for support of pavement. To reduce tite depth of overexcavation required to achieve a suitable subgrade for support of the paveMe:rtt, we recommend that an engineering stabilization fabric be placed over the stripped subgrade prior to filling if silty soft, louse, or wet soils are encountered. The addition of an engineering stabilization fabric permlis heavier traffic (Wer soft subgrade and. increases the service life of the system_ The fabric acts as a separation barrier between relatively tine -grained surficial materials on the site and the load -distributing aggregate (sand or crushed rock). As a separator, it reduces the lass of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of Installation (proof -rolling) identifies weak areas, which can be improved prior to paving. Attar the area to be paned is stripped, engineering stabilization fabric such as Mirafi 50OX for equivalent) should be placed over any encountered soft/loose subgrade that cannot be recompacted to a firm, non -yielding condition, with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, I foot of existing silty sand fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. If fill is placed during wet weather or proper compaction cannot be; achieved with the on -site soils, the upper foot of pavement subgrade should be replaced with clean, free -draining structural fill. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proof-rcll.led with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proof -rolling operation, additional structural fill should be placed and compacted to attain desired grades, if necessary. bk v 16, 301 Revised Jime 6, 2013 ASSOCIATED EARTH SCIENCES. INC rPL'1ss 1iF_74t1�t5-l'lnjeus�2L13{;:d3:E=.ik'r Page 21 SiOsrnfvice Eiplorarion, Geologic Hazards, Neil, Progressive Insurance Clairrrs Office Building and Georec lrnical Engineering Report Federal lea►-, Washir:,gran Desit Reco► iriendatio►►s Upon completion of the structural fill, a pavement section consisting of 3 inches of ACP underlain by 2 inches of 5/8-1nch crushed surfacing top course and 4 inches of 1 ►/a -inch crushed surfacing base course is the reco€nmended nainimurn for drive lanes and 21/z inches over 6 inches of crushed rock in parking areas. The crushed rock courses must be compacted to 45 percent of maximum density. Given the potentially variable in -place density of the existing fill subgradeg some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural till. 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since project plans were not finalized at the time this report was written. We recommend that AESI perform a geotechnicai review of the plans prior to final design completion. In this way, we can confirm that our earthwork and foundation reco€n€nendations have been properly interpreted and implemented in tine design. We are also available to provide geotechnical engineering and nionitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know. and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your protect. if you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Jeffrey P. Laifb, L.G., L.E.G. Senior Project Engineering Geologist Kurt D. Merriman, P.E. Senior Principal Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs — AESI (2001) and CRA (2005) May 16, 013; Revised Jime b, 2013 ASSOCIATED EARTH SCIENCES, INC JP 3rf - 402072AS-PYvjvas1.20J 2U7 —''i/iE 1VP Page 72 } - _ w:� - �1.._" �� • p Jul tr■ ." _rry _'1 1 t •. I �; �,7• it 1' �T' r . I a _ � � � �1:..r. � � _ � �! — - �;� 4� �• s.; T _ alp IT Irk j rh nrk �1 �J all Li J, f 46 A. Afortoke i• }ST Siit ' • 1 i t r �� Moo Ll ml t, Y ram- I• ] } - y N ``{! r•/r _ rr ;,, U 7000 2C00 c BLACK AND WHITE REFRODUCT{ON OF TH{5 COLOR 0R;G1NAL MAY FEET 5 REFERENCE: U$GS TOPOI REDUCE ITS EFFECTIVE NESBAND MAD TO lMCORRECT WERFRETATION . m Assodated Earth Sciences, Inc. VICINITY MAP FIGURE 1 CL PROGRESSIVE INSURANCE CLAIMS FACILITY DATE 5/13 ElM ElKidEp FEDERAL WAS`, WASHINGTON PROJ, NO. KE120322A d Z •i�titi r�� ' to mik [EI i • raie u . w 0LU E if W Q I jjjj J 0 r- LU 1 w to A�mtj x� O to a 9L 00 a F � o 0Y� xH- ❑am dLo4Ei IL aU- " asm ;: xe' sFGea•S.i�Ll � AKs>R3tlr SA.°I APPENDIX a 5 t " :Nall-Wraded gravel and u ✓rms Describirg Relatbia AensiiW and Gorisistenoli N ., gravel with sand, Iiile to la DesisitV S:o f z i• rye fines Very Loose 0lo 4 e� Coarse. iEo°ova LDase 4te i 5 0 , as Poorly -graded gravel grained Solis m +u o�u°� GP ,. edium Dense 10 to --0 n°gee and elravel with sand, Dense 30 toSU lest Symbols C:) o�ooe Idet3rh]finis � G=GrainSize nvv_ rJ , very Dense >s7,1.= f4loiatUra Ganten; ^� c _c a fl • fl•€ Silty 3 n ConsiStgnay SP T f`1blo�,vsltoot S _ _ y gr vel and silty A = k-ter berg Limits GIM gravel Mith sand Fin=- very Soft C to 2 C = CFzrric,l Soft 2104 DO = Gy Density Grained Soiis o Medium Stiff 4 tD 6 K = Panmeabiiity Silo 810 15 N F Clayey gravel and Very SON 15 toao G� clayey gravel vhih sand Hard >30 `0 Cornponeni ®e#iliftions Well -graded sand and , 9 Aescri five Term Siva Tanga and Sieve Number —0 5W sand 4`Jilh gravel, Bile 9czr�Iciers Larger than 12' to no fines Cobbles T €o 12' d C: > v; Poorly -graded sand Gravel 3° ID No. ; (4.75 rr,nj ci SP and s3rr 5tlit{ gravel. Coarse Gravel 3, 10 /4" ° itf;le to rsc� lirin = Gravel 3{a' to No.. ; (4,75 mm)tn �? r fines Sand •r � 1`!D_ e (-< 75 mril) to No 2C=;7 {0-075 meet; c- - CoattSE Sand No. 4 (4 75 mm) to No. 10 (2.00 nm) Silty sand and S i.lsdium Sand :i 10 (2.00 imin) to No 40 (0.425 mn) rs n m w silty sand with 'lne Said No. 40 (0.425 mm) to No. 200 (0.075 mm) e a. m gravel LO LLI. Silt and Clay stralleir than No 207 (0 07.5 nrim) Clayey sand and (, cc 7 SC ] Eslrirnaied Fer;ventage Moisture Caraferif CC clayey sand wi;hl gravel D Absence DP m:s€ur , en Percentage by Dry a CO Uponent Weigh rusty, dry to the tr uchr 5i1;, sandy silt, gravelly Si t, Trace ¢5 Srightly Moist - Perceptibl= 9 NIL Fev S lc l0 Mdstura > silt wiih sand or grave Little 15 to 25 Moist - Damp but no visibia u1 lnfith Non -,primary coarsb water 0 Clay of I&W to rn2dUrr consfiluents: = �5an leery Moist - Water visible but o CL plasticity, silty, sandy, C,(Fines Gonsant bel,veen not flee dray:.r,g c - E gravelly plat', lean clay 595 and 15i1 Wet - �rsible free stare;, usua(ly iron be ow wa er table Organic clay or silt of low —n S ots 2 a dL plasticity 7fDtivs/6' Dr i _ z — Sampler r p� iiGr7 D; 5' Cement graul u T'vpe ' soda=e sesl - Elastln slit, clayey slit, silt 5amolerTyp- U 23} n 8en'arile cJ(th i IlCBC2`Jt S f3f Sp)it-S tmn o �� diatornaceou3 fine sand cr P � LiS5Cr117iiCiR J.-I, ? il! 5arrt�rl?r 3A" OD Spin Spoon Sampler Fite; pack with �Pi 7II ° (� 3.2 QJ Split-St7Dan Ring Sampl?r blankcansirrd v1 v n Clay of high plasiicily: 3 -o Lea a'Iii sa�IpeC = cH sandy or gravelly clay, ,a+ rJ D 3.G' CD Tti n-'Wall Tube Sarnpiar -- Screened casing L clay :^pith sand or Gravel = or Y• dinti (including Shelby tube)' ell U' i�� G b Sample v ilh fltsr pack c �i'rfj Organic clay 6r Silt of e P9,iiD , nDl reGDe seed End c'2 r f fir Ij cite medium to,;ijah (11 plasticity t�i Percentage by drry'neight (3) Depth of around aster (r, T) Standard Penetration Test ATD = At tirins DI drilling Peat, muck and other R) In G= P rat Ac) 71 Static water level (date) In G=_genet Ac�o;tfa: ace wtth Q PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for and Idwntiricati3n of SD=.Is (ASTM D-2488) fines hetween 5% and 151/. Classifrcalior+s of seU is'. this re -purl are tassd or, visuar rEeld and+ar lobo ascry c-5servatdons, which include dens lcomistenry, rvralsture caneltion, grain s¢A, and ¢laslWRY esUnetes and should mi bL cusstmOfl %. imply field or lahbralnty testing n -0M presented herein. Wfsual-R+3nuW arew loberalwry cw7s3fc--13on methods ofAST M p-2467 and 15-24E8 were need as an lden5l =aGvn snide fe= the Wred $61 Ch.sikalian Systen_ Associated Earth Sciences. Inc. 5` 5 La W EXPLORATION LOG KEG' FiGURCE Al This lag is part of the report prepared by Assactaled Earth Sciences. Inc. WES1j tar iha narned oroiect and sho::ld be read togetrer with that report for wrnple#e interpretallon. This sumolan appises only to the 1=6on of this trench al Iha time of excavalbn. Subsurface condi#ivns may chance at this location VA fie fie passage of fime. The data presented are a simplficaUon of actual condlllons enccuntered. DESCRIPTION Fill 1 Loose to medium dense, moist to wet, light olive -brown and light gray, nonstra[ifed, SILTY fine to coarse SAND, trace to little 0ne to coarse subrounded and subangular gravel, little clayey silt in 2 clumps and zones up to 2'x2`, trace organics throughout, trace subrounded cobbles and boulders to 16" in diameter, trace small logs. (SM) 3 4 5 6 7 8 9 10 11 - 12 13 14 15 16 17 18 19 Federal Way U-Haul Federal Way, WA ASSOCIATED Logged ey .luc EARTH Approved by: AMMSCIENCES, INC Project No. KE0111IG February 2001 LOG OF EXPLORATION PIT NO. EP-2 This !pg is part of the repnr epared bye [nt r r l Earth Sciences, Inc., (AE51y for the Hamad project and should be read tagather with brat report fRr oompLle fnterpretalian. This stimrrsary a�ppplies nnly to Itze IacaiiUn a[ this lr'a. al the time of excaValion. Suhsvrlac+; rpndi ions may change at this lneallon wdlh the passage of time. The data presented are o a Srliy�lfi�tian of actual t pnditions encoumered. ©ESCR1PTtt,} ` Sod and Topsoil r t Fill Iviediurn dense, moist, light olive -brown, nonstratirled, SILTY Fine to medium SAND, trace fine subrounded gravel, trace disseminated organics. (SM) 32 4 T1706Sj-tj-rTTedi�rm dense, vyst, light gray, nonstratifed, SILTY Fine to coarse SAWD tittle `ine to Coarse subrounded gravel, trace disseminated organics, trace subrounded nobbles. (SM) 5 6 7 10 11 12 13 14 15 16 17 18 1s Bottom of exploratfon pit at deptlr tg feel Slight caving below 3'. Slight seepage (--2-3 gpm) at 3'. 5% and IT Federal Way U-Haul Federal Way, WA ASSOCIATED Logged by: ire[ EARTH Approved by: A&M SCIF-NCES, INC Project No. KE01111G February 2001 LOG OF EXPLORATION PIT NO. EP-3 S This log is part of the report pMpared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with lhat report for complete inserpretafian. This snmmatyapFtie.5 only 10 the loca€ion of this trench at the time of exca*,aUon- 5ubsuriace eondiGens may change at this iocatiion with he passage of time. The data presented are 0 a simpftation of actual conditions encountered. DESCRIPTION Sod and To soil Fill 1 Medium dense to dense, moist, light olive -brown, nonstratified, SiL1-Y fine to medium SAND, trace fine to coarse subrounded gravel, trace disseminated organics. (SM) 2 3 4 - 6 7 II 9 ig I]ense, maisi, light gray, nnnsirait6iad, SHINDY §1LT trace disseminated organics, trace fine to coarse subrounded gravel_ (MIL-SM) 11 12 13 Bottom of exploration pit at depth 13 feet 14 No caving. No seepage. 15 16 -� 17 18 19 - Federal Way U-Haul Federal Way, WA 00MI ASS®CiA-rE-=D Project too. KE01111G Logged byc JDC EARTH Approved by. SCIEI%JCES, INC February 2001 I LUG OF EXPLOPUTION PIS" NO. EP-4 This tog is part of the report FOP Brad by Assaaiared earth Science-,, lnc. tAESt) for the named prc}eot and sha na M aread tof agethe r with that reparl for complete fnlerpretatino. This summary applies only to the location of this 1renrh at the �n plficalion Of aclvas Dij;ndillnns enfe6ounter at'ge at Ibis location vrith the passage of Ume, The data Presented are DESCRIPTION 4 Fill 1 r Loose to medium dense, moist, ligilt olive -brown, nonstratified, fine to medium SAND, little silt, trace disseminated organics. trace fine to coarse subrovnder', gravel (SM) Very stiff/loose, rnaisl t Wet. light gray, nonstratifie GLgYEV SfLT, little €itie tv coarse sand, frace 4 fine to coarse subrounded gravel, trace disseminated organics, trace conrrete rubble to 24" in diameter at 12' (ML ) 5 6 7 8 9 10 11 1 12 13 Bottom Of explora M Pit sl depth 13 feet 14 NO caving. Slignl seepage (2•3 gprn) at 3'. 15 16 17 18 19 Federal Way U-Haul Federal Way, WA Logged by: JDC ASSOCI TEED Approved by: EARTH IN C Project No, KE01111 G. February 2001 LOG OF EXPLORATION PIT NO. EP-5 Thls fog is part of the report prepared l y Associated Ea Sciences, Inc. (AE5!) for the named project and short e reed ,agetlierwth Thai repo for compiete interpretatinn. Ttks Surnmary applies only to the t1oC2 ian aF thls trench at the a time of excavation. Subsuri2�e conditions may charge at This Inra3ion wisf� the passage of time. The data presented are j a simplfication of actual wrkdWons entxuintered DESCRIPTION --- - - Pill 1 Loose to medium dense, moist to wet, light gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace silty clay in isolated clumps, trace disseminated organics, trace concrete rabble to 24' in diameter, trace brick fragments. (SM) 3 4 5 7 S 9 1© Bottom of Gxploraiion pit at depth 10 feet due to meeting rsfLssal on concrete rubble. 11 No caving. do seepace.. I 12 13 14 ,15 16 17 1 t3 19 i7 Federal Way U-Haul Federal Way, WA ASSOCIATED Project No. KE01111G Logged by: JDC EARTH February 2001 Approved by:r�" IE�ZE�I'�E�y [vim LOG OF EXPLORATION PIT NO. EP-6 v S CL Th s Ing is part of the report prepared by Ass"ated Earth Sciences, Inc.. (AESI) for the named project and should be rear! together with that report for complete interpretation. This summary appplies only to the InraUon of Lft trench at the time of excavation. Subsurface condilions may change at this lace gon vnih the passage of time_ The rlala presented are a simplfscatlon of actual conditions encountered. DE$CRIPTION 1 Sod and Topsoil - Fill 1 Loose to medium dense, moist, l-ght olive -brown, nonstratified, SILTY fine to medium SAND, trace fine to coarse subrounded gravel, trace disseminated organics, trace subrounded nobbles. (Siva) 2 4 5 6 _ ivleriium deniie, moist, ►Ight gray, n—onstr2t fierl, sILTY T-In-e to Foarse sAND, Iitlle claye—y sift in clurrps, trace l.o little fine to coarse gravel, trace brick fragments. (Slvl) 7 g 1© 11 12 13 Bottom of exploration pit at depth 13 feel 14 No wing. No seepage. 15 -� 16 17 18 19 Federal Way U-Haul Federal Way, WA Logged by lor. ASSOCIATED Project No. KE01111 G RARTH Approved hv: A BE SCilr=NCES, INC February 2001 This log is part of the report prepared by Assoclated Earth Sciences, Inc. (AES1) for the named project and should be S read together wish that report for compplate inlerpretatlnn. TWs summary a plies Only to the location or this trench at gle Urne of excavation. Subsurlace condiUcns may change at this Inration with :he passage of time, The data presented are ❑ a simplGcagon of actual conditions encountered, DESCRIPTION Sod and Topsoil Fill 1 Medium dense, moist to wet, light olive -brown, SILTY fine to coarse SAND, trace fine to coarse subrounded gravel, trace disseminated organics. (SM) 1 Quarry5palls —_------____------- _--_ -------__--____-- �Very dense, wet, light gray, nonstratified, COBBLEY angular fine to coarse GRAVEL, trace Tine to coarse sand, trace slit. (GVV) 5 6 Dense to medium dense, wet to moist, light gray, nonstratilied,SiLTY fine to coarse SAND, little fine j to coarse subrounded and subangular gravel, trace disseminated organics, trace subangular 7 cobbles, (SM) 8 9 10 11 12 13 14 15 16 17 18 19 ® Federal Way U-Haul Federal Way, WA ASSOCIATEM Project No. KE01111 G Logged by: 1DC EARTH Approved by: 1AM9M8C1E1%JC1=-8' IPPC February 2001 LOG OF EXPLORATION PIT NO. PP-8 This log is par! of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named protect and should be read lagethetwtth'hat rappprt fer commpplete interpretation. This summary applies only to the Iccailon of this 1remh at the limn of excavat€fld, Suhsurtace condifkns may change at this ioraGnn with the passage of time. The data presented are o a s mpfGcation of actual conditions encountered. DESCRIPTION ;,Sod and Topsoil Fill i Loose to medium dense, moist, light olive -brown and dark brown, nonstrati€ied, SILTY fine fo coarse SAND, trace fine to coarse subrounded gravel, trace disseminated organics. (SM) _ 2 Loo=e I❑ rtiedium dense, moist, light gray, nanstrtified, SILLY fine to coarse SAS©, little fine to 3 4 5 8 7 a 9 10 11 12 13 14 Nu c--aving. Na seepage. 15 15 17 18 19 Federal Way U-Haul Federal Way, VVA 00IMI ASSOCIA-FED Logged by: J17c E�►Fa"� H Approved by:/M SLeIEiGES® �N� Project No. KE01111G February 2001 6 4 e u c LOG OF EXPLORATION PIT NO. EP-9 Tots tog is l7erE of the report prepared 1, Assactaled Ea,-th Sciences, Inc. tAE51}for lt�e named pprolecl and should Ge read ta,ether�vi+h that reps far tvmppfete Inter{=retafian. This summary a piles nnly la :he location of lhis Srench at the lime of excavaHan. Subsurfaca condillans may cf7ange at this loratioor� vrith the passage or Ume The data presented are o a simptricalion of astuat conditions encaunte2l DESCRIPTION Fill 1 Loose to medium dense, moist, tight olive -brown, nonstratified, fine to coarse SAND, little silt, trace 2 one to coarse subrounded gravel, trace disseminated organics. (SM) 3 4 ' hled'ium-d�nss to loose, moist to wet, light olive -brews and light gray. SILiY fine -to cQarss SAND, — - little fine to coarse subrounded and subangular gravel, trace coarse gravel to cobble -sized -asphalt g chunks, trace subrounded boulders to 16" in diameter, trace disseminated organics, trace silty clay 7 clumps. (SM) S 12 13 -. - - j Bottom of explaration pit at depth '13 feel 14 1 SligN caving throughout. Very slight seepage (a 1 gprn) below 8' 15 -j 17 18 Federal Way U-Haul Federal Way, WA ASSUCpATE tom Logged by, JDC EARTH Approved by: SCrlEAdCES' INC Project No. KED111IG February 2001 -_. 9OCIA7E� Project Number i ry • t=rptoratfan Number Sheet sclENCEES,1IF C l KE01111 G EB-1 1 of 1 Project Name F1'dp.ral Wa><r_ l_-Haul Ground Sur' Elevalian ;fl) 298` Location Ee is Way WA Da?um _US1 Driller/Equipment %117I1 ! B� Date StarUFinish �41f3pini Hammer WeigWDrop 1►I : 13 " Holy Diameter (in) 1 � " C 3 N N _ °o 4 et m Blows/Foot F� n 5 E 2E m a C T to DESCRIPTION U m 10 G 20 30 40 Fill ` Wel, light olive -gray, nonstratified, fine to coarse SAND, little fine to coarse 12 I S-1 subrounded gravel. little $lit, trace disseminated orgafk;S. (SM) 15 3D € rB - J S-2 a tt 13 --- --------- --- ^ ----_----- 25 30 Wet to moist, light gray, nonstratiffed, SILTY fine to coarse SAND, trace to lltlfe subs ounded and subangutar gravel. (SIVI) I,laisl, light olive -brown, norisirali8ed, fine to medium SAND, trace slit. s-s (SP) --Alluvium----- -.----- Wet, light olive brown, interbstrlded CLAYEY SILT and SILTY CLAY, trace S-b 11 fine sand In !hin lenses. (ML-CL) S-f' A. 3 4 € t I 4 s 3 e fib .g z a 5 z 5 $ S1 6 35 Viet, light olive -brown, stratified. SILTY fine SAND, Irace organics. (SM) s e & B dtt I 9ot[orn cl *.Lion bortr€n at 34 tee! �? Sampler Type (ST): 2" OD Split Spoon Sampler (SFT) ❑ No Recovery M - Moisture o 3" OD Split Spoon Sampler (D & M) ® Ring Sample g Water Level) Grab Sample ❑ Shelby Tube Sample Water Level at time of drilling (ATD) 21 31 Logged by: JDC Approved by: Exploration Lo -- ASSOCIATED Project Number Exploration (lumber Sheet EARTH GGGGGG iiiiii 8MENCES= INC Ki=61111 G � EB-2 1 of t Project Name Federal VVpy U-Haul _ � _ _ _ _ , Ground Surface Elevation (tt) 304' Location Federal Way, WA_ Datum =MSI, Driller,+Equipment Ffolt 1 B-59 Date StaWl'inish 0A1 g111't,4(?17t11t1 HammerWeight/Drop 144# 130" Hole Diameter (in) n AFT a Q d Blaws!Foot r :5 E i! d v T DESCRIPTION 10 20 30 40 Fill YJet la (hoist, tight gray, nonstratifiied, SILTY fine to coarse SAND. We fine � S ' to coarse subrounded gravel, trace concrete debris In 12' in diameter, o Vane disseminated organics. (Stu!) 5 t S-2 11 AG 5 - 10 i S-3 2 A4 2 75 i SA t0 A t5 20 Sa z v A 25 --------------------------- •. Moist. darn brown and light olive -brown, nonStrallfied, :Fine to coarse SAND, 2 - little wood debris, trace silt. (SWI a 6 3� --—— — — — — —— Co—vI— _—— — — — — —— moist, light alive -brown, stratified, fine to medium SAND, trace silt. (SP) 3 S-T q 7 tt 35 laid � --------- ----- ---� Advance g_5 -h Moist, light alive -brown, nonstmUlied, SANDY fine to coarse subrounded to 31 5° 5vr n .. �. �ar.s�l.l 1. er,ttam a! exp!asadan �v;srg a€ 3B S rest 40 — Sampler Type (ST): 2" pD Split Spoon Sampler (SPT) Q No Recovery Pit - Moisture Logged by, JDC lU 3" OD Split Spoon Sampler (D & M) Ring Sample -7 Water Level () Approved by: 5 Grab Sample f® Shelby Tube Sample T Water Level at time of drilling (ATD) ASSOCtATIMEM Exploration Log EARTH Prn°ect Number Exploration Number Sheet ' "? _ 5CIE MEB. 17UC KE�11 11 G EB-3 1 of 1 Project Name Federal WaY_11-Ha17l Ground Surface Elevation (ft) 3109' Location Federal Way, WA Datum Il q l Driller/Equipment }�Q11- Date StarVFlnish D4Jf21D i 41212001 Hammer *'eighUD-op 140# 1 30" Hole Diameter (in) _F S _ Gi O �8 Blows/Foot Blows oot 3 � a. a 7 to m DESCRIPTION 10 20 30 40 0 F1tl Moist, light gray, nonstratilied, SILTY fine to coarse SAND, little tine to t S_ t coarse subrounded gravel, trace disseminated organics (Sim): trace asphalt 6 A l and brick fragments. B 5-F 7 Al; 9 1� S 3 No Rer•auery 6 A f4 7 7 15_.---— Rdvancel3uhvash . 0 p S� ^ Molu, mottled, nonstralified, SANDY One to coarse suhrounded GRAVEL 24 grading to GRAVELLY fine to coarse SAND, trace silt. (GW•SW) 33 71 43 20 .o _5 O zfi ac3 37 - - 25 I Bottom of exptgr Uon horny al 24 Feet aft 35 40 Sampler Type (ST): 2- oo split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by; JDC i ILI 3" OD Split Spoon Sampler (D & M) U Ring Sample V Water Level () Approved by: 3 � Grab Sample Shelby Tube Sample Water Level at fine of drilling (ATD) R;=Pr- F-Mf F- Nn.- ❑38866-02 ENCLOSURENO: Al 6 CPA Engineering Inc. BOREHOLE o..- BM ELEVATION: NII `1 BOREHOLE REPORT Page: 1 of 2 CLIENT: Pra resslve Casualty Insurance Company LEGEND PROJECT: Geotechnical Invesil anon - Proposed Claim Service Center ® SS SPLIT SPOON LOCATION: 34001 Pacific Wghway South, Federal Way. Washington ® ST - SHELBY TUBE ® RC ROCK CORE DESCRIBED BY: Bruce Polar CHECKED BY: Hassan Gllanl X WATER LEVEL HATE (STARK: March 19, 20D5 DATE (FINISH): March 18, 2005 L o '� $ cn DESCRIPTION OF SOIL AND BEDROCK �y �- � � 0 � ads o TS � U BIaWS t?t 6 in. I 15 CM x Z � C c Shear test (Cu) i� Field Sensitivlly(S) ❑ Leis O AWatertterb consent(%) wH Atteryerg Ilrnits (%) ® "N" Value:blows / 12 tn.-30 cm) Feat Matrasj NIM GROUND SURFACE % N 110 20 30 40 60 50 ZO 90 90 FILL -silly sand/sandy silt with organics 0.7 o soil FILL -gray Fine sand with slit, Vace 1 I gravel, brick fragments, organics, moist !` 4.5 2 - 3 1.5 1 lDD 16 7-5-7 12 4 - 5 — 1,5 2 10D 23 7-12-10 22 6 wood chips 6'5 2.0 FILL - gray sandy silt. trace clay, sand 7 and gravel, moist 8 2,5 3 100 14 8.9-18 27 0 9 driving on a stone 4 0 — 20-37-42 79 11 3.5 12 13 4.Q 14 15 4.5 5 0 — 10-12-13 25 16 5A 17 18 5.5 g 0 _ 8-1" 118 19 6.0 ENCLOSURE No.: Al REFERENCE No : 038808-02 BOREHOLE No.: BH'l BOREHOLE REPORT CRA Engineering Inc. 2_ ELEVATION-__ NIM ft Page: 2 of CLIENT: P ress}ve Casual Insurance Cors1 an _ LEGEND PROJECT: Geolechnical Investigation - Proposed Claim Service Center— _ SS SPLIT SPOON _ ST - 5H1=LBY TUBE LOCATION: _ 34001 Pacific Highway South Federal W3Y, Washington ® RC ROCK CORE DESCRIBED BY: Bruce Polan CHECKED BY. Hassan Gilani WATER LEVEL RATE (START): March -LB, 2005 DATE (FINISH)- March 18 2005 z Sheartest(Cu) aField o �+ a m y Bfi91n[s per, P Sensitivity (S) ❑ Lab m O Water content DESCRIPTION £)F c 0 E � � $ lii. � � 0 " Atterberg omits (°e) > SOIL AND DEDROCK m c0i �,� v 15 Cm mWj Ltj t— W 0 "N" Value (blows 112 in: 34 cm) Feet metres NIM GROUND SURFACE % N 14 24 30 44 54 64 74 BO 94 7 100 4 1-6-11 17 O 2910 ::.! SAND - brown, medium dense, fine to 6.5 `::: medium grained, trace to some gravel. damp 22 22.5 SANDY SILT - brown, medium dense, 23 7.0 thick sand seams, moist g 100 13 9-10-12 22 O 24 7.5 28 26 8.0 27 — I 27.5 ? SAND AND GRAVEL - brawn, very 28 8 6:; '' dense, interbedded sand seams, dry to 9 100 5 16-25.45 70 4 i--�VV damp 21 End of Borehole BH1 at 29 ft depot g 8 below existing ground level. Borehole open and dry upon completion. 30 Borehole backilled with bentonite chips to 3 ft depth from ground surface. Top 3 31 9.5 ft backfilled voAh drill cuttings. 32 NIM denotes Not Measured- 4E 33 10. 0 `^ 34 N 1fl. L3 a 35 2 a 36 11.0 A 37 0 z 38 Q3s 0 REFERENCE No,- 038806-02 ENCLOSURE No.: A2 6) CRC► Engineering Inc.BOREHOLE No.- BH2 BOREMOLEREPORT ELEVATION: �--- MM ft _ . Page: 1 of 2 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: Geofeclmical Investigation • Proposed Claim Service Center O SS _ SPLIT SPOON LOCATION: _ 34001 Pacific Highway South. Federal Way. Washfnglon ® ST - SHELBY TUBE - ® RC ROCK CORE DESCRIBED BY: Bruce Polan CHECKED BY: Hassan Gilanl - WATER LEVEL DATE (START): March 18, 2005 DATE (FINISH): March 18, 2005 o T . ci DESCRIPTION _ Shear last (Cu) A Field C Blows per 2 x Sensitivity (S) ID Lab P a m �. m OF SOIL AND BEDROCK a >? ra E m ,v_� ill. O Water content (°�} v t� Atlerber limits % { } pz O v 15 CM wAKh g (L 0 -N' Value f blaws 112 fn: 30 cm) Feet Metres NIM GROUND SURFACE % N 10 20 30 40 50 60 70 ao 90 FILL - silty sandlsand f silt with organic$ 0.7 p sofl 1 FILL. - gray silty fine sand, trace gravel, _ occasional rootlets 0.5 2 3 — 1.0 1 100 12 6-7-9 16 1111 4 5 1,5 6 2 100 12 7-10-11 21 -IT 2.0 7 8 2.5 300 18 424 s 9 10 3-0 11 4 100 22 1-2-2 4 3.5 12 13 4.0 r C 1AQa 0 FILL -dark gray sand and gravel, some 4.5 wood fibres a 15 .t 16 5 100 21 11-15-16 31 r 17 z a 18Q SAND - gray, medium dense, fine to - Y� medium grained, moist a 19 16,0 h 0 M REFERENCE No.: 036BU6-02 ENCLOSURE No.: A2 BOREHOLE No.: f3H2 BOREHOLE REPORT (V CRA Engineering Inc.. I Nlfdi ft Page: 2 of ELEVATION: _2 CLIENT: Pro ressive Casualty insurance Company LEGEfaO PROJECT: Geolechnical Investi ation - Proposed Claim Service Center ® SS SPLIT SPOON ® - SWELBY TUBE LOCATION: 34001 Pacific Highway South. Federal Way,ST Wsshin ton - — ® RC - ROCK: CORE DESCRIBED BY: Bruce Polan CHECKED BY: Hassan G)ianl WATER LEVEL DATE (STAR-0: March 18, 2005 DATE (FINISH): March 18.2005 Shear test (Cu) A Fleld a =' n Blows Per Sensitivity (S) ❑ Latr m 1i _. c ca L DESCRIPTION OF ?� ro m o D r- E 6 in. / aa) O water content (% m �a P) " Atterberg grnits (!o) o -- SOIL AND BEDROCK j 15 cm c C .9 W w, F z CL 0 "N' Value (b!Gws 1 12)n -36 cm) Feet Metre NJM ---� GROUND SURFACE % N 10 20 30 44 50 60 70 eo sU 8-6-6 12 21 'i-'•r; 6.5 22 ' 23 7.0 24 .�a 7.5 25 i'.>t'• 7 100 17 5-7-10 17 26 8.0 27 2r 8-5��— m+'SiSt'w4t 29 0.0 +r:_ 8 100 23 7-9-11 20 D 31 9,5 31.5 End of Borehole BH2 at 31.5 ft depth I I_ 32 below existing ground level. Borehole open and dry upon completion. 33 10.0 Borehole backfilled with bentonite chips s to 3 ft depth from ground surface. Top 3 � ft tiaclsfilied with drill cuttings. 34 - 0 NIM denotes Not Measured. V u 35 z 36 1 1.0 M o 37 IL 11.5 3B ro 39 N tztrtrel=NU1: NO_ U31380ii-02 ENCLOSURE No.: A3 BOREHOLE No.._ �01 Engineering Inc. SH BOREHOLE LE REPORT ELEVATION: N/m ft Page: 1 of 2 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: Geolechnical Investigation - Proposed Claim Service Center SS - SPLIT SPOON( LOCATION: 34001 Pacific Highway South, Federal-W_ ay, Washington ST - SHEiBY TUBE ® RC - ROCK CORE- DESCRIBED BY. Bruce >'olan CHECKED 8Y: Hassan Mani WATER LEVEL DATE (START): _ March 18, 2005 DATE (FINISH): March 18.2005 r ° Shear test (Cu) A Field Blows - SensiUviiy (S) ❑Lab Q °b j rn DESCRIPTION OF a` SOIL AND BEDROCK a�i E c � per G in. / x m D Waierrnlsnl m a H .2 Cr 0- M C+ o � 5 Cm yw w ASter6er � a r g Units (%) IL 0 'N' Value (blows 112 ln.-30 cm) Feet Metres N1M GROUND SURFACE °k N 10 20 30 40 50 8o 70 8o 90 FILL -silly sandlsandy silt wiih organies 0 -(Topsoil) 1 FILL - gray silty Fine sand, occasional rootlets, occasional wood flares, 0.5 moist -wet 2 3 10 1 100 21 3-4-12 16 ' 4 5 - 1.5 6 2 100 10 3-7-7 14 2.0 7 7.5 FILL - gray sandy silt, some clay, 8 _ 5 occasional wood lbres and rootlets, moist 3 10D 23 4-6-19 21 5 1fl03 S,0 FILL - gray sandy, slit to silt sand, occasional wood fibres and rootlets, 11 moist 4 100 7 9-11-13 24 O r 3.5 12 y, c 13 40 a a 14 0 4.5 c 15 z R 15 5 100 12 7-9-10 19 ti g 5.0 d 17 z r< a c"a 18 5.5 z a 19 0 N 6.0 REFERENCE No._ 038506-02 BOREHOLE No.: BH3 CRA Engineering Inc. ELEVATION: N M ft CLIENT: Proaressive Casualty Insurance Company_ PROJECT: Geolechnical Invests ation - Proposed Claim Service Center LOCATION: 34001 Pacific Highway South. Federal Way, Wasllinptan _ — DESCRIBED BY: Bruce Polan CHECKED BY: Hassan Gilarli DATE (START): March 18 2005 GATE (FINISH): March 18.2005 Feet 6.5 22 23 7.0 24 7.5 25 26 8.0 27 28 8,5 2s 19,0 30 31 9 5 31.5 32 cl 33 _ 1 0.1 r F n 39 ° 12.[ J 0 N C CL L DESCRIPTION OF SOIL AND BEDROCK m � ul .�. N!M GROUND SURFACE 'I ISILTY FINE SAND- gray brown, loose to medium dense, moist End of Borehole BH3 at 31.5 It depth below existing ground level. Borehole open and dry upon completion. Borehole bacKiilled with bentonite chips to 3 R depth from ground surface. Top 3 R backfilled with drill cuttings. N/M denotes Not Measured. ENCLOSURE No.: A3 BOREHOLE REPORT Page: 2 of 2 LEGEND SS - SPLIT SPOON ST - SHELBY TUBE ® RC - ROCK CORE. V - WATER LEVEL a Blows per a� E m E 6 in. ! m a 2U 15cm m dI, % N 6 1100 115 1 2-3-5 1 8 7 11001 20 1 5-6-7 1 13 8 1 100 1 21 1 8-8-12 1 20 Shear last (Cd) A Field Sensitivity (S) O Lab O Water content (%) F-i Atterberg omits (%) 0 e 'N" Value (blows / 12 in_ .1,0 cm) 10 20 30 40 50 60 70 80 90 X REFERENCE No.: 03MOU-02 CRIA Engineering Inca BOREHOLE No.- BH4 LEVATION: N/M f# CLIENT, PMgteSsive Casualty Insurance Corn an PROJECT: Geolechnical investigation - Pro osed Claim Service Center _ LOCATION: _ 34001 Pacific fthway South Federal Way. Washin on DESCRIBED BY: Bruce Polan CHECKED BY: Hassan Gllani DATE (START): March 18. 2005 DATE (FINISH): March 18. 20D5 -- Li Feet McLre 0.7 1 O.5 2 3 1.0 4 55p t5 8 2.0 7 8 - 2.5 s 10 3.0 11 _ 3.5 12 13 4.0 14 15 4.5 16 5.0 17 1s 5.5 18 6.0 m > fO a)E p Ul '� T m QESCR.lPTIOf� OF SOIL AN© BEDROI✓K NIM I I GROUND SURFACE I I I or Ity sand/sandy sill with organics (Tops9it) FILL -probable concrete excessive auger grinding ENCLOSURE No.: A4 BOREHOLE REPORT Page: _1 _ of 2 LEGEND ED SS - SPLtT SPOON ® ST - SHELBY TUBE RC - ROCK CORE -WATER LEVEL Shear test (Cu) A Field OWE; per Sensitivity (S) 11 Lab 6 in. �O� WalerCanlenS [°k) 15 CM m E ii° w Altarbwq Ilm1ts (%) CL G "N' Value [blDws 112 In. 30 cm) N 10 20 30 4U 50 80 70 8a 90 FILL - dark brown sandy silt, trace brick 11001121 10 9 13 fragments. organlvs1+?. PVC pips fragments at 10 ti to 11.5 it hard augering below 15 tt depth 2 1 100 1 11 1 11-13-14 1 27 3 1 75 1 12 1 12-18-21 1 39 4 1 0 1 -- 1 sort" 1 R REFERENCE No.: 0381306-02 ENCLOSURE No.: A4 BOREHOLE No.: BH4` BOREHOLE REPORT 6 CRA Engineering Inc. ELEVATION: NIM If Page: 2 of 2 CLIENT: _ _ Progressive Casuaky Insurance Company LEGEND PROJECT: Geoteehnlcal Investigation - Pro osed Claim Service Center ® SS SPLIT SPOON LOCATION: 34001 Pacific Highway South, Federal Way, Washington ST - SHELBY TUBE ® RC - ROCK CORE DESCRIBED BY: Bruce Polan CHECKED BY: Hassan Gilani _ - WATER LEVEL DATE (START): March 18, 2005 DATE (FINISH): March 18.2005 t o a -0- c ar a�i m Blows per x Shear lest (CU) G Field Sensitivlty (S) L7 Lab is '� rn DESCRIPTION OF -- 10 �s E y o + a; 6 in. 1 E cu -o O Water wntent (al°) Q �• SOIL AND BEDROCK ar az c 15 cm c 4F-ii Anerberg iimlts (!°) ri) iL 0 `N" Value (blows 1121n,-30 crn) Feet Metres NfM GROUND SURFACE % N 10 20 30 40 50 60 70 80 90 20-13 SAND - brown, Fine to medium grained, some gravel, damp 5 100 4' 7-9-16 25 O 21 6.5 22 2w4 7.0 rr b+. ;? SAND AND GRAVEL • brown, very d{i�n dense, occasional cobbles, d o dam �' tp 247.5 wfe 1si 6 100 6 17-35-38 73 0 26 ..:, — 8.0 °'''° 28.8 _ End of Borehole BH4 at 26L ft depth 27 below existing ground level. Borehole — open and dry upon completion. 28 8`5 Borehole backfilled with bentonite chips to 3 ft depth from ground surface. Top 3 ft bacld-illed with drill cuttings. 29 g•0 NIMt denotes Not Measured. 30 31 9,5 32 t-10.0 33 34 10. 35 36 11.0 37 11. 38 39 12. i l REFERENCE No.: 038805-02 ENCLOSURE No.: A5 CRA Engineering Inc. BOREHOLENo..- sN5 _. BOREHOLE REPORT ELEVATION: NIM ft Page: 1 of 1 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: _ _ Geotechnical Investigation - Proposed Claim Service Center ® SS - SPLIT SPOON LOCATION: 34001 Pacific Highway South. Federal Way. Washln ton ST SHELBY TUBE _ (] RC - ROCK CURE DESCRIBED BY: Bruce Polan CHECKED BY: Hassan Gilani WATER LEVEL DATE (START): March 18. 2005 DATE (FINISH): March 18, 2005 C Shear test (Cu) 4 Field o ¢+ a w Blows per x Sensitivity (S) o i7 Leh DESCRIPTION ©F � 0) 0 Walnrflantent t Ic) a SOIL AND BEDROCK a� m •a � 51 ct t Z,5 w�v AtterGarg �' of o_0 'N" 11alua (blows] 12 In_ Sc crn) Feet Metres NIM GROUND SURFACE % N 10 20 30 SAG 50 60 70 80 50 FILL -silly sand]sandy silt with organics (Topsoil) 0 110 FILL -gray sandy sill. with flay, trace to 0.5 some concrete and brick fragments 2 - 3 1.0 1 100 24 3-5-5 10 i o 4 5 1.5 B 2 101) 14 3-4-5 g J10 6.5 T 2 0 End of Borehole 8H5 at 6.5 ft depth below existing ground level. Borehole open and dry upon completion. 8 - 2 5 Borehole backfilled with bentonite chips to 3 ft depth from ground surface_ Top 3 9 It backTilled with drill cuttings. NIM denotes Not Measured, 10 3.0 11 - 3.5 12 13 4.0 14 15 4.5 16 5.0 17 18 5.5 19 s,o REFERENCE No. D38806.02 ENCLOSURE No. A6 CRA Engineering Inc. VELEVATION: BOREHOLE OLE No.: 8116 N/M ft BOREHOLE REPORT' Page: 1 of 1 CLIENT: Progressive Casual Insurance Company LEGEND PROJECT: Geotechnical Investigation - Proposed Claim Service Center S5 - SPLIT SPOON LOCATION: 34001 Pacific til hwa South, Federal Way, Washinglon Q ST - SHELBY TUBE © RC ROCK CORE DESCRIBED BY: Bruce Polan CHECKED BY: Hassan Gilani WATER LEVEL DATE (START): March 18. 2005 GATE (FINISH):. March 18, 2005 T s 72�DESCRIPTION _g �g R rs, c`n OF SOIL AND BEDROCK q) m � .3 a) a� m 7 o � ,ui Blows pe 6 In. / 15 cm OE x w w rs C tL. Shear last (Cu) A Field Sensihvlty IS) 0 Leta O water conlent I%) w� w, Atterberg limits [$ "N' Value i bIDWs / 12 1n.-30 cm) Feet Metres N/M I GROUND SURFACE % I N 10 20 30 40 50 60 70 60 90 FILL - silty sandlsandy slit with organics (Topsoil) 110 FILL - gray sand, fine to medium 0.5 grained, some silt and gravel, moist 2 3 1.0 1 100 13 11-13-18 31 0 4 1.5 6 2 100 11 7-12-13 25 3 6.5 2.0 End of Borehole SH6 at 6.5 ft depth 7 below existing ground level. Borehole open and dry upon completion. 8 _ 2.5 Borehole backfilled with bentonite chips to 3 ft depth from ground surface. Top 3 9 ft backfilled with drill cuttings. NIM denotes Not Measured. 10 - 3.0 11 3.5 12 13 4.0 14 t5 4.5 16 5.0 17 18 5.5 18 6.0 REFERENCE No.: 038806-02 ENCLOSURE No.- A7 6 ) CRA Engineering Inc. BOREHOLE No.: SH1101 ELEVATION:T_ NIM ft BOREHOLE REPORT Page: i of 2 CLIENT: Progressive Casualty insurance Company LEGEND PROJECT: Geotechnlcal Inyestigatlon - Proposed Claim Service Center ® SS - SPLIT SPOON LOCATION: 34001 Pacltic K h►v7 South Federal Way, Washington ST - SHELBY TUBE ® RC - ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilani $ - WATER LFVE-L BATE (START); ApM 21, 2005 DATE (FINISH): April 21. 2005 eai Q f o a > rn ai) DESCRIPTION OF SOIL AND BEDROCK C ffa f° N v v7 a > QV at _ 3 � 0W in Blows of P 6 in. / 15 cm c � v E.S IL Shear test (Cu) Q Field Sensitivity (S) 0 Lab o Waler content (%) F-f Allerberg lirrw4s %w' 0 `N' Value (blows / 121n.-30 cm) Feet Metres NIM GROUND SURFACE % N 10 20 30 40 50 60 70 B0 90 FILL - gray fine sand with sift, trace gravel, organics, moist 1 0.5 2 3 1 _q 4 5 1.5 brick fragments, wood chips 1 88 12 8-9-10 19 3 2.© 7 - 8 2.5 10 3,0 11 2 100 9 8-11-22 33 0 i 3.5 12 i 13 4.D 14 11� 4.5 FILL - brown sand and gravel, trace to 16 some slit, trace organics 3 -- 12 11-13-13 26 1 5.0 17 — 18 5.5 19 6.0 Ti I U J LL REFERENCE No-: 038806.02 ENCLOSURE No: A7 No.: BH 101 OREH LE REPORT Inc.BOREHOLE ��t �i�t�6Y9EGt�i1CB� 0 ELEVATION: NIM ft � Page: 2_ at 2 CLIENT: Prowessive Casualty Insurance Company LEGEND PROJECT: _ — Geotechnical lnvesligation - Proposed Claim Service Center SS - SPLIT SPOON Washington � ST SHELY TUBE LOCATION: W01 Pacific HSnvmy South. Federal Way, Washing_ � i� • ROCK C RC ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilani WATER LEVEL DATE (START): Apri121, 2005 DATE (FINISH); April 21, 2005 a y a `t Blows Shear test (Cu) A Fuld Sensitivity (S) ❑Lab m DESCRIPTION OF �7 � t0 N E a a' 0 Et 6 trt. f L_ � O Water content(Eq) ly rn m SQIL ANC) BEDR©CK Tz' U °' -0 v 15 Ctrs �, — Attarberg limits (%) " ILL 0 'N" Value (blows 112 in.-30 cm) Feet Metre N1M GROUND SURFACE d10 N 1 10 20 30 40 50 60 70 80 90 F. 1! SAND AND GRAVEL - brolvn, very dense, interbedded sand seams, dry to 4 100 3 10-26-30 56 0 21 6.5 i:•ii damp 22 — 23 7.0 N 24 ftq 7.5 r��►�'> 25 •. 5 78 2 20-33-38 71 D P 26 's .° 27 ?L��Y 8.5 r' 28 29 30 6 55 9 38-5015" R *9 $.5 End of Borehole BH101 a( 30.9 ft depth below existing ground level. Borehole open and dry upon completion. 32 Borehole backfilied with bentonite chips 10'0 to 3 ft depth from`ground surface, Top 3 33 ft backfilled with drill cuttings. 34 NIM denotes Nobmeasured 10 5015' denotes 501blows per 5 inch penetrataion. 35 R denotes Refusal. 36 11.0 37 11. 38 39 -12.0 I REFERENCE Na: 038803.02 ENCLOSURE No.: Aa BRA Engineering Inc. BOREHOLE No.:_ 8H'IO2 BOREHOLE REPORT ELEVATION: N/M ft Page; 1 of 3 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: Geotechnical Irlvestigatlarl- Proposed Claim Service Center _ O SS - SPLIT SPOON LOCATION; 34001 Pacific Highway South Federal Way. Washington ® ST - SHELBY TUBE ® RC ROCK CORE DESCRIBED BY: Steve Beaton CHECKEDBY: _ Hassan Gilani 7 -WATER LEVEL RATE (START); A2ri120. 2005 DATE (FINISH): April 20. 2005 yt Shear test tCul A Field au C w BLOWS per o x Sensitivity (S) D Lab E DESCRIPTION OF m O Water content �,ti p W SOIL AND BEDROCK a a .a o 6 in. 1 �--� Rttarberg 11mils (1/,) W > z : �� 15 Chit I v W. ir3 Ei. "N' Vatue I blows 112 in.-30 cm) Feet Metres N/M GROUND SURFACE ' % N 10 20 30 40 50 60 70 80 90 FILL -gray fine sand with sit, trace gravel, organics, moist 1 3.5 2 3 1.0 4 5 1.5 S 1 88 16 2-44 s O 2.0 7 i3 2.5 9 10 3.0 11 2 1OD 1€, 1-3-3 6 O 3.5 1? N c 13 4,0 01 a 14 w a11R)l 4'S z FILL - brown sand and gravel, trace to some silt, some woad fragments 3 100 20 14 10-8 18 16 F 5.0 17 a` C 1B 5.fi V 4 REFERENCE No,: 035806-02 tNULUZ�iUKI= No.: AB BOREHOLE No,: BH102 BOREHOLE REPORT (V CRA Engineering Inc. ELEVATION: N/M It Page: 2 of 3 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: w Geotechnical Investigation - Proposed Claim Service CenteT SS SPLIT SPOON LOCATION: 34001 Pacific Highway South Federal Way, Washington ®ST - SHELBY TUBE RC - ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: — Hassan Gilani WATER LEVEL DATE (START): _ April 20, 2005 DATE (FINISH): April 20. 2005 Shear lest (Cu) A Field �, �' m � Blows per o ' Sansllivity(S) Q Lab t° m- Cn DESCRIPTION OF SOIL Al�lD BEDROCK m E v w �, .� c 6 Iri. / a Water eanlenl {°fe } )f- AtteTbarg llmiis (61.) a 0 15 cm — %VA is li ® "N" Value ;blows / 12 in.-30 cm) Feet Metres NiM GROUND SURFACE % N 1 10 20 30 40 50 60 70 80 90 SAND - brown, medium, dense, fine to I medium grained; trace to some silt, trace *'i moist 4 100 11 3-5-6 11 21 _ gravel, 6.5 ` 22 `•ri 23 7.0 24 7.5 Z SANDY SILT- light brown, medium dense, moist -wet 5 100 26 5-5-6 41 •t 4 26 6.0 27 - 28 8.5 29 9.0 SAND -brown, medium dense, fins to - medium grained,,trace to some silt, trace 6 100 16 6-9-9 18 31 gravel, moist 9.5 32 1 f3.0 ;r 33 34 7 100 32 4-4-4 $ D 36 11.0 37 R z c 11. ` 38 x 39 1 2 r REFERENCE No.: 036806.02 ENCLOSURE No.: A8 CRA Engineering Inc. BOREHOLE No.: BH102 BOREHOLE REPORT ELEVATION: NIM ft Page: 3 of 3 CLIENT: Progressive Casualty Insurance Compaa I.EGEPtiID PROJECT: Gootechnical Investigation - Proposed Claim Service Center ® SS --SPLIT SPOON LOCATION: 34601 Pacific Highway South, Federal Way, Washington � ST SHELBY TUBE - RC ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gtiani -WATER LEVEL DATE (START): April 20> 2005 DATE (FINISH): Aril 20. 2005 Q a TM DESCRIPTION OF a� °� M 40 _ Shear test (Cu) A Meld e� i31oWS 8f Sensitivity (S) 0 Lab m > SOIL AND BEQi2QGK ua > a3 E C 6 Ift. / o O sn Q Water txrrlent W a " Atterb iimRs c � (° } in tT (Y 15 CM e a � 11 0 'hl" Value (btows / 1n in.-30 cm) Feet Metres NIM GROUND SURFACE % N 11 0 20 30 40 50 60 70 80 90 °° SAND AND GRAVEL - brown, very dense, interbedded sand seams, dry to N I 41 12.5 6 damp 8 101) 10 10-31-36 67 42 43 1►'-} !:•*•. rj�.� 44 13.5 ��•_ 45 •T=: 46 14.0 "n �" ; "7i 9 8B ,4 25-25-31 56 O {-v: } X i 47 •- ei 14.5 48.E �7F 49 15 0 L_J 1 5 10 50 7 38-50/1" R O 50.6; 51 1 g. End of Borehole BH102 at 50.6 ft depth belowexisting ground level. Borehole open and dry upon completion. 52 Borehole backfilled with bantonite chips 16.0 to 3 ft depth from ground surface. Top 3 ft backliilled 53 with drib cuttings. i NiM denotes Notmeasured. 54 15.5 50/1" denotes 50 blows per 1 inch h penstrataion. R denotes Refusal. a 55 x q i7.D 56 g a 57 i 17. 58 TO PPFFRENCE No: 03BSDS-02 ENCLOSURE No.: A9 (V Engineering Inc. REHOLE No.: BH103 BOCPA ELEVATION: NIM fi BOREHOLE REPORT Page: _ 1 of 3 CLIENT: Progressive Casualty Insuranca Company LEGEND PROJECT: Geolechnical snvesUgatlon - Proposed Claim Service Center _ SS - SPLIT SPOON LOCATION: 34001 Pacific Highway South, Federal Way, Washington Q ST - SHELBY TUBE - ® RC ROCK CORE. DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gllani g - WATER LEVEL DATE (START): April 20. 2005 DATE (FINISH): April 20, 2005 J aai a o i a, CL Li a' in DESCRIPTION OF SOIL AND BEDROCK m v 2 a) E v] n. � t— Z m ° � 0� 3 � .. u, r o 0 BI per & �n / i5 cm ` �x v is c c CL Shear test (Cui A Field Sensitivity (S) ❑ Lau O Water content ° I%) F--6 Atterbe Ilmlts W,w, � i ) 0 "N' Value blows / 12 In: 3a cm) Feet Melre NIM GROUND SURFACE % N 1 10 20 30 40 50 so 70 00 90 FILL - gray fine sastd •xith sill, trace gravel, organics,:moist # 1 0.5 2 3 1.0 ' 4 5 �.6 1 100 17 34-3 7 O 6 2.0 7 B 2.5 9 � ` 10 - 3.0 2 100 19 0-0-1 1 11 3.5 12 13 — 4,0 14 1�A 4.5 FILL • gray-dmwnsiity sand, irate to some Clay, trace organIcs 3 100 1B 15.17-19 36 16 5.0 17 1VD 5.5 auger grinding an ashalf dehns from 18 tt to 20 ft deplil 19 - 6A REFERENCE No.: 038806.02 ENCLOSURE No - A CFZA Engineering Inc. BOREHOLE too.: BH103 BOREHOLE REPORT ELEVATION. N/M #t � Page: 2 of 3 CLIENT: Progressive C-asuaIN Insurance Company LEGEND PROJECT: _ Geotechnical Investigation - Proposed Claim Service Center ® SS SPLIT SPOON LOCATION: 34001 Pacific Hlghway South Federal Way. Washin ton ® ST SHELBY TUBE ® RC • RACK CORE DESCRIBE€? BY: Steve Beaton CHECKED BY: Hassan Gilani WATER LEVEL DATE (START): April 20 2005 DATE (FINISH): April 20, 2005 Q �. 0- C7ESCRIPTION dF Shear test (0u) d Field `m m Blows per '� x 9enskklvlly (S) Lab > P m a 0- SOIL AND BEDROCK 0) E O y '' 'o 0 m A YJalerconlent (gyp) 6 in. ! G E w Al[ar6erg llrairs (:'n) ui r0. � U T 5 Cm w� 01 CL Q 'N' Value (blows / 121n: 30 cm) Feet Metres NM GROUND SURFACE % N 10 20 30 40 50 SO 70 80 90 FILL - da&, brown, -silty fine sand, trace gravel, trace debris, molst } 21 4 100 17 7-5-7 13 fl 6.5 22 23 7.O 7A y Pr-PPPFP,ir•:1` Nn • n319RCIG-02 ENCLOSURE No.: A9 BOREHOLE too.:—S H103 BOREHOLE REFORM CRp Engineering `YLEIfATQ hI1M ft Page: 3 of 3 CLIENT: Progressive Casual!K Insurance Cam pany _ _ LEGEND PROJECT. Geotechnical investigation - Proposed Claim service Center E SS - SPLIT SPOON ® sT - SHELBY TUBE LOCATION: 34001 Pacific Highway South Federal Way,Washington — ® RC - ROCK CORD; DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilani -WATER LEVEL DATE (START): Aril 20. 2005 DATE (FINISH): A2M 2{3. 2005 Shear test (Cu) A Field y o y °i °F � Blcaws pet m x Sensitivity (S) ❑ Lab z5_ DESCFiiF'T101�b OF m E fl? c 6 in./ 5 a O Water intent (°%o ) y `� ` SOIL AND BEDROCK [ors � ) � 1J %rrt � � W�r, fiiiBEtlBFe IIIYtILS t Fed w � I .'5 _ CL 0 'N' Value (blows 112 In: 30 cm) Feet jMetTes N1M GROUND SURFACE °lo N 10 20 30 40 50 60 70 l30 90 8 78 3 20-28 31 59 O 41 42 _13.0 s , 43 44i 45 - - 7'•?N '*#` ;A�i} 9 67 4 20-25�2 67 O 46 — 14.0 }u, y',re :W-rr✓. 47 f7ay Qa 49 —15.0 50 15.5 s:•ti•: w; , 10 50 6 31-33-39 72 O 51 51,5 End of Borehole BH103 at 51.5 ft depth 52 below existing ground level. Borehole 16.0 open and dry upon compleUDn. J3 Borehole backfilled with benfonite chips to 3 ft depth from;ground surface. Top 3 ft backfiRed with drill cuttings, 54 16. NIM denotes Not measured. 55 17. 56 57 17, 58 59 18.0 f REFERENCE No.: D38806-02 FNCL ORtIPP Mh • Alin CFZA Engineering Inc. BOREHOLE No.: BH104 BOREHOLE REPOT ELEVATION: NIM ft _ Page: _ 1 of 2 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: _ Geolechnical InyesyRatlon - Proposed Claim Service Center ®5S - SPLIT SPOo14 LOCATION: 34001 Pacific Highway South, Federal Way, Washington ® ST - SHELBY TUBE �] RC - ROCK CARE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilani -Y - WATER LEVEL DATE (START): April 21. 2005 DATE (FINISH): April 21 2005 M } � c Blows t Shear test fCuj A Field ,2 sensilwity (S) O Lab a p m y `° DESCRIPTION OF SOIL AND BEDROCK m ; a 0 a per lC' x 0 O Water content po) Q1 9 I —!I Att ,� n z a) 2 U 15 cm — w, w� ftrg limits M 0. 0 'N" Value ,glows 112 In,-30 cm) Feet Metr NlM GROUND SURFACE `ic N 10 20 30 40 50 60 70 80 s0 FILL - gray fine sand with sit, trace gravel, organics, moist 1 {i.: 2 REFERENCE No: 03B806-02 ENCLOSURE No.: A10 BOREHOLE No.: BH104 �Q)REHOLE REPORT CRA Engineering Inc. ELEVATION* _-- NIM ft - Page: _2 of 2 CLIENT: Progressive Casualty Insurance Company _ f LEGEND PROJECT: Geolechnlcal Investigation - Pr000sed Claim Service Center SS - SPLIT SPOON LOCATION: 34001 Pacific Highway Sauth, Federal Way, Washington ® ST - SHEL-BY TUBE � RC - ROCK CORE DESCRIBED BY: Steve Beaton _ CHECKED BY: Hassan Gilani WATER LEVEL, DATE (START): April 21, 20DS DATE (FINISH): April 21, 20D5 n n ai ; w per a 'm Shear lest (Cu) A Field Sensitivily (S) ❑ Lab m � DESCRIPTION OF ca 2Blows '5 c1 O Water conlent (%) Q @ SOIL_ AND BEDROCK m 0 1bt wH Atterbarg Umlts (%) Z U a 0 -N• Value (blows 112 )n: 3L) cm) Feel Metresi NIM I GROUND SURFACE °—+� ^ N j 10 20 30 40 50 60 70 80 so 2UM`° SAND - brown, medium dense. fine to '`'~ 20.5 �. medium gralned.itrace to some sill, trace 4 68 6 2-34-29 63 O 10 21 a #fie rave! moist 6 5 :.; SAND AND GRAVEL - brown, very „+� dense, interbedded sand seams, dry to 22 =i damp NM R 23 TO 4{► 24- 7.5 1+` 25'+ e:+.4 �#i• 5 78 3 19-25-27 52 g 26 B4O 27 +:ws vk g.Jr i••#•s * i?`:ii 29 � #. 30 6 65 6 38-31-37 68 d 9.5 3 -.5 End of Borehole 8H104 at 31.5 ft depth 32 below existing ground level. Borehole open and dry upon completion. 33 —i0.0 Borehole backfalled with bentonite chips to 3ft depth fmm:ground surface. Top 3 It backfilled with drlil cuttings. 34 - 10. NIM denotes Not measured. 35 36 11.0 37 11. 38 39 12, REFERENCE No.: ENCLOSURE No.: Al 1 BOREHOLE CRA Engineering Inc. No.: 8NI05 _ I BOREHOLE REPORT ELEVATION: - — NIM fI Page: 1 of 3 CLIENT: Progressive Casuatty Insurance Company _ PROJECT: Geotechnical Investigation - Purposed Claim Service Center LOCATION: _ 34001 Pacific Highway South, Federal Way,, Washinvton DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilani DATE (START): April 20. 2005 DATE (FINISH): ADM 20, 20115 LEGEND ® 5S -SPLIT SPOON ® ST -SHELBY TUBE Ffl RC -ROCK GORE 11 - WATER LEVEL s o n ;� ff DESCRIPTION OF © SOIL AND BEDROCK (o L c M � fl �� F- m , � 3 5,0 g B14W5 Sf P �i C� ` x EL Sheartest(Cu) 0 Field Sensitivity (S) 0 Leb O LNatsr content (%) A4Sert:B p limits (%) 0 'N" Value I blows t 12In.-30 un) Feet Metres N(M GROUND SURFACE % N 10 20 30 40 50 60 70 60 90 FILL - gray fine sand with silt, trace gravel, organics, moist 1 Q.5 2 3 1,0 4 - $ 1.5 6 1 77 14 6-9-14 23 0 2.0 7 $ _ 2.5 9 10 3.0 _ 1� 2 100 13 12-20-19 39 0 __T3.5 12 13 4.0 14 4.1 BJ 5 FILL - brown sand and gravel, trace to some silt, some wood fragments 1s 3 10i1 8 8-1.12 20 S.Q 17 - 16 5.5 19 6,0 1 k I . REFEKLNUL No.: 13,01306-02 ENCLOSURE No.: CRA Engineering Inc. BOREHOLE No.: BH105 BOREHOLE REPORT I ELEVATION: - - N/M ft Page: 2 of 3 CLIENT- — Progressive Casualty Insurance Company LEGEND PROJECT: Geotechnical Investigafion - Proposed Claim Service Center SS SPLIT SPOON LOCATION: .34001 Pacific Hiahway South, Federal Way. Washington ST SHELBY TUBE RC -ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilani Y_ - WATER LEVEL DATE {START): April 20,2005 DATE (FINISH): MI 20, 2005 0 CL C: CD Shear test (Cu) A Field 2 15 SensiLkity (S) 0 Lab T DESCRIPTION OF (D MM cc M E > 0 '3 CD i_0 -E Blows per 6 in. I T 9 0 Walerconlonl(%) Z'a SOIL AND BEDROCK CL = 15 CM F-4 Alterbacq 11MIta a Z -� w 0 no a) 04 9 "N" Value (blDwsl 12 in.-30cm) Feet Metre q NIM GROUND SURFACE % N 10 20 30 40 50 60 70 BO 90 zu_u SAND - brown, medium de,-ise, fine to medium grained, (race to some silt, trace 21 gravel. moist 4 100 15 7-4-3 9 0 15.15 22 23 --7.0 24 7.5 25 spoon bouncing on a probable 5 10 10 5013" R --I T_ boulderloobble 26 — 27 — ;Rz' 28 8.5 29 3n— SAND AND GRAVEL brown, very dense, interbedded sand seams. dry to 31 = damp 6 55 6 21-38-39 77 0 9Z 32 33 -, 45' 34 35 7 100 5 40-5013' R 0 36 L 37 3B Y. 39 — - -12.0 f REFERENCE No : 038808-02 ENCLOSURE No.., A11 CRC,' Engineering Inc. BOREHOLE No.: BH'105 BOREHOLE �� ELEVATION: NINI ft Page: 3 of 3 CLIENT: Progressive Casualty insurance Company -- - — LEGEND PROJECT_ Gentechnical Invesligation - Proposed Claim Service Center O SS - SPLIT SPOON LOCATION: 34001 Pacific Highway South, Federal Way, Washington ® ST - SHEIBY TUSE RC - ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Mani 7 - WATER LEVEL DATE (START): April 20, 2005 DATE (FINISH): April 20. 2005 _ w a_ >. A-- C m Shear test (Cu) A Flald c m m C o Sensllivl S 0 Lab Blows per . ty i) DESCRIPTION OF 19 , M m > a E °u E 6 in. / a> O Watar conlent(%) " Q SOIL AND BEDROCK i� •'o az a, ° j 15 cm D Alteman limits (a%) wPw, V? �` of 0rz 3— CL 0 'N" Value (blows 112 in: 30 cm) Feet Metres NiM ` GROQND SURFACE % N 10 20 30 40 50 60 70 60 90 pr':$ 8 100 5 23-33-44 77 O 41 12. 41.5 X End of Borehole BH105 at 41.5 R depth 42 below existing ground level. Borehole open and dry upon completion. 13.0 43 Borehole backFilled with ber.tonite chips to 3 ft depth from ground surface. Tap 3 1t bacldilled with drill cullings. 44 13' N/M denotes Not measured 45 50/3" denotes 50, blows per 3 inch penetrataion. R denotes Refusal. 46 14.0 47 i 4. 46 49 50 51 52 15.❑ �, 53 C M 54 1s. 0 N W N 55 17.1) 56 57 17.5 56 a= a 59 W 1B.Q a REFERENCE No.: 038805-D2 ENCLOSURE No.: Al2 BOREHOLE Mo.: 6Hj06 BOREHOLE REFORM BRA ECi�IP�E'.PPl6'1g Inc. ELEVATION: N!M ft _ Page: 1_ of 3 CLIENT: Progressive Casualty Insurance Company LEGEND PROJECT: Geoiechnical lnvestl tlon - Proposed Claim Service Center SS -SPLIT SPOON LOCATION: 34001 Pacific HIQhwaX South Federal Way, washln ton ® ST - SHELSY TUBE ® RC ROCK CORE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Gilanl g - WATER LEVEL DATE (START): April21. 2005 DATE (FINISH): _ April 21, 2005 o 2, a Sheer test (Cu) A Field ® � Sensitivity (s) 0 Lab Q E DESCRIPTION OFTw rn a�i m E o u) c Blows per 6 in. / yt 0 Watercontent(%) 6 -0 > SOIL AND BEDROCK �✓� --,Z a 15 CM E-A ttwber limits to w� A A t3 (° ) in E— m 0 'N" Vaius (blows / 12 In.-34 cm) Feet Metres NIM GROUND SURFACE % N 1 10 20 30 40 50 60 70 80 90 FIL1. - gray fine sand With sill, trace gravel, organics, moist 1 0.5 2 3 1.0 4 1.5 1 10D — 5-15-7 13 6 Z.0 7 8 2.5 9 10 --3-0 2 100 13 6-6-11 17 11 3.5 12 13 4,0 - 0 14 D [R 1� 4.5 FILL - brown sand and gravel, trace to some silt, some wood fragments CL 3 56 7 7-12-13 25 O a 16 5.0 17 x 18 5.5 sF S g 19 J J O �+ V I REFERENCE No.: 03880&02 ENCLOSURE No.: Al2 SOREHOLE No.: • BRA Engineering Inc. SH106 BOREHOLE REPORT ELEVATION: NIM ft I Page: _ 2 of 3 CLIENT: _ _ Progressive Casualtv Insurance Comoany _ LEGENi7 PROJECT: _ Geo[echnical Investigation - Proposed Claim Service Center O 5S - 5PL[T SPOON LOCATION: 34001 Pacific Highway Sou[h, Federal Way. Washington Si - SHELBY TUBE DESCRIBED BY: Steve Beaton CHECKED BY: Hassan Mani RC -ROCK CORE- WATER LEVEL DATE (START): .. April21, 2005 _ DATE (FINISH): Apra 21, 2005 r ° `� m 'EL M DESCRIPTION OF v Q Shear test (Cu) 4 Field = m at BiOWS G'f '— x Sensitivity (S) 0 Lab to a a C P0 Ms W > $©[LAND BEDRCICK � `� Cif a w E 0 to c � & in. - 0 Water content(%) AtlarbBrg imTls (Cd) ut m 0 r0 P Z a:Value 15 CM = wa W, [blows / 12 In.-30 an) Feet Metres NfM GROUND SURFACE °k N 10 zo 30 5E1 sa 70 eo so FILL - dark brown sand, coarse gaained, trace silt, moist i1 4 44 14 3-�t•-4 8 O 6.5 22 23 7.0 24 7.5 22M SAND - brown, medium dense, fine to medium grained, trace to some silt, trace 26 gravel, moist 5 78 15 I3-17=10 21 O 9 i• 8.0 27 rf'= 28 8.5 29 30 6 77 29 6-7-4 11 32 33— 10, s< 34 Uj 3 y SAND AND GRAVEL - brown, very dense, interbedded sand seams, dry to 7 100 4 3544-50I3' R O damp z#= a 38 �r,+ J J 12-0 M:n REFERENCE No.: 038805-02 ENCLOSURE No.: Al2 i 1�` BRA Engineering Inc. BOREHOLE Mo.: BR106 I BOREHOLE REPORT' _, ELEVATION: — -- -ft- t- Page: 3 of 3 CLIENT: _ _ _ Progressive Casualty Insurance Company LEGEND PROJECT.' Geolechnical Investi atton - Proposed Claim Service Center SS - SPLIT SPOON LOCATION: 34001 Pacific Ni hway South Federal Way, Washington ST - SHELBY TUBE RC - ROCK CORE DESCRIBED BY. Steve Heaton CHECKED BY: Hassan Gilani X . WATER LEVEL DATE (START): A p 6121, 2005 DATE (FINISH): A dl 21 2005 o ` R o _ Shear test (0u) 6 Field 8ens'rfiVlty (S) Ci Lab yV m cn DESCRIPTION OF o, m E a) > o 0 c Blows per bin./� x L° a� O water canlent (a/o1 SOIL AND BEDROCK a) Q a j 15 c wH Auer�e�g Ilmlts (Yoj 0Y { cm ICI 0 'N' Value tblows 112 in: 30 cm) Feet Metre NIM GROUND SURFACE % N 10 20 30 40 50 60 70 80 90 8 67 A 25 33-35 68 O 42 • E# R 13.E 43 a:: 44 " p 13.5 45 46 9 77 4 29-37-40 77 O 45.5 tend of Borehole BH1D6 at 45.5 ft depth 47 below existing ground Ievet. Borehole f4 open and dry upon completion, 48 Borehole backFiilled with bentoinite chips to 3 ft depth from ground surface. Top 3 ft backfilled with drill cuttings. 49 _ 15.0 N!M denotes Not measured. 50 50/3' denotes 50'b)ows per 3 inch penetrataion. It denotes Refusal. 51 1 5 52 1$. 53 54 16, 55 17.0 56 57 17. 58 50 18.0 ��,.�ti� 435t�kE�' �C y✓�� vR eery ' �' REC FIVE® NOV 2 ® 2013 Progressive Insurance Regional Claims Office Technical Information Report November 22, 2013 M Prepared for Zaremba Group, LLC ni 14600 Detroit Ave, Ste 1500 Cleveland, OH 44017 Prepared by ESM Consulting Engineers, LLC 33400 8' Avenue South, Suite 205 Federal Way, WA 90003 CITY OF FEDERAL WAY CDS 253.038.6113 tel 253.830.7104 fax www.esmcivil.com Table of Contents Section 1.0 Project Overview Figure 1 TIR Worksheet Figure 2 Site Location Figure 3 Predeveloped Hydrology Map Figure 4 Developed Hydrology Map Figure 5 Soils Section 2.0 Conditions and Requirements Summary Section 3.0 Offsite Analysis Section 4.0 Flow Control and Water Quality Facility Analysis and Design Part A Existing Site Hydrology Part B Developed Site Hydrology Part C Performance Standards Part D Flow Control System Part E Water Quality System Section 5.0 Conveyance System Analysis and Design Section 6.0 Special Reports and Studies Section 7.0 Other Permits Section 8.0 CSWPPP Analysis and Design Section 9.0 Bond Quantities, Facility Summaries and Declaration of Covenant Section 10.0 Operations and Maintenance Manual Appendix A WWHM Output Ilesm8lenghesm-jobs11770100110131tir.doc e� Section 1.0 Pro'ect Overview The proposed Progressive Insurance Regional Claims Office is located in the NE quarter of Section 20, Township 21 North, Range 4 East, Willamette Meridian, in King County, Washington. More specifically, the project site is located at the 34001 Pacific Highway South, Federal Way, WA 98003. The King County parcel identification number is 202104-9051, totaling 8.3 acres. Refer to Figure 2 for vicinity map. Currently, the project site is undeveloped, covered with moderate brush and ground cover relatively flat with slopes from east to west towards regional wetland. See Figure 3 - Predeveloped Basin Map for details. According to the Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report dated May 16, 2013 by Associated Earth Sciences Inc., the site is covered with sand and gravel recessional outwash (Qvr) over till deposits (Qvt). See Figure 4 Soils for further detail. The proposed development will be completed on 3.22 acres including a commercial office building with parking & landscaped areas surrounding the building structure. The site is redesigned to be smaller compared to original design with the same intent The western 5 acres of the parcel is dedicated as a permanent easement to the City of Federal Way for the South 336th Street Regional Detention Facility. The project will comply with the 2009 King County Stormwater Drainage Manual (KCSWDM), as adopted by City of Federal Way on February 16, 2010 using WWHM software instead of the original KCRTS. Stormwater runoff will be collected via catch basins and conveyed in a piped conveyance system to off line water quality media filtration facilities. The western portion of site (approximately 0.33 acres) is considered as "high use" area and will be provided with a coalescing plate oil/water separator to meet the treatment goal prior to entering the water quality media filtration facility. From there it will continue to flow into the South 336t" Street Regional Detention Facility. For more information, see Section 4. FIGURE 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Kevin McGrath Phone 440-603-7079 Address 5920 Landerbrook Drive, Building III Maryfield Heights, OH 44424 Project Engineer Laura Bartenhagen, P.E. Company ESM Consulting Engineers, LLC Phone 253-838-6113 Part 3 TYPE OF PERMIT APPLICATION Landuse Services Subdivison / Short Subd. / UPD Building Services M/F / ommerica SFR Clearing and Grading Right -of -Way Use Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Progressive Insurance Regional Claims Office DDES Permit # Location Township 21 N Range 4 E Section 20 Site Address 34001 Pacific Highway South Federal Way, WA 98003 I Part 4 OTHER REVIEWS AND PERMITS DFW HPA ■ Shoreline COE 404 Management DOE Dam Safety 0 Structural Rockery/Vault/ FEMA Floodplain � ESA Section 7 COE Wetlands Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review ( / Targeted / Type (circle one): Full / Modified / (circle): Large Site Small Site Date (include revision Date (include revision dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 1/9/2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe Start Date: Completion Date: Part8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan, City of Federal Way, King County Special District Overlays: Drainage Basin: Hylebos Creek Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream Steep Slope Lake Erosion Hazard Wetlands Landslide Hazard Closed Depression Coal Mine Hazard Floodplain Seismic Hazard Other South 336th St. Regional Detention Facility Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential Norma (No) 0 to 2 % Minor Everett-Alderwood (EwC) 6 to 15 % Minor High Groundwater Table (within 5 feet) Sole Source Aquifer Other Seeps/Springs Additional Sheets Attached 2009 Surface Water Design Manual 2 1 /9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL W TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core 2 — Offsite Analysis Sensitive/Critical Areas SEPA Other 10 Additional Sheets Attached LIMITATION / SITE CONSTRAINT Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area Threshold Discharge Area: South 336th St. Regional Detention Facility (name or description Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 'I Offsite Analysis Level: 1)/ 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: rivate / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liabilitv Water Quality Type: asic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / Special Requirements as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Flood plain/Floodway Delineation Type: Major / Minor / Exemption / one 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: J 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: (Yes / No Treatment BMP: co e—mng Plate oftater separator Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Clearing Limits Stabilize Exposed Surfaces Cover Measures Remove and Restore Temporary ESC Facilities Perimeter Protection Clean and Remove All Silt and Debris, Ensure Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention Flag Limits of SAO and open space Surface Water Collection preservation areas Other Dewatering Control Dust Control Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility Flow Control BMPs Other Biofiltration Wetpool Media Filtration Oil Control Spill Control Flow Control BMPs Other S 336th St Regional Detention coalescing plate oil/water 2009 Surface Water Design Manual 1/9/2009 �i 4 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement Cast in Place Vault Covenant , Retaining Wall Native Growth Protection Covenant Rockery > 4' High Tract Structural on Steep Slope Other Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate.ol r� 2009 Surface Water Design Manual 1 /912009 Figure 2 Site Location - Vicinity Map r x 5 336TH STREET l� LU i im SITE 4 {} d S 346M STREET n r 1 � � l SCALE: 1 " = 60' G f 0 30' 60' *• vl EXISTING UPSTREAM BASIN f (1.00 Acres I q h 1 r1 N O d0 J J L D 0 T 0 m Q N cc w w U a w U O CC O �w o VJ = w w U a Z o Q �o Z a w > W W LL. 0 cc — Mo bm �' , nmn n mn N Na r �Q - a 2 a N C C ;_ o N M m n 0 0 o 0 E 0, m C , o ij Q m C C U Zf v r Q A m U m l ai — � n 3 c m� O C w 8 o wa i 3 00. 0 0 n w `REGIONAL DETENTION FACILITY W J ' 60 SCALE: 1"= > O �I � t I � ,11,1 •,, � , ` z � J � :,N.uj cl PROPOSED BASIN B (0.66 Acres) Ld Il lj� � � � � I I � •. '� t �� i 1 �� W Z a > •EXISTING UPSTREAM BASIN N w (1.00 Acres) El: �,/PROPOSED BASIN A ro 1 v; i (2.66 Acres;) f 4 1 Jill Cm cm EE I ❑ i 1 I ' if �Ap r` r Z 'm 0 So rn _ � � rn ac 0) O o� ,U a 1 o d `' U m m v r 1 1 •d Z Z o 0 Section 2.0 Conditions and Requirements Summa Review of Eight Core Requirements and Five Special Requirements The proposed project has been reviewed in accordance with the Core and Special Requirements in Sections 1.2 and 1.3 of the 2009 KCSWDM for a full drainage review of the proposed for Progressive Insurance Regional Claims Office. The conclusions determined by evaluating the Eight Core Requirements and Five Special Requirements area as follows: Core Requirement No. 1 - Discharge at the Natural Location Runoff from the existing site sheet flows to the west. In the developed condition, runoff from the site is proposed to discharge west into the South 33(t Regional Detention Facility. Core Requirement No. 2 - Offsite Analysis The Level One Offsite Analysis was completed on May 10, 2005, by William E. Stevens from Triad Associates. We believe that the upstream and downstream corridors have not changed significantly since this date and the associated field visit is still appropriate for the purpose of the Level 1 downstream analysis. Furthermore, no additional drainage complaints were recorded. Core Requirement No. 3 - Flow Control Since the project proposes to directly discharge into the South 336th Regional Detention Facility no onsite detention is required. For more information, see Section 4. Core Requirement No. 4 - Conveyance System The proposed stormwater conveyance system will consist of stormwater generated from the proposed site sheet flow along road and collected via nearby catch basins and flow through underground pipes. The underground pipe network is designed to have off line flows direct to water quality media filtration facilities with bypass flows directed toward South 336t" Regional Detention Facility located adjacent to the site. The stormwater drainage conveyance system has been sized to convey the 25 year design storm event and to contain the 100 year design storm event. For more information, see Section 5. Core Requirement No. 5 Erosion and Sediment Control The Temporary Erosion and Sedimentation Control (TESC) Design has been shown on the construction plans. For more information, see Section 8. a Core Requirement No. 5 Maintenance and Operations Maintenance and operation of the privately maintained system will remain the responsibility of the property owner. For more information, see Section 10. Core Requirement No. 7 Financial Guarantees and Liabili All drainage facilities constructed or modified for projects (except downspout infiltration and dispersion systems) must comply with the financial guarantee requirements as provided in the King County Bond Quantities Worksheet This information is further discussed in Section 9. Core Reauirement No. 8 Water Quali All proposed projects must provide water quality (WQ) facilities to treat the runoff from new and/or replace pollution -generating impervious surfaces and pollution - generating pervious surfaces. The developed site requires enhance basic water quality treatment, because it is a commercial site. Based on the attached Section 1.2.8.1 Exception 4 of the 2009 KCSWDM, the enhanced basic water quality menu may be reduced back to the basic water quality menu provided that the runoff will have no leachable materials used or proposed, will record a covenant that these materials will not be used, and less than 50 percent of the runoff is comprised of commercial land use with certain limits on average daily trips and vehicle repair, maintenance, or sales. The proposed development meets this exception, therefore, the basic water quality menu will be applied off line, using water quality media filtration systems. Furthermore, the western portion of site (approximately 0.33 acres) is considered as "high use" area and will be provided with a coalescing plate oil/water separator to meet the treatment goal prior to entering the water quality media filtration facility. Special Requirement No. 1 - Other Adopted Area - Specific Requirements No area -specific requirements were identified related with proposed project Special Requirement No. 2 - Floodplain/Floodway Delineation The proposed project is not located within floodplain. Special Requirement No. 3 - Flood Protection Facilities No flood protection facilities are proposed for this project Special Requirement No. 4 - Source Controls The TESC Design has been shown on the construction plans. See Section 8.0 for more information. 991 Special Requirement No. 5 - Oil Control c� The site will be used as onsite storage lot for damaged vehicles therefore the site is considered a "high -use" site. The project is proposing to provide a coalescing plate oil/water separator to provide treatment for total petroleum hydrocarbons (TPH) leaving the site. For more information, see Section 4 and a detail of the unit provided on the construction plans. �-1 I J 1.2.8 CORE REQUIREMENT #8: WATER QUALITY 1 lot area, except the assumed impervious portion as specified in Chapter 3 and any portion in which I native conditions are preserved by covenant, tract, or easement. 3. Existing impervious surface added since January 8, 2001 that is not fully dispersed and not yet mitigated with a County -approved water quality facility or flow control BMP. Note: January 8, 2001 is the effective date of the ESA 4(d) Rule for Puget Sound Chinook salmon. 4. Replaced PGIS that is not fully dispersed on a transportation redevelopment project in which new impervious surface is 5,000 square feet or more and totals 50% or more of the existing impervious surface within the project limits. 5. Replaced PGIS that is not fully dispersed on a parcel redevelopment project in which the total of new plus replaced impervious surface is 5,000 square feet or more and whose valuation of proposed improvements (including interior improvements and excluding required mitigation improvements) exceeds 50% of the assessed value of the existing site improvements. Exceptions The following exceptions apply only in Basic WQ Treatment Areas: N/A 1. The facility requirement in Basic WQ Treatment Areas as applied to target PGPS may be waived altogether if there is a good faith agreement with the King Conservation District to implement a farm management plan for agricultural uses, or DDES approves a landscape management plan48 that controls solids, pesticides, and fertilizers leaving the site. ED2. The Enhanced Basic WQ menu as specified above for certain land uses may be reduced to the Basic WQ menu for treatment of any runoff that is infiltrated according to the standards in Section 5.4. N/A 3. The Enhanced Basic WQ menu as specified above for certain land uses may be reduced to the Basic WQ menu for treatment of any runoff that is discharged directly, via a non -fish -bearing conveyance system, all the way to the ordinary high water mark of a stream with a mean annual flow of 1,000 cfs or more (at the discharge point of the conveyance system) or a lake that is 300 acres or larger. 4. The Enhanced Basic WQ menu as specified above for treating runoff from a commercial land use may be reduced to the Basic WQ menu if all of the following criteria are met: ✓ a) No leachable metals (e.g., galvanized metals) are currently used or proposed to be used in areas of j the site exposed to the weather, AND 1 ✓ b) A covenant is recorded that prohibits future such use of leachable metals on the site (use the 1 covenant in Reference Section 8-Q), AND c) Less than 50% of the runoff draining to the proposed treatment facility is from any area of the site comprised of one or both of the following land uses: ■ Commercial land use with an expected ADT of 100 or more vehicles per 1,000 square feet of gross building area. 4 Inbounds Peak / 21 Outbounds Peak / Building: 16,973 sf. ■ Commercial land use involved with vehicle repair, maintenance, or sales. 0.33 aC. of 3.55 aC. N/A 5. The facility requirement as applied to replaced PGIS may be waived if the County has adopted a plan and implementation schedule for fulfilling this requirement using regional facilities. -1 48 Landscape management plan means a King County approved plan for defining the layout and long-term maintenance of y� landscaping features to minimize the use of pesticides and fertilizers, and to reduce the discharge of suspended solids and other pollutants. Guidelines for preparing landscape management plans can be found in Reference Section 4-A. Submittal requirements are detailed in Section 2.3.1.5. 2009 Surface Water Design Manual 1-69 1/9/2009 Section 3.0 Off -site Analysis I The Level One Offsite Analysis was completed on May 10, 2005, by William E. Stevens from Triad Associates. We believe that the upstream and downstream `j corridors have not changed significantly since this date and the associated field visit is still appropriate for the purpose of the Level 1 downstream analysis. Furthermore, no additional drainage complaints were recorded. IA copy of this report can provided for reference upon request j Section 4.0 Flow Control and Water QuailFacili Analysis and Design PART A - EXISTING SITE HYDROLOGY Currently, the project site is undeveloped, covered with moderate brush and ground cover relatively flat with slopes from east to west towards regional wetland. See Figure 3 - Predeveloped Basin Map for details. According to the Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report dated May 16. 2013 by Associated Earth Sciences Inc., the site is covered with sand and gravel recessional outwash (Qvr) over till deposits (Qvt). See Figure 4 Soils for further detail. Table 4.1 - Existing Land Use Total Existing Site Basin - modeled as forested, Type C 3.22 Existing Upstream Basin _ 1.00 Overall Basin (acres) 4.22 PART B - DEVELOPED SITE HYDROLOGY Runoff from the developed site and upstream areas is proposed to discharge west into the South 3361n Street Regional Detention Facility matching existing conditions. PART C - PERFORMANCE STANDARDS The stormwater design standards for the proposed Progressive Insurance Regional Claims Office project will comply with the 2009 KCSWDM, as adopted by City of Federal Way on February 16, 2010 using WWHM software. PART ❑ - FLOW CONTROL SYSTEM All onsite runoff will be directly routed to South 336t" Street Regional Storage Facility adjacent to the site. The existing flow control facility has been previously sized to accommodate developed flow from the Progressive Insurance Regional Claims Office with volume of approximately 36,000 cf. The existing upstream basin (including South 340t" Street and Pacific Highway South frontage) will match existing conditions, and continue to flow along a separate conveyance system along the east side of Pacific Highway South, consisting of an existing ditch and relocated culvert This conveyance system will bypass the project and route directly into South 336th Street Regional Storage Faci I ity. PART E WATER QUALITY SYSTEM The proposed site is divided into three basins. Proposed Basin A includes the building structure, parking area, utilities and landscaping. The western portion of the site (0.33 acres) is considered "high use" area where additional oil control facility will be provided before entering the water quality media filtration facility (Cil Control Treatment Basin). From there the runoff will be tie back into South 336t'' Street Regional Storage Facility. Proposed Basin B includes the construction of new proposed roadway (South 340'h Street) utilities and landscaping. Separate water quality media filtration will be provided off line to treat for Proposed Basin B before tie back into South 336tn Street Regional Storage Facility adjacent to the site. The project proposes water quality facilities to be provided by a Kristar FloGard Perk Filter with multiple 18" cartridges. The Kristar Perk Filter was granted General Use Level Designation (GULD) by the Washington State of Department of Ecology (DOE) after rigorous laboratory and field testing. Based on the DOE GULD approval, the filter will be sized using WWHM Hydrologic model for off line facility. A copy of DOE GULD approval and the WWHM output are provided in Appendix A of this report. The WWHM water quality off line facility target flow rate adjusted for 15 mins is 0.2092 cfs (93.9 gpm). Each 18" Kristar cartridge filter provides water quality treatment up to 0.0227 cfs (10.2 gpm). In order to treat the entire Proposed Basin A it will require minimum of ten 18" cartridges to meet the treatment goal The oil control facility is also provided for Proposed Basin A to treat the western portion of the parking lots to provide runoff treatment from where damaged vehicles will be stored, consisting of a coalescing plate oil/water separator as calculated in Appendix A, and with a detail shown on the construction plans. The WWHM water quality off line facility target flow rate adjusted for 15 mins is 0.0432 cfs (19.4 gpm). Each 18" Kristar cartridge filter provides water quality treatment up to 0.0227 cfs (10.2 gpm). In order to treat the entire Proposed Basin B it will require minimum of two 18" cartridges to meet the treatment goal. See Table 4.2 WWHM Inputs below for the breakdown of runoff generating basins and 15 mins water quality flow rate using WWHM. Table 4.2 — WWHM Inputs Pervious Impervious Total WQ WQ (acres) (acres) (acres) (cfs) m) Proposed Basin A 0.34 2.32 2.66 0.2092 93.9 Oil Control Treatment Basin 0 0.33 0.33 0.0302 13.6 Proposed Basin B 0.08 0.48 0.56 0.0432 19.4 Existing Upstream Basin (BYPASS) 0 0 1.00 N/A N/A Section 5.0 Conveyance S stem Analysis and Design The proposed stormwater conveyance system consists of stormwater generated from the proposed site sheet flow along road and collected via nearby catch basins and flow through underground pipes (12 inch diameter). The underground pipe network is designed to flow toward water quality media filtration facility and ultimately flow toward South 336th Regional Detention Facility located adjacent to the site. The stormwater drainage conveyance system has been sized to convey the WWHM 25 year design storm event and to contain the 100 year design storm event. As shown in Table 5.1 below, both the 25 and 100 year design storm events for the largest basin, proposed Basin A, are significantly lower than the 12 inch diameter pipe capacity. Table 5.1 Convevance Parameters Manning's Roughness Coefficient, n 0.013 25 year Flow 0.92 cfs 100 year Flow 1.08 cfs Pipe Diameter 12 inches Minimum Slope 0.50% Pipe Capacity 2.52 cfs Furthermore, backwater is not anticipated in the system, due to the proposed connection to the South 336th Street Regional Storage Facility being significantly lower than the proposed project site. For more information, see the construction plans. 0 Western Washington Hydrology Model PROJECT REPORT roject Name: progressive Site Address: 34001 Pacific Highway South lity Federal Way, WA eport Date 11/20/2013 Sage Seatac Data Start 1948/10/01 ]ata End 1998/09/30 ?recip Scale: 1.00 WWHM3 version: LAND USE Name Basin 1 3ypass: No GroundWater: No ?ervious Land Use Acres C, Forest, Mod 2.66 :mpervious Land Use Acres lement Flows To: Surface Interflow Groundwater Name Basin 1 1ypass: No GroundWater: No lervious Land Use Acres C, Lawn, Mod .34 T.mpervious Land Use Acres ROADS FLAT 2.32 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS low Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs)' year 0.068025 year 0.106093 10 year 0.126813 15 year 0.147922 0 year 0.160477 �00 year 0.170805 Flow Frequency Return Periods for Mitigated. Return Period Flow(cfs) POC #1 2 year 0.596964 year 0.729798 �5 10 year 25 year 0.816013 0.92393- 50 year 1.003975 100 year 1.083974� Yearly Peaks for Predeveloped and Mitigated. Year Predeveloped Mitigated 11950 0.079 0.615 1951 0.153 0.907 ]1952 1953 0.168 0.052 0.602 0.524 1954 0.040 0.476 1955 0.058 0.570 1956 0.103 0.607 f1957 0.088 0.585 958 0.067 0.671 1959 0.072 0.604 "T960 0.060 0.462 P961 0.105 0.580 . 0.061 0.507 1963 0.035 0.517 964 0.048 0.498 965 0.060 0.588 1966 0.045 0.525 1967 0.046 0.522 968 0.103 0.785 969 0.061 0.885 1970 0.060 0.476 0.048 0.523 f971 972 0.043 0.505 973 0.125 0.732 1974 0.054 0.475 975 0.059 0.526 976 0.090 0.698 -- 977 0.055 0.475 1978 0.005 0.600 979 0.048 0.776 980 0.028 0.766 981 0.081 0.650 1982 0.043 0.718 983 0.082 0.984 984 0.074 0.715 985 0.047 0.544 1986 0.026 0.511 987 0.129 0.640 J988 0.109 0.890 1989 0.040 0.423 1990 0.025 0.531 ]991 0.177 1.009 992 0.154 0.940 1993 0.051 0.540 1994 0.057 0.368 1995 0.014 0.438 996 0.081 0.553 1997 0.159 0.661 998 0.146 0.634 1999 0.030 0.683 jnked Yearly Peaks for Predeveloped and ank Predeveloped Mitigated 1 0.1769 1.0085 2 0.1681 0.9841 i 0.1585 0.9405 J 0.1544 0.9066 5 0.1526 0.8896 POC #1 Mitigated. POC #1 16- Section 6.0 Special Reports and Studies An original preliminary technical information report was completed for the Progressive Insurance Regional Claims Office, by William E. Stevens from Triad Associates, dated May 5, 2005. A geotechnical investigation report also completed for the project site, by Associated Earth Sciences, Inc., dated May 16, 2013. A copy of these reports can provided for reference upon request. I I I I J J 11 I 11 I 'I .J Section 7.0 Other Permits Approval letter for the StormFilter system as standalone treatment facility from Paul Bucich, P.E. with City of Federal Way, dated September 7, 2001. Approval letter to construct underground stormwater facilities from Kevin Peterson, Engineering Plan Reviewer with City of Federal Way, dated May 10, 2005. j DATE: September 7, 2001 TO: Interested Parties and holders of the Federal Way/King County Surfaco Water Design Manual FROM: Paul A. Bucich, P.E., Surface Water Mana r RE: Pilot Blanket Adjustment for Use of StormFilter Products on Commercial Sites In accordance with Section 1.4.3 Adjustment Application Process of the 1998 King County Surface Water Design Manual adopted by the City of Federal Way as amended, this memorandum identifies that the City of Federal Way is accepting the use of StormFilters on private commercial sites as a stand-alone water quality treatment BMP. This is being done as a pilot program and requires the following be complied with: 1. The applicant must provide the City a signed maintenance agreement with a term no less than three (3) years at the time of final approval. A draft version must be presented at time of application along with the firm identified to conduct the activity. The City reserves the right to reject the maintenance firm if it is deemed not qualified for this type of maintenance activity. A sample maintenance agreement can be obtained from the City. 2. Use ofthe StormFilters will only be permitted on private, commercial sites. Use in residentialfacilities, private or public, will not be allowed unless the City directs such action. 3. The applicant must further allow the manufacturer and/or the City access to the device for water quality testing if deemed necessary by either. Such testing may be used by the City or the manufacturer to substantiate treatmerft'eiaims and/or further the goals of the manufacturer in obtaining Department of Ecology approval. Test results will not be used to support a case for requiring removal and replacement of the device by the developer or subsequent owner after the evaluation period is completed. If appropriate, test results may be used to encourage expansion or modification in accordance with the manufacturers recommendations for better treatment results. 4. The applicant's engineer, in concert with the man ufacturersrecommendations,shall provide extra space J within the device for expansion of the number of cartridges. This is typicallyto al low minor expansions and is not intended to provide for large expansive capabilities within the device. ` 1 The Pilot designation will not require the applicant to conduct testing nor will it require removal at the end of J the test period or a set aside area for a new treatment device. Once the Department of Ecology eithergives final approval or denial of use, the pilot designation will be removed in one way or another. Current Federal Way Code allows the use of these devices in a treatment train design. This memorandum does not affect that type of use or approval. } J 19V! 831Yf+1W801S 613z_6i L_9zt1 OT *90 Z00Z/61/G0 CITY OF ., Federal Way May 10, 2005 William E. Stevens, P.E. Triad Associates 12112 1151h Avenue NE Kirkland, WA 98034-6923 Re: Permit #05-I00848-000-00 PC; PROGRESSIVE SERVICE CENTER 34001 Pacific Higlnvay S Dear Mr. Stevens, CITY HALL 33325 8th Avenue South v PO Box 9710 Federal Way, WA 98063-9718 (253) 835-7000 www.cltyofederalwaycorn This letter is in response to your request to allow the on -site water quality facilities to be constructed below ground for the above -referenced project. Per City of Federal Way requirements, all Flow Control and Water Quality Facilities must be constructed above- ground, if the site is located outside the boundaries of the City Center. This requirement may be modified, provided the applicant makes a written request to the Public Works Department. It must also be shown that aboveground facilities are impractical, due to specific site constraints. As noted in your request letter, dated May 3, 2005, the topography of the site dictates the facilities would need to be located near the western portion of the site, adjacent to the wetland buffer, coinciding with the back of the site. You also cite the applicant's need for a particular site layout that allows for ease of access into the centers drive- through/check-in area, the City Code -based driveway separation requirements, and the City's Traffic division request to locate the entrance in such a way as too lessen the impact for future traffic queuing on S 340'h Street. Therefore, for the above -stated reason's, the requirement to construct the water quality facilities above -ground for this project are hereby modified to allow the use of underground facilities. This modification is approved for this proposal only. As this project has not yet been approved through the City's Land Use Process, any future proposals on this site that significantly differ from this project would be required to provide above -ground facilities, until such time another waiver is requested and approved. If you have any questions, please call me at (253) 835-2734. Sincerely, vle4;v`PU_�_ Kevin Peterson Engineering Plans Reviewer KP:dl enclosure Todd Hamula, Zaremba Group, LLC, 14600 Detroit Ave Suite 1500, Cleveland, OH 44107 Isaac Conlen, Associate Planner Project File/KP Day Fife Vz&dc &rssote.142n7)1J:-P)V dnr 1 ISection 8.0 CSWPPP Analysis and Design The Construction Stormwater Pollution Prevention Plan (CSWPPP) will be provided with the final TIR. j Furthermore, The TESC Plan was developed in accordance with the 2009 KCSWDM and is shown on sheets GR-01, GR-02, and GR-03 of the construction plans. During construction. stormwater runoff from the proposed project will collect in a temporary sediment trap, with an overflow towards the existing South 336th Street Regional Storage Facility. 1 One sediment drainage basin (3.22 acres) was used for the temporary sediment pond that l will be located in the northwest corner of the project site. The temporary sediment pond was located following existing topography with the intent of preventing to the maximum extent possible, the transport of sediment from the project site to downstream drainage l facilities, water resources, and adjacent properties. The sediment pond has been sized 12 feet by 45 feet bottom width, 3:1 side 1 slopes, 1.5 feet of sediment storage depth, 2 feet of settling depth, and 1 foot 1 overflow depth with an equivalent surface area of 2,178 square feet. For more information, see the calculations following this section and sheets GR-01 and GR-03 of the construction plans. I J Western Washington Hydrology Model PROJECT REPORT Project Name: progressive Site Address: 34001 Pacific Highway South City Federal Way, WA Report Date 11/20/2013 Gage Seatac Data Start 1948/10/01 -Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: �PREDEVELOPED LAND USE Name Basin 1 Bypass: No `GroundWater: No Pervious Land Use Acres C, Forest, Mod 3.22 -impervious Land Use Acres lement Flows To: Surface Interflow Groundwater Name Basin 1 7ypass: No �.;roundh'ater: No pervious Land Use Acres C, Lawn, Mod .42 Impervious Land Use Acres ROADS FLAT 2.8 .clement Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS ow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) year 0.082346 year 0.128429 10 year 0.153511 25 year 0.179063 1IO year 0.194261 0 year 0.206764 Flow Frequency Return Periods for Mitigated. (Return Period Flow(cfs) 2 year 0.720969 year 0.881513 �5 10 year 0.985725 25 year 1.116177 -,,50 year 1.212945 I100 year 1.309661 Yearly Peaks for Predeveloped and Mitigated. Year Predeveloped Mitigated 1950 0.096 0.743 1951 0.185 1.096 0.203 0.727 J952 953 0.063 0.632 954 0.048 0.575 1955 0.071 0.688 k956 0.125 0.734 �957 0.107 0.707 1958 0.081 0.811 1959 0.088 0.730 -1960 0.072 0.558 961 0.127 0.701 1962 0.073 0.612 __ 963 0.043 0.624 964 0.058 0.601 965 0.072 0.710 1966 0.054 0.634 -�967 0.055 0.630 0.125 0.948 I1I968 1969 0.074 1.068 1970 0.073 0.575 0.058 0.631 J971 972 0.053 0.610 973 0.151 0.884 1974 0.066 0.573 975 0.071 0.636 976 0.108 0.843 " 977 0.067 0.574 1978 0.007 0.724 0.058 0.937 �979 980 0.034 0.924 1981 0.098 0.786 1982 0.052 0.867 983 0.099 1.189 984 0.090 0.863 1985 0.057 0.657 0.031 0.617 1986 987 0.156 0.773 988 0.132 1.074 1989 0.048 0.510 1990 0.030 0.641 1991 0.214 1.219 992 0.187 1.137 1993 0.062 0.652 0.069 0.444 J994 995 0.017 0.528 996 0.098 0.668 1997 0.192 0.799 998 0.176 0.766 999 0.036 0.825 anked Yearly Peaks for ank Predeveloped 1 0.2141 J 0.2035 0.9191919 0.1869 5 0.1847 POC #1 POC #1 Predeveloped and Mitigated. Mitigated 1.2189 1.1887 1.1365 1.0959 1.0739 POC #1 Section 9.0 Bond Quantities, Facility Summaries and Declaration of Covenant The Bond Quantities, Declaration of Covenant will be provided with the final TIR. Section 10.0 Operations and Maintenance Manual -j The Operations and Maintenance Manual will be completed as recommended by the 2009 KCSWDM and the manufacturer's recommendations on the following pages. 1 1 I I I I J j lem APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 — CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem I Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than '% cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than % inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than % inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. Cracks wider than '% inch and longer than 1 foot No cracks more than'/a inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than '/z-inch at the joint of the No cracks more than 'Y inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes --other than designed holes —in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. i 2009 Surface Water Design Manual —Appendix A 1/9/2009 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Component Orifice Plate Overflow Pipe Inlet/Outlet Pipe Damaged or missing Obstructions Obstructions Deformed or damaged lip Sediment accumulation Trash and debris Damaged Metal Grates Unsafe grate opening (If Applicable) Trash and debris Damaged or missing Manhole Cover/Lid I Cover/lid not in place Locking mechanism Not Working Cover/lid difficult to Remove Cleanout gate is not watertight Gate cannot be moved up and down by one maintenance person. Chain/rod leading to gate is missing or damaged. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Lip of overflow pipe is bent or deformed Sediment filling 20% or more of the pipe. Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). Cracks wider than'/ -inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. Grate with opening wider than 7/6 inch Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Results Expected When Maintenance is Performed Gate is watertight and works as designed. Gate moves up and down easily and is watertight. Chain is in place and works as designed. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/outlet pipes clear of sediment. No trash or debris in pipes. No cracks more than wide at the joint of the inlet/outlet pipe. Grate opening meets design standards. Grate free of trash and debris. footnote to guidelines for disposal Grate is in place and meets design standards. Cover/lid protects opening to structure. Mechanism opens with proper tools. Cover/lid can be removed and reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual —Appendix A A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than % cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No dead animals or vegetation Dead animals or vegetation that could generate odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Corner of frame extends more than Y. inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks cracks wider than % inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than '/2 inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than'/2 inch and longer than 1 foot No cracks more than'/, inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than 1/2-inch at the joint of the No cracks more than '/a -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Any evidence of contaminants or pollution such Materials removed and disposed of Contaminants and pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). J Damaged Cracks wider than '/,inch at the joint of the No cracks more than %a -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.6 - CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES _I NO.7 - DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. Site Trash and debris Trash or debris plugging more than 20% of the Barrier clear to receive capacity flow. area of the barrier. Sediment Sediment accumulation of greater than 20% of Barrier clear to receive capacity flow. accumulation the area of the barrier Structure Cracked broken or Structure which bars attached to is damaged - Structure barrier attached to is loose pipe is loose or cracked or concrete structure is sound. cracked, broken of loose. Bar spacing exceeds 6 inches. Bars Bar spacing Bars have at most 6 inche spacing. Bars are bent out of shape more than 3 inches. Bars in place with no bends more Damaged or missing bars than % inch. Bars are missing or entire barrier missing. Bars in place according to design Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. 1 /9/2009 A-12 2009 Surface Water Design Manual — Appendix A APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oils, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. System has not been inspected for three years. Facility is re -inspected and any Life cycle needed maintenance performed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than % inch of sediment. Vault is free of sediment. cartridges Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Cracks wider than Y2-inch and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or soil particles entering the structure through the specifications. Top Slab cracks, or qualified inspection personnel determines the vault is not structurally sound. Baffles damaged Baffles corroding, cracking warping, and/or Repair or replace baffles to showing signs of failure as determined by specification. maintenance/inspection person. Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours following a rain event and/or after a rain event. overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. Flows do not properly enter filter cartridges. Flows go through filter media. Short circuiting Underdrains and Sediment/debris Underdrains or clean -outs partially plugged or Underdrains and clean -outs free of Clean -Outs filled with sediment and/or debris. sediment and debris. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than''/z-inch at the joint of the No cracks more than 1/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-30 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I j NO.21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-31 IAPPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.22 - BAFFLE OIUWATER SEPARATOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Trash and debris removed from Site Trash and debris Any trash or debris which impairs the function of the facility. facility. Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present other than pollution any oil in other chambers or other contaminants a surface oil film. of any type in any chamber. Vault Treatment Sediment Sediment accumulates exceeds 6 inches in the No sediment in the vault Area accumulation vault. Inspection of discharge water shows obvious Effluent discharge is clear. Discharge water not clear signs of poor water quality- effluent discharge from vault shows thick visible sheen. Vault is clear of trash and debris. Trash or debris Any trash and debris accumulation in vault accumulation (floatables and non-floatables). No visible oil depth on water Oil accumulation Oil accumulations that exceed 1 inch, at the surface of the water in the oil/water separator chamber. Vault Structure Damage to Wall, Cracks wider than'/. -inch or evidence of soil Vault replaced or repaired to design Frame, Bottom, and/or particles entering the structure through the specifications. Top Slab cracks, or maintenance/inspection personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding, cracking, warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance inspection personnel. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve completely seals closed. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than '/.-inch at the joint of the No cracks more than '/,inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Mechanism opens with proper tools. Locking mechanism Mechanism cannot be opened by one not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing,=Lifting not capable of lifting weight of door Lifting rings sufficient to lift or rusted . remove cover/lid. 1/9/2009 2009 Surface Water Design Manual —Appendix A A-32 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.23 - COALESCING PLATE OIL/WATER SEPARATOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present other than pollution any oil in other chambers or other contaminants a surface oil film. Sediment of any type in any chamber. Vault Treatment Sediment accumulation of 6 inches or greater in No sediment in the forebay. Area accumulation in the the forebay. forebay Discharge water not Inspection of discharge water shows obvious Repair function of plates so effluent clear signs of poor water quality - effluent discharge is clear. from vault shows thick visible sheen. Trash or debris 1 Trash and debris accumulation in vault Trash and debris removed from accumulation 1 (floatables and non-floatables). vault. Oil accumulation Oil accumulation that exceeds 1 inch at the water No visible oil depth on water and surface in the in the coalescing plate chamber. coalescing plates clear of oil. Coalescing Plates Damaged Plate media broken, deformed, cracked and/or showing signs of failure. Replace that portion of media pack or entire plate pack depending on severity of failure. Sediment Any sediment accumulation which interferes with No sediment accumulation accumulation the operation of the coalescing plates. interfering with the coalescing plates. Vault Structure Damage to Wall, Cracks wider than'/2-inch and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or soil particles entering the structure through the specifications. Top Slab cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding, cracking, warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/inspection person. Ventilation Pipes Plugged Any obstruction to the ventilation pipes. Ventilation pipes are clear Shutoff Valve Damaged or Shutoff valve cannot be opened or closed. ` Shutoff valve operates normally. inoperable f Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %-inch at the joint of the No cracks more than '/.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-33 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.23 - COALESCING PLATE OIUWATER SEPARATOR Maintenance Defect Condition When Maintenance is Needed Results Expected When I Component Maintenance is Performed Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 1 /9/2009 A-34 2009 Surface Water Design Manual — Appendix A NNE APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.24 - CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Media Insert Visible Oil Visible oil sheen passing through media Media inset replaced Insert does not fit Flow gets into catch basin without going through All flow goes through media. catch basin properly media. Filter media plugged Filter media plugged. Flow through filter media is normal. Oil absorbent media Media oil saturated. Oil absorbent media replaced. saturated Catch basin insert is saturated with water, which Water saturated Insert replaced. no longer has the capacity to absorb. Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's average life of media insert product, typically one recommended interval. month. Seasonal When storms occur and during the wet season. Remove, clean and replace or install maintenance new insert after major storms, monthly during the wet season or at manufacturer's recommended interval. J I J 2009 Surface Water Design Manual — Appendix A 1/9/2009 4 JI A-3 5 R FloGard@ Perk Filter Systems Operations and Maintenance Manual Version WA DOE June 1, 2010 2 1 P a g e- FloGard® Perk Filter System 0& M Manual FloGardO Perk Filter Systems- Radial Media Filtration Description / Basic Function The Perk Filter is a stormwater filtration device used to reduce pollutant loading in runoff from urban developments. Impervious surfaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater, polluting downstream receiving waters. The Perk Filter captures and retains sediment, oils, metals and other target constituents close to the source and reduces the total discharge load. The Perk Filter cartridge is manufactured from durable polymeric components with a polymer -coated steel support screen and stainless steel hardware. Its base construction allows use with a wide variety of media chosen to address site -specific pollutants of concern. Perk Filters may be installed as a retrofit to suitable existing curb inlet, drop inlet, or combination catch basins, as an integral part of a coated steel- or concrete -housed stormwater inlet system for commercial, residential, and industrial developments, or as centralized modular treatment system installed either on- line or off-line. Prefiltration Systems constructed with a catch basin inlet are equipped with a FloGard@)Plus Catch Basin Insert for pre -filtration. This insert captures gross pollutants such as trash, debris, hydrocarbons, and large sediment particles. Gravity Separation Some Perk Filter systems have an inlet bay wherein the initial stormwater flows are received. This is separated from the main treatment chamber by a baffle wall with weir assembly. Medium size sediment particles are retained in the inlet bay. A drain down assembly to eliminate standing water from the inlet bay area between storm events is included in standard configurations. Media Filtration Once the stormwater enters the treatment chamber, it will pass through the filtration cartridges containing the project -specified filter media as the water level rises in the chamber. Very fine pollutant particulates will be retained in the filter cartridges as the water flows through the media to an interior perforated pipe, dropping the treated stormwater into an outlet chamber below a false floor. Peak Flow Bypass Perk Filter systems are designed with a peak flow bypass to ensure the system will not back up and cause upstream flooding during extraordinary storm events. The bypass weir is an integral part of the baffle wall assembly in the inlet bay and allows peak flow stormwater directly to the outlet chamber. KriStar Enterprises, Inc. 360Sutton Place Santa Rosa, CA 95407 (800) 579-8819 www.kFistar.com 3 1 P a g e- FloGard® Perk Filter System 0& M Manual Maintenance Overview for FloGard® Perk Filter Systems State and Local regulations require that stormwater management systems be maintained and serviced on a recurring basis. The purpose of maintaining a clean and obstruction free Perk Filter system is to ensure the system performs the intended function of the primary design. Trash and debris, floatables, gross pollutants and sediment can build up in any stormwater system. This can cause the system to function improperly by impeding flow in and out of the system and reducing the operating efficiency of the media filters. Downstream and upstream, areas could run the risk of flooding and deleterious environmental impact. Recommended Frequency of Service It is recommended that FloGardO Perk Filter systems be serviced on a regularly occurring basis. Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash, debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However, it is recommended that each installation be inspected in accordance with the following guidelines: Level 1 Inspection Service — Six (6) months after unit is placed into service, or six (6) months after a Level 2 or Level 3 inspection. Level 2 Inspection Service- Four (4) months after a Level 1 inspection. Media filter cartridges shall be exchanged during this service (10-month intervals). Service Procedures Inlet Bay 1. The inlet manhole cover(s) and or grate(s) shall be removed and placed to one side. 2. For systems with a FloGard Plus Catch Basin Insert, the insert will be cleaned in accordance with the general specifications for maintenance of those devices. After cleaning the filter shall be removed and set aside. 3. Any debris will be removed from the inlet bay(s) and disposed of in accordance with local regulations. 4. Check and clean the area behind and under the inlet weir/bypass assembly. Remove assembly as necessary to conduct inspection. 5. Check drain down assembly and clean if necessary. 6. Re -install catch basin insert filter. 7. Re -install grate or manhole access cover. Cartridge Bay 1. Remove and place to one side the manhole access covers above the cartridge bay. 2. A Level 1 inspection service shall consist of a visual inspection from the surface level. Observe and note the condition of the cartridge bay and the cartridges, measure sediment level, if any, and note on maintenance record. Physical entry is not required unless the depth prevents the entire cartridge bay area from being observed. 3. A Level 2 inspection service shall consist of a physical, confined -space entry into the cartridge bay. The filter cartridges and filter media shall be inspected for condition and filter media life, the sediment level, if any, measured, and any trash or debris removed and disposed of in accordance with local regulations. All information and recommendations shall be noted on the maintenance record. KriStar Enterprises, Inc. 360 Sutton Place Santa Rosa, CA 95407 (80D) 579-8819 www,krlsiar.com 4 1 P a g e- FloGard® Perk Filter System 0& M Manual 4. A Level 3 service shall consist of a physical, confined -space entry into the cartridge bay. The filter cartridges shall be removed and replaced with re -charged exchange filter cartridges. As an option, the filter media may be removed of on -site, the cartridges cleaned, and replacement media be installed into the cartridges. All spent filter media shall be disposed of in accordance with local regulations. 5. Upon completion of inspection/service, re -install the manhole access cover(s). 6. The manhole cover(s) and/or grate(s) shall be replaced. Inspection / Maintenance Requirements Listed below are some recommendations for equipment and training for personnel to inspect and maintain a FloGard® Perk Filter system. Personnel — OSHA Confined Space Entry Training is a prerequisite for entrance into a system. In the state of California personnel should be CalOSHA certified. Equipment — Record Taking (pen, paper, voice recorder) Proper Clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) Flashlight Tape Measure Measuring Stick Pry Bar Traffic Control (Flagging, barricades, signage, cones, etc.) First aid materials Debris and Contaminant collectors Debris and Contaminant containers Vacuum Truck Disposal of Gross Pollutants, Hydrocarbons, Sediment, and Filter Media The collected gross pollutants, hydrocarbons, sediment, and filter media shall be disposed of in accordance with local, state and/or federal agency requirements. KrlStar Enterprises, Inc. 360 Sutton Place Santa Rosa, CA 95407 (800) 579-9819 www.krlstar.com Appendix A WWHM Output Predeveloped Basin Fil. 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Gringorten -=i Oil and Water Coalescing Plate Separator Calculation IStep 1, Determine the WO design flow J WQ design flow (Q) = 0.0302 cfs or 13.2 gpm A: naves, -Water quaLty r Rua lln I inr BAtP f0[fiine�f� — iU18�YS15 24 hour V— `6,043 lane fell i 1I StendwdFtaw Rate fc 4 Slarxiard Row Rafe t'chsl 15 thmula Flaw Rate—15 Minute Flow race Durations Flow Frequency Water Qudly Hvrbograph WeUmid Fluctuation Analyze datasets I PDC1 PDC2 PDC3 F PQC4 All Dalasels I Flow Ste a Precip I Evap Flood Frequency Method r Lo2 Pennon Type III 170 C' Webul r CumanL r. Gkvmten Ste 2: Calculate the plate minimum effective se aration area h At, - - 60Q - 60(0.0302) = 49.05 sf 0.00386 ""' ^ SQ 0.00386 1- 0.85 P 0.015674 where Sw = specific gravity of water = 1.0 So = specific gravity of oil = 0.85 µ = absolute viscosity of water (poises; use 0.015674 Q = water quality design flow rate (cfs) Ah = required effective (horizontal surface area of plate media (sf) Step 3: Calculate the collective projected surface area Ah = Ap = Aa(CosH) = 49.05 Step 4: Check with specific separator manufacturers Select Utility Vault 25-CPS Oil water separator coalescing - 20 GPM 1 1 1 j J I I J j Cover With C Adjustable Frame No. 38/25-TA 220 Ibs Suitable For H-20 'Nheel Load In Off —Street Locations Where Not Subjected To High —Density Traffic. Inlet Pipe Outlet Pipe With Sampling Tee B� Others — Facet® Coalescing Pack Vault No. 25-CPS 1,880 Ibs SCALE: 3/4" = 1'-0" r Recessed Lift Handle 25-CPS Outlet Pipe ' With Sampling Tee 2'-71" By Others 2 2'-3" Qldcastle Precast' 25-CPS 25-CPS Utility Vault File Name: 010-25CPS OIL WATER SEPARATOR PO Box 588, Auburn, Washington 98071-0588 Issue Date: 2010 COALESCING - 20 GPM Tel: (253) 839-3500 Fax: (253) 735A201 www.uvauburn.com ©2006-2010 Oldcostle Precast, Inc. 127 r_-m PROJECTED PLATE AREA = 64 Sq/ft ii 5- 22- I+ r-LJ'\14ylCyy I-- 25-CPS MAXIMUM PROCESS FLOW = 60 GPM l N ,.anized Diamond Plaie Covers w/ Boll —Down Locking INLET PIPE OUTLET PIPE With Sompling Tee 3/4" 0 Insert, w/ Hex Bolt 'Nith Sampling Tee _ yy By Others 2 Each Side, 2 Sides7 By Others IN �'1 ryry ttR O SIN r- LD 7" Di a- 1 I Hole N �N I 2 2,-92. IF SECTION AA STRUCTURAL NOTES: 1. Concrete: 28 Day Compressive Strength f'c= 70DD psi 2. Rebar: ASTM A-515 Grade 60 3. Mesh: ASTM A-185 Grade 65 4. Design: AC1-718--05 Bui n, Code AST44 C-980 Vnimum Slruclurol Design Looding For Underground Precast Concrete Water and t'.Yr=tler Structures" 5. Loads: HS-20 Truck Wheel w/ 30% Impact Per AASHTO GENERAL NOTES: 1 All Baffles and Weirs To Be 3/16" Steel Plate 2. Static Water Depth = 1'-4" 3. Contractor to: Supply and lnIiiall All Piping & Sampling Tees Drain In Ail Pipes Pill VYlth Clean Water Prior To "Stwt—.Up" Of System Verify All BLockoui Siga$ and LocatlonS SCALE: 3/4" = l'-0" I_ J `7" Dia. Hole 4 f � yO •�� T 1 1'-22 I �I INFORMATION NEEDED: Top Of Separator Elevations Inlet Pipe Size: nlet Pipe Elevation: Outlet Pipe Size: Outlet Pipe Elevation: BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS: Oil Specific Gravity. 0.88 Operoling Teperotwe: 50' Influent Oim l Cancentrplicn; 100 ppm Mean Oil Droplet Site: 130 Microns 0.033 rt min Oil Risd Rote. oestgne per .WGshinaton State Department Of Ecology 100% FLOW EFFLUENT COLLECTED RATE QUALITY SIZE 20 GPM 10 ppm 6D Micron LLOIdcastle Precast" 25-CPS 25-CPS Utility Vault File Name: 010-25CPS OIL WATER SEPARATOR PO Box 588, Auburn, Washington 98071-0588 Issue Date: 2010 COALESCING - 20 GPM Tel: (253) 839-3500 Fax: (253) 735-4201 www.uyauburn.com ©2006-2010 Oldcostle Precast, Inc, 127.1 WASNIN 6 T 0 N STATE 0EPABT 6IE NT OF ECOLOGY January 2013 GENERAL USE LEVEL DESIGNATION FOR BASIC AND PHOSPHORUS TREATMENT For Kristar Enterprises, Inc. F1oGard Perk FilterTM (using ZPC Filter Media) Ecology's Decision: Based on Kristar's application submissions, including the Draft Technical Evaluation Report, dated April 2010, Ecology hereby issues the following use level designations: 1. General use level designation (GULD) for the Perk FilterTM for basic treatment: Using a zeolite-perlite-carbon (ZPC) filter media as specified by Kristar. Sized at hydraulic loading rate of no more than 1.5 gpm/ftz of media surface area, per Table 1. Table 1. Desizu Flowrate Effective Cartridge Height (inches) 12 18 Cartridge Flowrate (gpm/cartridge) 6.8 10.2 2. General use level designation (GULD) for the Perk FilterTM for phosphorus treatment: • Using a zeolite-perlite-carbon (ZPC) filter media as specified by Kristar. • Sized at hydraulic loading rate of no more than 1.5 gpm/ft' of media surface area, per Table 1. 3. Ecology approves Perk FilterTM units for treatment at the hydraulic loading rates shown in Table 1, and sized based on the water quality design flow rate. Calculate the water quality design flow rate using the following procedures: Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology - approved continuous runoff model. ■ Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. ■ Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 4. These General Use Level Designations have no expiration date but may be revoked or amended by Ecology, and are subject to the conditions specified below. Ecology's Conditions of Use: Perk FilterTM units shall comply with the following conditions: 1. Design, assemble, install, operate, and maintain Perk FilterTM units in accordance with Kristar's applicable manuals and documents and the Ecology Decision. 2. Each site plan must undergo KriStar review and approval before site installation. This ensures that site grading and slope are appropriate for use of a Perk FilterTM unit. 3. Perk Filteemmedia shall conform to the specifications submitted to, and approved by, Ecology. 4. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a "one size fits all" maintenance cycle for a particular model/size of manufactured filter treatment device. Typically, Kristar designs PerkFilter systems for a target filter media replacement interval of 12 months. Maintenance includes removing accumulated sediment from the vault, and replacing spent cartridges with recharged cartridges. e Indications of the need for maintenance include effluent flow decreasing to below the design flow rate, as indicated by the scumline above the shoulder of the cartridge. • Owners/operators must inspect PerkFilter for a minimum of twelve months from the start of post -construction operation to determine site -specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. I + Conduct inspections by qualified personnel, follow manufacturer's guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. When inspections are performed, the following findings typically serve as maintenance triggers: • Accumulated vault sediment depths exceed an average of 2 inches, or • Accumulated sediment depths on the tops of the cartridges exceed an average of 0.5 inches, or • Standing water remains in the vault between rain events, or • Bypass occurs during storms smaller than the design storm. Note: If excessive floatables (trash and debris) are present, perform a minor maintenance consisting of gross solids removal, not cartridge replacement. 5. Discharges from the Perk FilterTM units shall not cause or contribute to water quality standards violations in receiving waters. Applicant: KriStar Enterprises, Inc. Applicant's Address: 360 Sutton Place Santa Rosa, California 95407-8121 Application Documents: • Perk FilterTM Final Report, prepared by: Office of Water Programs, California State University, Sacramento (September 2007) • Verification Phase of Perk FilterTM Tests with Zeolite-Perlite-Carbon Media and Zeolite- Carbon Media (August 2007) • Quality Assurance Project Plan KriStar Perk FilterTM Stormwater Treatment Performance Monitoring Project, October 2008 Draft • Technical Evaluation Report Volume 1: KriStar Perk FilterTM Stormwater Treatment System Performance Monitoring, April 2010 ■ Technical Evaluation Report Volume 2 - Appendices: KriStar Perk FilterTM Stormwater Treatment System Performance Monitoring, April 2010. Applicant's Use Level Request: General use level designation as a basic and Phosphorus treatment device in accordance with Ecology's Guidance for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol — Ecology (TAPE) January 2011 Revision. 29M Applicant's Performance Claims: j Capability to remove 80% of total suspended solids from stormwater runoff from sites with influent concentrations between 100 mg/L and 200 mg/L and provide effluent concentrations of 20 mg/L or less with influent concentrations less than 100 mg/L given a typical particle size distribution. • Capability to remove 50% of Total Phosphorus from stormwater runoff from sites with l influent concentrations between 0.1 mg/1 and 0.5 mg/l. Findings of Fact: Based on laboratory testing at a flowrate of 12 GPM per filter, the Perk FilterTM containing ZPC media had an average total suspended solids removal efficiency of 82% using Sil-Co-Sil 106 with an average influent concentration of 102 mg/L and zero initial sediment loading. Based on field-testing at a flowrate of 0.57 GPM/inch of cartridge height (17.25 inch diameter cartridge) (1.5 gpm per sq ft filter surface area), the Perk FilterTM containing ZPC media had an average total suspended solids removal efficiency of 82.4% for an influent concentration between 20 mg/L and 200 mg/l. The Perk FilterTM containing ZPC media had an average removal efficiency of 85.2% for an influent concentration between 100 mg/1 and 200 mg/l. Removal rates fell over time and dropped below 80% after approximately 10 months. • Based on field testing at a flowrate of 0.57 GPM/inch of cartridge height (17.25 inch diameter cartridge) (1.5 gpm per sq ft filter surface area), the Perk FilterTM containing ZPC media had an average total Phosphorus removal efficiency of 62.4% for an influent concentration between 0.1 mg/L and 0.5 mg/l. Removal rates tended to remain relatively constant during the 10 months of monitoring. Field Testing indicates that sediment accumulation in the Sediment Gallery during the 10 months of sampling was within the available volume for sediment. Thus, maintenance at a 6-month frequency (vacuuming of sediment from Inlet Gallery) as suggested by the manufacturer is sufficient. • Filter flows during bypass events utilize the full 30-inch height of the filter. Without bypass, an unknown amount of filter is used. Comparing the flow through the filter during bypass events with the design flow rate shows that the KriStar system falls below the design flow rate after approximately 10 months of operation. Percent removal of TSS falls below 80% after approximately 10 months. There are earlier data points below 80% but these are from low influent concentration storms I Other Perk FilterTM Related Issues to be Addressed By the Company: 1. Kristar may perform additional monitoring to better determine the maintenance frequency for the filters with respect to design flow rate and Total Suspended Solids removal. Presentation of additional data may result in a modification to the requirements in this Use Level designation document. Technology Description: Contact Information: Applicant: Applicant website: Ecology web link: Download at www.kristar.com Mike Kimberlain Kristar Enterprises, Inc. 360 Sutton Place Santa Rosa, CA, 95407 (706) 743-6328 m k i niberl a in (cakrist a r. c oin www.kristar.com ht ://www.ec .wa. oil ro ramslw /stormwater/newtechJindex_html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.go RPvicinn Nietne-V Date Revision March 2008 Original Draft use -level -designation document June 2010 Revise Use Level to General January 2013 Modified Design Storm Description, added Revision Table, formatted document to match EcoloZy standard l I I 1 1 I I i i i d Stormwater Pollution Prevention Plan For Progressive Insurance Regional Claims Office Prepared For Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner Zaremba Group, LLC 14600 Detroit Ave Ste 1500 Cleveland, OH 44017 Developer Zaremba Group, LLC 14600 Detroit Ave Ste 1500 Cleveland, OH 44017 Operator/Contractor Zaremba Group, LLC 14600 Detroit Ave Ste 1500 Cleveland, OH 44017 Project Site Location 34001 Pacific Highway South Federal Way, King County, WA 98003 Certified Erosion and Sediment Control Lead To be determined SWPPP Prepared By ESM Consulting Engineers, LLC �8`=� 33400 8th Avenue South, Suite 205� Federal Way, WA 98003 (253) 838-6113 FEB 0 7 Laura Bartenhagen, P.E. CITY OF FF DE,. RA SWPPP Preparation Date CQ5 February 9, 2014 Approximate Project Construction Dates March 1, 2014 to December 31, 2014 -A. Stormwater Pollution Prevention Plan Contents 1.0 Introduction...............................................................................................................................4 2.0 Site Description........................................................................................................................6 2.1 Existing Conditions...........................................................................................................6 2.2 Proposed Construction Activities......................................................................................6 3.0 Construction Stormwater BMPs...............................................................................................8 3.1 The 12 BMP Elements .......................................................................................................8 3.1.1 Element #1 — Mark Clearing Limits. .8 3.1.2 Element #2 — Establish Construction Access......................................................8 3.1.3 Element #3 — Control Flow Rates........................................................................9 1 3.1.4 Element #4 — Install Sediment Controls.............................................................9 3.1.5 Element #5 — Stabilize Soils.............................................................................11 i 3.1.6 Element #6 — Protect Slopes.............................................................................12 1 3.1.7 Element #7 — Protect Drain Inlets ........................ .12 3.1.8 Element #8 — Stabilize Channels and Outlets...................................................13 3.1.9 Element #9 — Control Pollutants.......................................................................13 1 1 3.1.10 Element #10 —Control Dewatering................................................................14 3.1.11 Element #11 —Maintain BMPs.......................................................................14 3.1.12 Element #12 — Manage the Project..................................................................15 ' 3.2 Site Specific BMPs....................... ..18 3.3 Additional Advanced BMPs............................................................................................18 4.0 Construction Phasing and BMP Implementation...................................................................19 i 5.0 Pollution Prevention Team......................................................................................................2U 5.1 Roles and Responsibilities .............. 5.2 Team Members................................................................................................................21 6.0 Site Inspections and Monitoring.............................................................................................22 6.1 Site Inspection.................................................................................................................22 6.1.1 Site Inspection Frequency................................................................................22 6.1.2 Site Inspection Documentation. .23 6.2 Stormwater Quality Monitoring......................................................................................23 6.2.1 Turbidity Sampling...........................................................................................23 i6.2.2 pH Sampling ................................................ ........................... ...24 7.0 Reporting and Recordkeeping................................................................................................26 7.1 Recordkeeping.................................................................................................................26 7.1.1 Site Log Book...................................................................................................26 7.1.2 Records Retention.............................................................................................26 7.1.3 Access to Plans and Records............................................................................26 7.1.4 Updating the SWPPP........................................................................................26 7.2 Reporting.........................................................................................................................27 11 l Stormwater Pollution Prevention Plan 7.2.1 Discharge Monitoring Reports.........................................................................27 7.2.2 Notification of Noncompliance.......................................................................•27 7.2.3 Permit Application and Changes . •27 Appendix A — Site plans Appendix B — Construction BMPs Appendix C — Alternative BMPs Appendix D — General Permit and Notice of Intent Appendix E — Site Log and Inspection Forms Appendix F — Engineering Calculations � Appendix G — SWPPP Amendment Log Appendix H — Notice of Termination Form 1 1 I I j I Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared per the requirements of the Washington State NPDES Construction Stormwater General Permit Conditions of Approval for Progressive Insurance Regional Claims Office construction project in King County, Washington. The site is located at 34001 Pacific Highway South, City of Federal Way, King County Washington (Latitude: 47.29572; Longitude:-122.31664). The existing site is undeveloped land. The proposed development consists of grading, roadway and utility construction phase and commercial building construction phase with an estimated total/disturbed area of 3.22 acres. Construction activities will include demolition of existing building, clearing & grading, roadwork, utilities installation, foundation excavation, commercial building construction, and landscaping. Construction is scheduled to begin on March 1, 2014 and estimated to be completed on December 31, 2014. The site development will be constructed in one phase and the home construction will be constructed in multiple phases. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on November 11, 2013. The template has been revised to incorporate all of the required items in the General NPDES Permit as well as provide more project specific BMPs that will be utilized on site. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005) and in the King County Surface Water Design Manual (KCSFfDM 2009). The report is divided into seven main sections with several appendices that include Stormwater Pollution Prevention Plan stormwater related reference materials. The topics presented in the each of the main sections are: ■ Section i - INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. ■ Section 2 - SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post --construction conditions. ' Section 3 - CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP. ■ Section 4 --- CONSTRUCTION PHASING AND BMP IMPLEMENT-ATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. ■ Section 5 - POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non - emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector ■ Section 6 - INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. ■ Section 7 - RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A Appendix B JAppendix C Appendix D Appendix E Appendix F Appendix G Appendix H - Site plans - Construction BMPs - Alternative BMPs - General Permit and Notice of Intent - Site Log and Inspection Forms - Engineering Calculations - SWPPP Amendment Log - Notice of Termination Form i -J I Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The site is located at 34001 Pacific Highway South, City of Federal Way, King County Washington. A site vicinity map is provided in Appendix A. The site is 3.22 acres in size. The existing natural stormwater runoff from the site drains from west to east. The site drains to the west via ground sheet flow. According to the Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report dated May 16th, 2013 by Associated Earth Science Inc., the site is covered with sand and gravel recessional outwash (Qvr) over till deposits (Qvt). The site is predominantly undeveloped with native plants. There are no known pollutants associated with the past use of the property. The receiving waters for the project's stormwater generally sheet flows from west to east within the project site. The property is ultimately tributary to Brook Lake located southwest from the project site. The King County has jurisdictional authority for Stormwater Pollution Prevention. There is no existing wetland tributary located within the project site. There is no additional critical areas (ie. high erosion, landslide, etc.), endangered species, or historical sites are located within the areas of construction activity. The construction activities will only occur within the proposed clearing limits and all runoff waters will be prevented from entering sensitive areas by BMPs used with the site. 2.2 Proposed Construction Activities The proposed development includes site development and commercial building construction. Site development construction includes the following activities: clearing, grubbing, major grading activities, and infrastructure construction including oil/water _r separator and water quality treatment system construction. Material storage areas and equipment staging areas will be provided on site. The storm drainage conveyance system will route stormwater runoff from the site to water quality system located on the west side of the project. The project will not involve on site crusher plants or asphalt plants. Once the site development is complete, building construction will begin within the site and followed by parking lots grading & landscapes. The construction activities include installation of temporary erosion control measures and l BMPs, trench for foundations, vertical -construction of commercial building, tie in of j utilities to the building, trenching and installation of irrigation systems, fine grading for landscape installation and installation of landscape. The schedule and phasing of BMPs during construction is provided in Section 4.0. There will be no storm water treatment facility built on site. 1 C Stormwater Pollution Prevention Plan The following summarizes details regarding site areas: a Total site area: 8.30 acres ■ Percent impervious area before construction: <1 % a Percent impervious area after construction: 40f% 0 Disturbed area during construction: 3.22 acres ■ Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 1.90 acres ■ The project's disturbed area is being directed to a previously approved water quality and flow control system that has accounted for the project's disturbed area. Based on this, storm drainage volumes and flow rates have been excluded from this document as it has been previously addressed by the plat approved civil construction drawings. In the event site area is increased or reduced, Department of Ecology shall be notified within 30 days. FA ^1 Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs The following sections describe BMPs that will be utilized during the construction of the project. Alternate BMPs for the 12 BMP Elements are included in Appendix C along with a description as to where, when, and how. they will -be applied to the site as a quick reference tool for the onsite inspector in the event the BMP(s) listed in the following l sections are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1 The 12 BMP Elements 3.1.1 Element #1— Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: • Silt Fence (BMP C233) Silt fencing is being used to not only sediment control it is also being used to mark clearing limits which also coincide with the site boundary. ■ Stake and Wire Fence (BMP C104) f Install Stake and Wire Fence around trees to be retained. See Appendix C for alternative BMPs as well as a description of where, when, and how they will be applied on site. 1 3.1.2 Element #2 — Establish Construction Access ` 4 Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: 8 ,J Stormwater Pollution Prevention Plan • Stabilized Construction Entrance (BMP C105) I Stabilized construction entrance will be placed at the access routes onto the site from existing roadway at the start of the site development phase. * Early application of quarry spall base on areas to be paved. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary. Remove sediment from roads by shoveling, sweeping, or pickup and transport of the sediment to a controlled sediment disposal area. Conduct street washing only after sediment removal in accordance with Special Condition S9.D.2.d. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging off site into catch basins, stormwater conveyance systems, creek, or rivers that connect to waters of the State. See Appendix C for an alternative BMP as well as a description of where, when, and how it will be applied on site. 3.1.3 Element #3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: ■ Temporary Sediment Pond (BMP C241) Proposed temporary sediment ponds are located at the low points around 1 the project site, will be used for sediment removal. See Appendix C for an alternative BMP as well as a description of where, when, and how it will be applied on site. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). J In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 1 3.1.4 Element #4 — Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an 9 J r-� Stormwater Pollution Prevention Plan infiltration facility. The specific BMPs to be used for controlling sediment on this project include: • Silt Fence (BMP C233) • Storm Drain Inlet Protection (BMP C220) During the site development phase, silt fence will be used along the perimeter of the project to prevent sediment from leaving the site. Storm Drain Inlet Protection will be provided one storm drainage structures are installed. During the home building phase, sediment control will not be necessary on all lots prior to disturbance, as many of the lots will be flat with well established grass cover. Temporary stabilized lots with slope, or less well established grass cover will be inspected during wet weather conditions and, if required, silt fence may be used as a sediment control. Before removing vegetation on the lots, silt fence will be installed as a sediment control behind curb (location will be defined on the site map and type of control will be dependent on the slope of the lot and total area needing protection). Catch basins and storm drain inlets in the roadways adjacent to construction will have filter socks installed prior to construction activities on the lots. See Appendix C for an alternative BMP as well as a description of where, when, and how it will be applied on site. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads 1 can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during + construction, the structure will be protected from excessive sedimentation with adequate } erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. 10 I Stormwater Pollution Prevention Plan The following BMPs will be implemented as end -of -pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end -of -pipe sedimentation controls. r�■ Temporary Sediment Pond (BMP C241) ' Construction Stormwater Filtration (BMP C251) ' Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element #5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: a Temporary and Permanent Seeding (BMP C120) a Mulching (BMP C121) a Sodding (BMP C 124) a Dust Control (BMP C140) During the site development phase, mulching will be used for areas that will be unworked for more than 2 days. Temporary seeding will be applied to areas that will be unworked for more than seven days. During the building phase, the construction area will be significantly stabilized 1 through well established grass cover. Areas cleared for building foundations or utility and irrigation placement will be temporarily stabilized by one of the following methods which are based on period exposed soils are left unworked: ■ If exposed soils are left unworked for more than 7 days during the dry season and 2 days during the wet season but less than 30 days, mulching shall be applied. ' If exposed soils are left unworked for more than 30 days, temporary or permanent seeding shall be applied. Following final or fine grading activity in the front yard, sod shall be placed on exposed soil to provide permanent and immediate erosion protection. Dust control will be applied as necessary during dry periods 11 �1 Stormwater Pollution Prevention Plan See Appendix C for alternative BMPs as well as a description of where, when, and how they will be applied on site. The project site is located west of the Cascade Mountain Crest. As such, no soils shall j remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or (I weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element #6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: • Temporary and Permanent Seeding (BMP C120) The maximum slope on site is 2:1 located around the site. Sloping areas will be treated as described under Element #5 above. See Appendix C for alternative BMPs as well as a description of where, when, and how they will be applied on site. 3.1.7 Element #7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection • Excavated Drop Inlet Protection • Block and Gravel Drop Inlet Protection I E ■ Gravel and Wire Drop Inlet Protection F� • Catch Basin Filters 1 12 Stormwater Pollution Prevention Plan Alternative BMP not included in the SWMMWW (2005) or KCSWDM (2009) If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 — Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: • Interceptor Dike and Swale (BMP C200) • Outlet Protection (BMP C209) During the site development phase, interceptor dikes and swales shall be constructed down slope of construction site to convey storm water to an erosion control facility. Outlet protection will be constructed at the outlet location of the storm drainage piping. See Appendix C for alternative BMPs as well as a description of where, when, and how they will be applied on site. The project site is located west of the Cascade Mountain Crest. As such, all temporary on -site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1 A, 10-year, 24- hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1- hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). J 13 Stormwater Pollution Prevention Plan 3.1.10 Element #10 — Control Dewatering There will be no dewatering as part of this construction project. No alternative BMPs are proposed for this BMP Element. 3.1.11 Element #11— Maintain BMPs The following sections describe the controls, including storage practices to minimize exposure of the materials to storm water as well as spill prevention and response practices. All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Vehicles, construction equipment, and/or petroleum product storage/dispensing: • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. Secondary containment such as drip pans will be placed under any leaking vehicles or equipment. All petroleum product storage containers will be placed in secondary containment (see spill prevention and control below). • On -site fueling tanks and petroleum product storage containers shall include secondary containment. • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Chemical storage: + • Any chemicals stored in the construction areas will conform to the appropriate source control BMPs listed in Volume IV of the Ecology stormwater manual. In Western WA, all chemicals shall have cover, containment, and protection provided on site, per BMP C153 for Material Delivery, Storage and Containment in SWMMWW 2005 • Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application procedures and rates shall be followed. A 1 J 14 cm Stormwater Pollution Prevention Plan Concrete and grout: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). Sanitary wastewater: j ■ Proper sanitary and septic waste management are waste management and l material pollution controls that prevent the discharge of pollutants to stormwater from sanitary and septic waste by providing convenient, well - maintained facilities, and arranging for regular service and disposal. Implement as follows: o Facilities should be located away from drainage facilities, watercourses, f and from traffic circulation. o Provide a sufficient quantity of facilities to accommodate the workforce. o Temporary sanitary facilities must be equipped with containment to prevent discharge of pollutants to the stormwater drainage system of the receiving water. o When subjected to high winds or risk of high winds, temporary sanitary 1 facilities should be secured to prevent overturning. o Sanitary facilities should be located in a convenient location. o Sanitary or septic wastes should be treated or disposed of in accordance with state and local requirements. o Sanitary facilities should be maintained in good working order by a licensed service. Solid and Liquid Waste: • Solid and liquid waste generated during construction such as construction materials, contaminated materials, and waste materials from maintenance activities will be prevented from entering the waters of the State. Solid and liquid waste shall be handled in accordance with BMPs for Storage of Liquid, t Food Waste, or Dangerous Waste Containers and BMPs for Loading and Unloading Areas for Liquid or Solid Materials. i o Solid waste will be stored in secure, clearly marked containers. o Promptly contain and clean up solid and liquid pollutant leaks and spills including oils, solvents, fuels, and dust from manufacturing operations on 1 any exposed soil, vegetation, or paved area. o Sweep paved material handling and storage areas regularly as needed, for the collection and disposal of dust and debris that could contaminate stormwater. Do not hose down pollutants from any area to the ground, storm drain, conveyance ditch, or receiving water unless necessary for dust control purposes to meet air quality regulations. J 3.1.12 Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: 15 I J Stormwater Pollution Prevention Plan " Design the project to fit the existing topography, soils, and drainage patterns. ■ Emphasize erosion control rather than sediment control. ■ Minimize the extent and duration of the area exposed. " Keep runoff velocities low. ■ Retain sediment on site. ■ Thoroughly monitor site and maintain all ESC measures. " Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction ■ The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. ■ Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations ■ From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: ❑ Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and Limitations on activities and the extent of disturbed areas; and ❑ Proposed erosion and sediment control measures. 16 6.M Stormwater Pollution Prevention Plan ■ Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. ■ The following activities are exempt from the seasonal clearing and grading limitations: ❑ Routine maintenance and necessary repair of erosion and sediment control BMPs; 1 © Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and ❑ Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions ■ Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring ■ All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: ❑ Assess the site conditions and construction activities that could impact the quality of stormwater, and ❑ Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. ■ A Certified Erosion and Sediment Control Lead shall be on -site or on -call at all times. " Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any 17 I WIN I I Stormwater Pollution Prevention Plan pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP ■ This SWPPP shall be retained on -site or within reasonable access to the site. ■ The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. ■ The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 3.3 Additional Advanced BMPs Additional advanced BMPs are not warranted at this time. IV I Stormwater Pollution Prevention Plan 4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. ■ Estimate of Construction start date: ■ Site Development Construction o Mobilize ESC and Install measures: o Clearing and Grubbing o Grading Activities o Utility Construction o Roadway Construction • Commercial Building Construction Day 1 2-3 days after start of construction 2-3 days after ESC Installation 2-3 days after Clearing and Grubbing 2-3 days after Grading Activities 2-3 days after Utility Construction All days noted above are work days not calendar days. 19 IJ Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. ■ Resident Engineer — For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the -� owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative ■ Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency. Go to the following website to get = the name and number for the Ecology contact information: http : //www. ecy_. wa.go u/oTg. htm l . `j ■ Emergency Owner Contact — individual that is the site owner or JJ representative of the site owner to be contacted in the case of an emergency. } ■ Non -Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. * Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. J J J20 11 11 I I I I i I j Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) To be determined Resident Engineer Laura Bartenbagen, P.E. (253) 838-6113 Emergency Ecology Contact (DOE) Kevin Fitzpatrick (425) 649-7033 Emergency Owner Contact Todd Hamula (213)374-5020 Non -Emergency Ecology Contact Clay Keown (360) 407-6048 Monitoring Personnel To be determined j 21 �I Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring _ Monitoring includes visual inspection, monitoring for water quality parameters of I concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on -site construction activities and will include: 1 ■ A record of the implementation of the SWPPP and other permit 1 requirements; ■ Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may lfunction as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. f 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 22 .--mj Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation lThe site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this -� SWPPP document, but will be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Sampling Turbidity sampling and monitoring will be conducted during the entire construction phase of the project. Sampling will be conducted at least once per calendar week at all 1 discharge points where stormwater associated with construction activity (or authorized non-stormwater) is discharged off site. Sample locations will clearly marked in the field with a visible marker and will be designated on the Site Map. If sampling locations change during construction, the field marker(s) and the site map will be updated to reflect such changes. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2011 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the j discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension Jwithin the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until: a) Turbidity is 25 NTU (or lower); or b) Transparency is 33 cm (or greater); or c) The Permittee has demonstrated compliance with the water quality limit for turbidity: 1 i 23 �i Stormwater Pollution Prevention Plan 1) No more than 5 NTU over background turbidity, if background is less than 50 NTU, or 2) No more than 10% over background turbidity, if background is 50 NTU or greater; or d) The discharge stops or is eliminated. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off -site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 6.2.2 pH Sampling If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project), pH monitoring shall be performed as set forth below. Note: In addition, discharges to segments of water J bodies on Washington State's 303(d) list (Category 5) for high pH are subject to a numeric effluent limit for pH; refer to Special Condition S8. 1. For sites with significant concrete work, begin pH monitoring period when the concrete is first poured and exposed to precipitation, and continue weekly throughout and after the concrete pour and curing period, until stormwater pH is in the j range of 6.5 to 8.5 (su). J 2. During the applicable pH monitoring period defined above, obtain a representative sample of stormwater and conduct a pH analysis at least once per week. 3. Monitor the pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete 24 1 I I I 1 l Stormwater Pollution Prevention Plan work or engineered soils before the stormwater discharges to surface waters. 4. The benchmark value for pH is 8.5 standard units. Anytime sampling indicates that pH is 8.5 or greater, either: a. Prevent (detain) the high pH water (8.5 or above) from entering storm sewer systems or surface waters; or 5. a b. If necessary, adjust or neutralize the high pH water until it is in the range of pH 6.5 to 8.5 (su) using carbon dioxide (CO2) sparging (liquid or dry ice). Obtain written approval from Ecology before using any form of chemical treatment other than CO2 sparging or dry ice. Perform pH analysis on site with a calibrated pH meter, pH test kit, or wide range pH indicator paper Record pH monitoring result and actions taken to correct pH in the site log book. Report results in monthly discharge monitoring reports (DMRs) as described in Section 7.0 of this SWPPP 25 • Yl Stormwater Pollution Prevention Plan 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on -site construction activities and will include: ■ A record of the implementation of the SWPPP and other permit requirements; a Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), p this Stormwater Pollution Prevention Plan, and any other documentation of compliance }� with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance Z with permit condition S5.C. 7.1.3 Access to Plans and Records r The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 26 U Stormwater Pollution Prevention Plan 7.2 Reporting 7.2.1 Discharge Monitoring Reports If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period, the Permittee shall submit the form as required, with the words "No -� discharge" entered in the place of monitoring results. The DMR due date is 15 days following the end of each month. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of f the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Any time turbidity sampling indicates turbidity is 250 nephelometric turbidity units (NTU) or greater or water transparency is 6 centimeters or less, the Ecology regional office will be notified by phone within 24 hours of analysis as required by permit condition S5.A (see Section 5.0 of this SWPPP for contact information). In accordance with permit condition S4.F.6.b, the Ecology regional office will be notified ` ] if chemical treatment other than CO2 sparging is planned for adjustment of high pH water (see Section 5.0 of this SWPPP for contact information). 7.2.3 Permit Application and Changes In accordance with permit condition S2.A, a complete application form will be submitted Ito Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. J 27 i I I t I J J Stormwater Pollution Prevention Plan Appendix A — Site Plans Appendix Stormwater Pollution Prevention Plan Vicinity Map s sr NET TO SCALE n S 324TH ST :CE1fBRla1G.' H 5 3 "m Lm ............ d% S 339N sr LAKE SITE 3407H St PM s S 342ND ST 5 344TH ST lei S 34M St rtn�as sr PARK LAKE GENEVA ........... .. C ... 11 . "I " "' LAn 352ND ST s 35M sr Appendix �i A PORTION OF THE S.E. 1/4 OF THE N.E. 1/4 OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 04 EAST, W.M. SEDIMENT POND BOTTOM WIDTH 12' BOTTOM LENGTH 45' TOP WIDTH 45' TOP LENGTH 78' SIDE SLOPES 3:1 (TYP.) OVERFLOW ELEV. 296.0 TOP RISER PIPE ELEV 295.0 BOTTOM ELEV 291,5 TOP POND 1 297.0 ORIFFICE DIAIAIIER (IN) 1.90' RISER SIZE (IN) 12' PERVIOUS AREA-314,865 SF APPRO)[IRTHWORK ❑LIH1JT117E5 !ElATE EA�HW FILTER FABRIC FENCE IMPERVIOUS ARFA-45,376 INSTALL AT CLEARING CUT = 5,183 CY LIMITS. (TYP.). SEE FILL = 3,236 CY DETAIL SHEET GR-03 STRIPPING = 3.751 CY CLEARING LIMITS, (TYP.) INLET PROTECTION, FOR PERMI•f pURPO5E8O�LY, OWVTTTrES ARE'NEAT LRIE'VARDAGES Mi SEE DETAIL NTTHOUTALLOWANCE FOR SHRINKOR SWELL. II ISTHE CONTRACTORS I FT. _ SHEET GR-03 RESPONSIBILfI'1' TO CALCULATE ALL YARDAGES FORBID PURPOSES. OF STRIPPING WAS ASS OM- -� lis i � ' � � • ��„� � I � ROAD "A - ! t I j I' �� I ' ,�� 7 •�"-� II (SEE PROFILE ON SHEET RDI I _... IV- 304,07 SED9IENT POND. SEE ' II i.._, ••INTERCEPTOR SWALE, ,++•- t �� ---- s `f_ :! .' r fl TA9LE iF,K SF7fET AND (TYP.) SEE DETAIL _ _ �- , j ,NSTALL L) SHEET GR-03 1 J —� -` .: `._ / CONSTRUCTION DETAILS ON SHEET CR-D3 ��..��^ENTRANM !!II! • �"' 'R l ` DETAIL SHEET Ll . /] ` ~'` �- �� f r-----^- �. T�"3j-��. / •O TOP OF ASPHA \ 1.9' I f ti.�. - t (• GR-03 f K r � I � �--•— � �^ 4{ I •'.'f�i � H�,''• s�J : t.,: T.,IG• �� I gs _1� ,.� Exam I zos ��y/l�IS �y3�� '•. f� I, �J�l�,; I. �� ``7� r � I l f I r/( ',� ��r� �f.:, % i.r- � g� � � /a g � ram`•• ,� '�� I �^ � - �.1 ! -y � — � �;.. I ) � � `dye •� ,_� JJfJ � ' ;I !. , f + �� -�� Ste• 302. S i}. �}' t%,,I'+' 1.OR �Y'. '. . - - ,_w.-::.'..:. -• �:5-.. .. �:y +r PRESERVE AND r I f 1 f r I �r '•� f•, r : I# \7� !7• PROTECT IN P BUSTING DITCHLACE f1 ]Li/,F- '�• + SEE PARKING GRADING "� t f. DETAIL -0) �O ON SHEET GR-03-J i- I p +-� +r n;^, J },y�"T c• JR-- 1:�' 2.OX 12Z I�ff r rj ! [3 ` T.Ox I �••'. 1 1�+ ' f J CONSTRUCTION SECliJEfVC I+ ; ;� i vF �'- f rr PROPOSED SBU LADING _ fPRE -CONSTRUCTION MEETING. # {r 3I POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR (MAY , %'; j� J I r + �• BE CONSOLIDATED WITH THE REOUIRED NOTICE OF CONSTRUCTION SIGN). FLAG OR FENCE CLEARING LIMITS. I� +•1.1X JiJ!•, r 2.OX jJ i rr INSTALL PERIMETER PROTECTION, SUCH AS FILTER FABRIC FENCE. WHERE I J I JI Y , I - ''^� � - I'D INDICATED.+.105- _ - - .-. - • i "y' '� 1 GRADE AND INSTALL ROCK -LINED CONSTRUCTION L?ITRANCE(S). I _ x-O'.(L -12X%, 'r 30`a`•+O •yT__�.�';� INSTALL SEDIMENT BARRIERS OVER EXISRNG CATCH BASINS. lif f i ti �y�_Tq CLEAR TO LIMITS SHOWN ON PLANS AND INSTALL INTERCEPTOR DITCHES. I CONSTRUCT SEDIMENT TRAP. I I I �3 �a, \ .- _ ..- .... _ { •! + +,}' . �' - ,.OR%\ _�''+ / ' ROUGH GRADE PARKING AREA. I 0. INSTALL SANITARY SEWER SYSTEM. I •( it 1 7' \�`'TI ...c ! + ' . 1. INSTALL STORM DRAINAGE SYS" AND STORMWATER CARTRIDGE FILTERS. 2. INSTALL DOMFSDC WATER SYSTEM. _ 3. INSTALL SEDIMENT BARRIERS OVER CATCH BASINS. I` - P I + i �� 4. FINE GRADE FOR CURB AND GUTTER. SIDEWALK, PAVEMENT, ANDr1+3O4•30, LANDSCAPING. 5. INSTALL CURB. GUTTER. AND SIDEWALK. f I / E '•, -�: f —--- 1.. 6. PAVE PARKING ATiEA ! ff ,I iii ] �l 11 Il 7. REMOVE SEDIMENT BARRIERS. f ''! r / 8. COMPLETE LANDSCAPING. f�sf 1 9. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF d I %ry •L� �� ""`—�! FEDERAL WAY STANDARDS AND MANUFACTURER'S RECOMMENDATDNS. .p y-•^^ y+tt }+,yo �y� f'--_...��:` _ .�'.,.... �'r��"'-r._. ,% .�`y' yaF- I� ■'' 0- RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES f I I i THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT I x !fig" JI CONTROL IS ALWAYS IN ACCORDANCE WITH CITY OF FEDERAL WAY 9 j, f I,J •i ram'! P( Fri 1� I \ 1" i r�! "' �jf•. y- x� I �'' !' :. STANDARDS. ! I E Y•" !1 ',. COVER ALL. AREAS THAT WILL BE UNWORKED FOR MORE 'am SEVEN F 7 i `>y7,A �f + + �Y2' .�� I i � 'A• 1 r± LAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET 5£AS ;• ! I i f �,�A3 i� y ' r I I �,yd I i ,•I cY ��'� WITH STRAW, WD00 FIBER MLILCk, COMPOST, PLASTIC SHEETING OR f I'3r 10s �•3 3'rY �_''' EOUNNf. AIEI f I ® � • I� •� n /f '2 STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. F j 2'O' '.3. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 L 2.DX .3D210 COT`ITOUR IERVAL=1' NT DAYS. '.i- UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE ■r `� �� _ t! ,,,:} 303 49 , I + ` I \ 2� y STABILI2E0, NYOROSEEf1EO AND Iii REMOVED APPROPRIATE • ~ � T S ' I I{". I I r )?�e�A SCALE: 1" = 2U' ] � _ _ _ � � .�. � _ �I t� l i 'i+ i � �, �a1 JI/ If i IT } �. � �jl � �. � -. / zo• ,a' o xo- w' 1 ��/ /. L' ° �— ��y�� / '' PERMIT NO. 13-105216-CO CITY OF FEDERAL WAY i 1 FILTER FABRIC FENCE. i .r + Ir INSTALL AT CLEARING i APPROVAL DATE LIMITS, (IYP.) SEE DETAIL SHEET GR-03 SIGNATURE INLET PROTECTION, SEE CLEARING LIMBS. (TYP.) DETAIL SHEET GR-03 II J n :. -.�� ►;� ��' �." it 'I:, II iA V. it r � I I, , I : + ` • � •�� STROU POl10. r� I.• { { .� ,•�1 �ls t -t .! ,I. , , �• / 78" FYC Ifl i}. t ! - .-_. —77 CONTOUR INTERVAL =1' sdRu rrr'ER i I i I 1 SCALE: 1"= 20' L SURFXE ` ELEIA31Ch1 271.9 _ lll((( i . I, r � � ' . 1 2tl' 1G' 0 �iL `vim ` •\�•, � �_ rc � 1 ' ' • 1 I �;. n', , � ,� _. �. err- r ELTc'1ATIQ71 Beg II �TOF 'ti �An �•I I '+,� � .., ' �� r � •� '`s. ` VPSTRF:.J 514E OF _ •� 1 � �..I..� �.� Wait - MID qI _ �f j 't •s - T• _ _� I .! ,CLEAAING LPN-. •(IYP.) _ �� •mow...-.� •••L ,• `•l Ir 11.E A i• •-: .Y ' L ..J - - , I L .LTETi FA9PoC FEKF • , , 1fit • •k _ t 1 tI Fl • INSFALL ASEE T C�LEARp7C .. j1, '-\ - •', ',� it �+ ~� -;' DEFAIL SFiEET GR-03 0 STORU VA15R MID WATER SURF:sE ELEVATION - 275R �•' r ` I - TOP OF 12- Gell t j .� I :; - f w •,IPW? EL: Ri'8.n7• 11•i :i ' x _ cn lye uj j� a �r' SLd y:aTEA PC n I+I It ul �! : r r sLLV..II011 2•IS.9 �.� t �: ! i 1 � Env! _ � � • � � Irr � , , � t +� P. 'J �/� '� J �� _ •.�_r _ �� ~� ^ l , - •• ~ I .. • . •I .• FlLTFR FASRIC rDfCF- // / f /-- "✓ �� _�� max^—'.� .~ ��_r'. - ,,� `` Y :r ;,:IHSTHJ. AT C EE i 1r /I/ f' .;� � � �� , • • � •� ` a/ :-._ �-�� --� .•�� ^�' !�� i � i DETAIL SHEET GR-03 I r• - r� , . �„ _ __ '._ _�— = • . i • i . CLEARING uNlrs. c1YP•] .� I' 1 r /r .•f •Y� f - .� rY�I� LSPOT CRETE �`..-� r_� � I � _ _- �• "` fir'"- � - -- ._� - � -i /' I+ ; ;' . ' r r 14 fr ' '`, _� µ _ ' ` l - - - - • - -_ �:f� PERMIT NO. 13-105216-CO ESP CITY OF FEDERAL WAY r I i� J�iE �} 1 wl� I��rSl.' r'•��`�'- --- _ _�. ram, SUSII L_SS r'fir�l{ 4 ' v r r:rr;�:. I ----- -- -• v�r »� �'` Crll' OF FEDERAL WAY 1'DNING 1=:4��1?Pi�ISE •rr. !�r/. r .` — —' _ .. .�—.' 202104-9?00 CITY OF FEDERAL WAY ZOWX : l+l.:'j.f ' lire r •ry-".T`---'.• • z7' .__�_� APPROVAL DATE J } r SIGNATURE w FILTER FABRIC MATERIAL 60' WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE - 2' BY 2' BY 14 GA WIRE FABRIC OR EQUN. In I I EI M OF - MFILTER MATERIAL ILI - - - - -� �!!'- - 8' BY 12'roTR NCH iv I F� 6' MAX. �I I 2" BY 4' WOOD POSTS, STANDARD OR BETTER OR EQUAL ALTERNATE: STEEL FENCE POSTS. 2'x4' WOOD POSTS, STANDARD BETTER OR EQUAL ALTERNATE: STEEL FENCE POSTS FILTER FABRIC MATERIAL 2* BY 2" BY 14 GA MI FABRIC OR EOLN. NEWLY GRADED OR DISTIL SIDE SLOPE IROVIDE NATIVE SOIL JACKFlLL IN TRENCH AND )N BOTH SIDES OF FILTER FABRIC XN THE SURFACE 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2- IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELZATION OF FLOWS PARN.LEL TO THE FENCE IF THIS OCCURS, REPLACE THE FENCE AND/GR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6- HIGH. S. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. FILTER FABRIC FENCE L) AIL NOT TO SCALE - 3' MIN. 1' FREEBOARD MIN. LFzv . 2' MIN. 0.5' MIN. SWALE FLOW LINE VARIES KEY ROCK INTO • DEPENDING ON SOIL CONDITIONS SWALE 3' MIN. SPACING BETWEEN CHECK DAMS: L = THE DISTANCE SUCH THAT POINTS A & B ARE OF EQUAL 2 ELEVATION r.:. L B NOTE IF THE IDS OR SCC DO NOT 2' TO 4" QUARRY SPACES IE.L•.NI�F_ REGULARLY RETAIN STORM RUNOFF, 3' MIN. THE CAPACITY AND/OR FREQUENCY OF THEM SAL BE INCREASED. ROCKROCK� X-SECTM IDS & SCC wl ROP CHECK DAM NOT TO SCALE RUNOFF WATER WITH SEDIMENT FILTER FABRIC CATCH BASIN W/GRATE GEOTEXOMATERIAL MATERIOVERFLOW ALTERED WATER INLET PROTCTION DETAIL NOTETO SCALE B' THICK MIN, PROVIDE ADI S7RAPPOONO OPEN COUPLING�� METAL SERA PIPE TACK WELD POLYETHYLENE PERFORATEDW1.6-1-Y. MIN. DRNWC TUBING. OVANETER MIN.2- LARGER THAN DEWATERINGAL7EiNATNEIY.METAL STAKES AND WIRE GRIME. TUBING SHALL COMPLY BE USED TO PREVENT FLOTATION WITH! ASTM F687 AND AASHTO M294. OIAL4�ERPER PlAHS. 8DEWATERING WRAP N/ ALTER FABRIC FULL LENGTH. ORME, SCHEDULE 40 °TBEL STU6 MINIMUM. RISER DETAIL EMBANKMENT COMPACTED TO 85%.� PERVIOUS MATERIALS SUCH AS GRAL OR SAND SHALL 12' CORRUGATED METAL RISER PIPE NOT BE USED. OPEN AT TOP (PRINCIPAL SPILLWAY)"\ 1.90' DEWATERING OUTLETPROHDE A REBAR TRASH RACK 12'0 OEWATERBNG DEVICE (SEE � MIN. 2' SESRIIYG D[PTF!-ti RISER DETAIL)� 1. SEDIMENT STOR�DEPrM3J 1 1.5' MA%IMUM 9'12' 0 S.D. ANTI -SEEP COLLARS WBNE BACKED SILT FENCE, STAKED HA.YBALES, WRAPPEDWITWEIGHTED BASE TO EQUIVALENT APPROVED EQUAL I FILTER P R OR " PREVENT FLOATATION EQUIVALENT CROSS SECTION B-B B" VARIES 6' l TOP ELEV. 'Tl S BOTTOM ELEV. ALL. BERMS SHALL BE CONSTRUCTED PER GED7ECHNICAL ENGINEERS RFCOMEtDATIONS- SEE SEDIMENT POND TABLE ON A SHEET GR-01 FOR ELEVATIONS CROSS SECTION A -A KEY DIVIDER INTO SLOPE TO PREVENT FLOW AROUND SIDES POND LENGDI SHALL W. 3 TO 4 TIMES THE MAAGILIL POND WIDTH ....... . ...A....... 13 -4. SILT FENCE OR EQUIVALENT OMDM POND PLAN VIEW SEDIMENT POND R = 25' MIN. (OPRONAL) NOT TO SCALE 4' - B' QUARRY SPALLS ROCK -LINED CONSTFELICTION ENTRANCE DETAIL NOT Tp RISER PIPE, SEE DETAIL ABOVE ,IlicA'k ,,,,yy,,Y°�I ;Lx '3'7�OOC Ox LS 9 i\$� l�n..I1� a DEPRESSED f PARTS CURB/SIDEWALK EROSIONJSEDIMENTATION CONTROL NOTES: 1. APPROVAL OF TADS ERDSTON AND SEDIMENTATION CONTROL (ESC) PLAN DOES NOT L'QNS ITUTE AN APPROVAL OF FERMANENT ROAD OR DRAINAGE Mnif (CG. SIZE AND LOCATION OF ROADS, PIPES. RESTRICTORS, CHANNELS. RE1ENTON FACILITIES, UMME% ETC.) 2. THE INPLRINTATION OF THESE ESC PLANS AND THE CONSTRUCTION. MAINTENANCE, REPLACEMENT. AND UPGRADING OF THESE F_SC FACILITIES IS THE RFSPONSIBUTY OF THE APPLICANT/ESC SUPERVISOR UNTIL ALL COHSRUCROI( {S AFPROVED. 3, THE BOUNOMES OF THIE CLEARING LIMITS SHOWN ON THUS PLAN SNAIL BE CLEARLY FLAGGED BY SURVEY TAPE OR FENCING. !F RELQUAREO. PRIOR TO CO1S'TRUCTION (SWW AFPENODL 0). DURING THE COHSTRUCTIOH PER1G0, NO DISTURDAWZ BEYOND THE CLEARING LIMITS SWILL BE pCIWI TED. THE CiERRiHC LIMITS STALL BE MANNTAINED BY THE APPLLGQNT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION, 4. STAofUZEO CONSTRUCTTON ENTRANCES SHALL BE INSTALLED AT THE DECINNINC OF CONSTRUCTION AND MAINTAINED FOR THE OURAT" of THE PRAMECT, ADDITIONAL MEASURES. SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS. MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK OUT TO ROM RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. 5. THE = FACILL7IES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN COMUNCT10N WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRAfWORT OF SIT TO SURFACE WATER$ DRAINAGE SYSTEMS, AND AWACENT PROPER'I IS MINIMIZED, 8. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MWUMI RUQUIRFJIEHLS FOR AANHCIPATM 5TTE CONDITIONS- DURING THE SHALLCON47RUGEON PEMCO, THESE ESC FACILITIES 09 UPGRADED AS NEEDED MR UNDMECTED ST(>RW EVENTS AND FIED TO ACCOUNT FOR 1.1UVN61NG SITE CONDITIONS { ADDITIOTNAL COVER MEASURES, ADOITKXHAL'SUMP PUMPS, ELOCAR TION Or BITCHES AND SO] FENCES, PERIMETER PROTECTION ETC). 7. THE MC FACILITIES SHALL BE INSPECTED DAILY We THE W:LIGWT�ESC SUPERVISOR AND MAINTAINED TO ENSURE COMTINVED PROPER FUNCTHTNNG. WRITTEN RECORDS $HALL BE KEPT OF Y REVIEWS Of THE ESC FACTURES. 6, ANY AREAS OF EXPOSED SOTS. 10CLUOING ROADWAY EMBANKMENTS. THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL LINE IMMEDLATELY STABILJZEO WITH THE APPROVED ESC COVER METHODS (LG., SMING, MULCHING. PLASTIC COVERING. ETC')' 9. ANY AREA NEEOWG ESC MEASURES, NOT REQUIRING TLDMMIC ATTENTION. SHALL BE ADDRESSED WITHIIN SEVEN (7) DRYS. 10, Tn ESC FACUJITES ON IHIACTW SITES SHALL BE INSPECTED AND MAINTAINED A MNDIUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A SIMM EVENT, 11. AT NQ TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASK ALL CATCH BA m AND CONVEYANCE LINES SHALL. BE Cl-LADLED PRIOR TO PAYING, THE CLEANING: OPERATICH S1W1 NOT FUM SEDIMENT -LADEN WATER Km THE DOWNSTREAM SYSTM 12. ANY PERMANENT RETRIMON/DETENTION FACILITY OSED AS A TEMPORAITC SETTLING BASIN SWILL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES ANO SHALL PROVIDE ADEQUATE STORAGE CAPACITY, IF THE Poil"ENT FACILITY IS TO FuNCTIOR LTIMATELY AS AN INFVTPATM" SYSTEM, THE AND SIDESUAAE AT LEAST THREE FEET ABOVE TILE FINAL GRADE Pr FACTHEPEERMMI NT FACRITY. trYy MUST BE ROUGH CRAM SO TTIAT THE BOTTOM COVER MEASURES WILL BE APPLIED IN CONFORMANCE WITH APPENDIX 0 OF THE SURFACE WATER DESIGN NIATIJAL TO IDENTLFY WHICH li, � TO THE INW44G OF THE WV SEASON PREPARATION FOR THE WINYEIt(0 RAINS. OUREIM AREAS SHALL BE SEEDED WITHCT, l)- AM D15WRUM AREAS SHALL SE IN ONE WEEK DF THE TIES BEGWNING OF THE WET SEASON, A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE GOES INSPECTOR FOR RENEW. 15.714E SOIL MOISTURE HOLDING CAPACITY OF ALL NEW PERWOUS SURFACE THAT AT PROTECT CONPLETION WILL NOT Ht: COMM BY IMPERVIOUS SURFACE OR INCORPORATED WTO A DRAINAGE FACILITY MUST RE PROTECTED. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED W A UINOWURSED STATE THE THE MAXIMUM $TENT FEASIBLE 16, ANY DUFF LITER OR TOPSOIL REMOVED DURING GRADINO $HALL BE STOCKMED ONSRE IN A DESIGNATED, OOdTROLLE'D AREA NOT ADJACENT TO PUBLIC RESCURCES AND CRITICAL AREAS. THE MATERIAL sNAL.L BE REAPPLIED 70 THE OTHER PORTIONS OF THE SIRE WNENE FEASIBLE. 17. THE TOPSOILLFEMOM SHALL BE AMENDED IN ANY AREA THAT HAS To TO MMMUTED FOR LOST OF MCWjUTEOR TIAT HAS HAD EHOLDIOR NC CAPACITY. THE AMLL OF THE OUFF NOMENT OR UNDERLYING TAKE PLACE BETWEEN 8 AND 13 PERCENT DRY WEHGKT AND A PH SIOABLE FOR THE PROPOSED LANDSCAPE PLANTS, EWERGIINCY OVERFLOW SPILLWAY W/ RIP -RAP PAD PER DETAIL THIS SHEET DISCHARGE TO STREAM ET SEASON SPEGML PRQVISI--QNS REQUI EMENTSSAREYILISTED HERE FORE CONVENIENCEMT E OESNIGNER AND THEM REVIEWER. LACED SECTIONS. THESE 1. THE ALLOWED TIME THAT A DITURBED AREA MAY REMAIN UNWORKED WTTHQUT COVER MEASURES IS REDUCED TO TWO CONSECUTIVE WORKING DAYS. RATHER THAN SEVEN. 2. STOCKPILES AND STEEP Cif£ AND FILL SLOPES ARE TO Be PROTECTED IF UNWORKEO FOR MORE THAN 12 HOURS- 3. CANER MATERIALS SUFFr" TO COVER ALL DISTURBED AREAS $ACLU. BE STOCKPILED ON SITE. 4. ALL AREAS THAT ARE TO BE UNWORKEO DURING THE WET SEASON SHALL BE SEEDED WITHN ONE WEEK OF THE BEGINNING OF THE WET SEASON. 5. MULCH IS REQUIRED TO PROTECT ALL SEEDED AREAS. 6. FTFTY LINEAR FEET OF SILT FENCE (AND THE NECESSARY STAKES) PER ACRE OF DISTURBANCE MUST BE STOCKPILED ON SITE 7. CONSTRUCTION ROAD AND PARKING LOT STABILIZATION ARE REQUIRED FOR ALL SITES UNLESS THE SITE IS UNDERLAIN BY COARSE -GRAINED SOIL I SE XPAERT RFTEHITION TS REQUIRED UNLESS NO OFFSRE NSOMCE 75 ANTICIPATED FOR THE SPECIFIED OESION FLOW. 9. SURFACE WATER CONTROLS ARE REQUIRED UNLESS NO OFFSRE DISCHARGE IS ANTICIPATED FOR THE SPECIFIED DESIGN FLOW. 10. PHMING AND MORE CONSERVATIVE EMPS MUST BE EVALUAIM FOR CONSTRUCTION ACTIVITY NEAR SURFACE WATERS, I,. ANY RUNOFF GENERATED BY DEWAMW MAY BE RECURRED TO DFSCKV= TO THE SANITARY SEWER (WITH APPROPRIATE DISCHARGE AUTHEORL7ATrONH)PORTABLE SAND FILTER SYSTEMS. OR HOLDING TANKS. 12. THE FREQUENCY OF MAINfLW4E REYIE'W INCREASES FROM MONTHLY TO WEEKLY' RIP -RAP PAD=12' MIN. ROCK LIMNG=B' MN. 6. MIN. OUTLET PIPE--- _- L" _ EXISTING GROUND 0111LET PIPE io - _ RIP RAP PM -T;• . ;'_ - TIP -RAP PAD=2 FEET DFLP l t . RON WING=1 FOOT DEEP PLAN.,,. PROFILE 1. ROCK LINING SHALL BE MARRY SPALLS WITH GRADATION AS FOLLOW: PASSING 3-INCH SQUARE SIEVE: lwx PASSING 3--INCH SQUARE SIEVE: 4O TO 60% KMIAUM PASSING 3/4-INCH SQUARE SIEVE 0 70 XO% MUIMUM 2. RIP -RAP SHALL BE REASONABLY WELL GRADED WITH GRADATION AS FOLLOWS: VAMUM STONE SIZE: 24 INCHES (NOMINAL DUMEIER) MEDIAN STORE SZE: 16 INCHES ANINNUM STONE 92E 4 INCHES DEPRESSED CURB/SIDEWALK PERMIT NO. 13-105216-CO OUTFALL ROCK LINED CITY OF FEDERAL WAY RIP -RAP PAD DETAIL NOT TO SCALE APPROVAL DATE SIGNATURE Stormwater Pollution Prevention Plan Appendix B — Construction BMPs Stake and Wire Fence (BMP C 104) Stabilized Construction Entrance (BMP C 105) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C 121) Sodding (BMP C124) Dust Control (BMP C 140) Concrete Handling (BMP C151) Material Delivery, Storage and Containment (BMP C153) Concrete Washout Area (BMP C 154) Certified Erosion and Sediment Control Lead (BMP C160) Interceptor Dike and Swale (BMP C200) Outlet Protection (BMP C209) Storm Drain Inlet Protection (BMP C220) Silt Fence (BMP C233) Temporary Sediment Pond (BMP C241) Appendix BMP C104: Stake and Wire Fence Purpose Fencing is intended to: (1) restrict clearing to approved limits; (2) prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and, (4) protect any areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits, stake or wire fence may be used: • At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. m As necessary, to control vehicle access to and on the site. Design and • See Figure 4.1 for details. Installation More substantial fencing shall be used if the fence does not prevent Specifications encroachment into those areas that are not to be disturbed. Maintenance • If the fence has been damaged or visibility reduced, it shall be Standards repaired or replaced immediately and visibility restored. Survey Flagging Baling Wire Do Not Nail or StapleWire to Trees TS' MK lfl'-2fl' Metal Fence Post —1 1 1 1 1 1-1 1 1-1 1 1-1 1 1—'I 1 1 1 1""1 1" 1 1 1'--'1 I! 1 1-1 1 12* IN. Figure 4.1 - Stake and Wire Fence February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-7 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and V See Figure 4.2 for details. Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length (100'). A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786-80a) 400 psi min. AOS (ASTM D4751) 1 20-45 (U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large -•lie �r -i- r e _ _ ____..._ ._. ill. ` r __ ._v .:__ ._ ..._ . E.l,-�C.�C.Ct7LLl1u, G�GG]� Gl,__41GiG 1� Li[Glt A.illlCiViti llfl Hog fuel (wood -based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. Fencing (see BMPs C103 and C104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume 11 — Construction Stormwater Pollution Prevention February 2005 ■ Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. ■ If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMPs C 103 and C 104) shall be installed to control traffic. ■ Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Driveway shall meet the requ"nements of the pemvatng agency it Is recommended that the entrance be crowned so that runoff "ad drains off the pad i Install drlvoway cOved it there Is a roadside ditch pros^m C-11' quarry sWe Geotextile �\�• 12' min. thickness �� '� �� Provide full width o1 ingress/egress area Figure 4.2 — Stabilized Construction Entrance February 2005 Volume ll — Construction Stormwater Pollution Prevention 4-9 BMP C120: Temporary and Permanent Seeding Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well -established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Seeding may be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. • Channels that will be vegetated should be installed before major earthwork and hydroseeded with a Bonded Fiber Matrix. The vegetation should be well established (i.e., 75 percent cover) before water is allowed to flow in the ditch. With channels that will have high flows, erosion control blankets should be installed over the hydroseed. If vegetation cannot be established from seed before water is allowed in the ditch, sod should be installed in the bottom of the ditch over hydromulch and blankets. • Retention/detention ponds should be seeded as required. Mulch is required at all times because it protects seeds from heat, moisture loss, and transport due to runoff. • All disturbed areas shall be reviewed in late August to early September and all seeding should be completed by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average protection. • At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched. Final stabilization means the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions or geotextiles) which will prevent erosion. Design and • Seeding should be done during those seasons most conducive to Installation growth and will vary with the climate conditions of the region. Specifications Local experience should be used to determine the appropriate seeding periods. • The optimum seeding windows for western Washington are April 1 through June 30 and September 1 through October 1. Seeding that occurs between July 1 and August 30 will require irrigation until 75 percent grass cover is established. Seeding that occurs between October 1 and March 30 will require a mulch or plastic cover until 75 percent grass cover is established. • To prevent seed from being washed away, confirm that all required surface water control measures have been installed. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-13 The seedbed should be firm and rough. All soil should be roughened no matter what the slope. If compaction is required for engineering purposes, slopes must be track walked before seeding. Backblading or smoothing of slopes greater than 4:1 is not allowed if they are to be seeded. New and more effective restoration -based landscape practices rely on deeper incorporation than that provided by a simple single -pass rototilling treatment. Wherever practical the subgrade should be initially ripped to improve long-term permeability, infiltration, and water inflow qualities. At a minimum, permanent areas shall use soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches the rototilling process should be done in multiple lifts, or the prepared soil system shall be prepared properly and then placed to achieve the specified depth. Y Organic matter is the most appropriate form of "fertilizer" because it provides nutrients (including nitrogen, phosphorus, and potassium) in the least water-soluble form. A natural system typically releases 2-10 percent of its nutrients annually. Chemical fertilizers have since been formulated to simulate what organic matter does naturally. C In general, 10-4-6 N-P-K (nitrogen -phosphorus -potassium) fertilizer can be used at a rate of 90 pounds per acre. Slow -release fertilizers should always be used because they are more efficient and have fewer environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over -application of fertilizer. Fertilizer should not be added to the hydromulch machine and agitated more than 20 minutes before it is to be used. If agitated too much, the slow -release coating is destroyed. There are numerous products available on the market that take the place of chemical fertilizers. These include several with seaweed extracts that are beneficial to soil microbes and organisms. If 100 percent cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed meal is a good source of long-term, slow -release, available nitrogen. Hydroseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 percent tackifier. Mulch may be made up of 100 percent: cottonseed meal; fibers made of wood, recycled cellulose, hemp, and kenaf; compost; or blends of these. Tackifier shall be plant - based, such as guar or alpha plantago, or chemical -based such as polyacrylamide or polymers. Any mulch or tackifier product used shall be installed per manufacturer's instructions. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of application. 4-14 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Mulch is always required for seeding. Mulch can be applied on top of the seed or simultaneously by hydroseeding. • On steep slopes, Bonded Fiber Matrix (BFM) or Mechanically Bonded Fiber Matrix (MBFM) products should be used. BFM/MBFM products are applied at a minimum rate of 3,000 pounds per acre of mulch with approximately 10 percent tackifier. Application is made so that a minimum of 95 percent soil coverage is achieved. Numerous products are available commercially and should be installed per manufacturer's instructions. Most products require 24-36 hours to cure before a rainfall and cannot be installed on wet or saturated soils. Generally, these products come in 40-50 pound bags and include all necessary ingredients except for seed and fertilizer. BFMs and MBFMs have some advantages over blankets: No surface preparation required; • Can be installed via helicopter in remote areas; • On slopes steeper than 2.5:1, blanket installers may need to be roped and harnessed for safety; They are at least $1,000 per acre cheaper installed. In most cases, the shear strength of blankets is not a factor when used on slopes, only when used in channels. BFMs and MBFMs are good alternatives to blankets in most situations where vegetation establishment is the goal. ■ When installing seed via hydroseeding operations, only about 1/3 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. One way to overcome this is to increase seed quantities by up to 50 percent. • Vegetation establishment can also be enhanced by dividing the hydromulch operation into two phases: 1. Phase 1- Install all seed and fertilizer with 25-30 percent mulch and tackifier onto soil in the first lift; 2. Phase 2- Install the rest of the mulch and tackifier over the first lift. An alternative is to install the mulch, seed, fertilizer, and tackifier in one lift. Then, spread or blow straw over the top of the hydromulch at a rate of about 800-1000 pounds per acre. Hold straw in place with a standard tackifier. Both of these approaches will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cost may be offset by the reduced need for: 1. Irrigation 2. Reapplication of mulch 3. Repair of failed slope surfaces February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-15 This technique works with standard hydromulch (1,500 pounds per acre minimum) and BFM/MBFMs (3,000 pounds per acre minimum). ■ Areas to be permanently landscaped shall provide a healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. This can be accomplished in a number of ways: Recent research has shown that the best method to improve till soils is to amend these soils with compost. The optimum mixture is approximately two parts soil to one part compost. This equates to 4 inches of compost mixed to a depth of 12 inches in till soils. Increasing the concentration of compost beyond this level can have negative effects on vegetal health, while decreasing the concentrations can reduce the benefits of amended soils. Please note: The compost should meet specifications for Grade A quality compost in Ecology Publication 94-03 8. Other soils, such as gravel or cobble outwash soils, may require different approaches. Organics and fines easily migrate through the loose structure of these soils. Therefore, the importation of at least 6 inches of quality topsoil, underlain by some type of filter fabric to prevent the migration of fines, may be more appropriate for these soils. Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. • Areas that will be seeded only and not landscaped may need compost or meal -based mulch included in the hydroseed in order to establish vegetation. Native topsoil should be re -installed on the disturbed soil surface before application. Seed that is installed as a temporary measure may be installed by hand if it will be covered by straw, mulch, or topsoil. Seed that is installed as a permanent measure may be installed by hand on small areas (usually less than 1 acre) that will be covered with mulch, topsoil, or erosion blankets. The seed mixes listed below include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow - release fertilizers are used. Local suppliers or the local conservation district should be consulted for their recommendations because the appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the local authority may be used. 4-16 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Table 4.1 represents the standard mix for those areas where just a temporary vegetative cover is required. Table 4.1 Temporary Erosion Control Seed Mix % Weight % Purl % Germination Chewings or annual blue grass 40 98 90 Festuca rubra var. commutata or Poa anna Perennial rye - 50 98 90 Lolium perenne Redtop or colonial bentgrass 5 92 85 A rostis alba or Agrostis tenuis White dutch clover 5 98 90 Tri olium re ens Table 4.2 provides just one recommended possibility for landscaping seed. Table 4.2 Landscaping Seed Mix % Weight % Puri % Germination Perennial rye blend 70 98 90 Lolium erenne Chewings and red fescue blend 30 98 90 Festuca rubra var. commutata or Festuca rubra This turf seed mix in Table 4.3 is for dry situations where there is no need for much water. The advantage is that this mix requires very little maintenance. Table 4.3 Low -Growing Turf Seed Mix % Weight % Purity % Germination Dwarf tall fescue (several varieties) 45 98 90 Festuca arundinacea var. Dwarf perennial rye (Barclay) 30 98 90 Lolium verenne var. barclay Red fescue 20 98 90 " Festuca rubra Colonial bentgrass 5 98 90 A rostis tenuis Table 4.4 presents a mix recommended for bioswales and other intermittently wet areas. Table 4.4 Bioswale Seed Mix* %Wei h t % Puri % Germination Tall or meadow fescue 75-80 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 92 85 A rostis palustris Redtop bentgrass 5-10 90 80 rostis alba or.4 rostis EiLintea * Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-17 The seed mix shown in Table 4.5 is a recommended low -growing, relatively non-invasive seed mix appropriate for very wet areas that are not regulated wetlands. Other mixes may be appropriate, depending on the soil type and hydrology of the area. Recent research suggests that bentgrass (agrostis sp.) should be emphasized in wet -area seed mixes. Apply this mixture at a rate of 60 pounds per acre. Table 4.5 Wet Area Seed Mix* % Weight % Purity % Germination Tall or meadow fescue 60-70 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 98 85 A rostis palustris Meadow foxtail 10-15 90 80 Alepocurus pratensis Alsike clover 1-6 98 90 Tri ium hybridum Redtop bentgrass 1-6 92 85 A rostis alba *Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix The meadow seed mix in Table 4.6 is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right- of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. The appropriateness of clover in the mix may need to be considered, as this can be a fairly invasive species. If the soil is amended, the addition of clover may not be necessary. Table 4.6 Meadow Seed Mix % Weight % Purity % Germination Redtop or Oregon bentgrass 20 92 85 Agrostis alba or Agoostis ore onensis Red fescue 70 98 90 Festuca rubra White dutch clover 10 98 90 Tri olium re ens Maintenance Any seeded areas that fail to establish at least 80 percent cover (100 Standards percent cover for areas that receive sheet or concentrated flows) shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding, mulching, or nets/blankets, shall be used. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. 4-18 Volume 11— Construction Stormwater Pollution Prevention February 2005 After adequate cover is achieved, any areas that experience erosion shall be reseeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-19 BMP C121: Mulching Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: • On disturbed areas that require cover measures for less than 30 days. • As a cover for seed during the wet season and during the hot summer months. • During the wet season on slopes steeper than 311:1V with more than 10 feet of vertical relief. • Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near Specifications sensitive areas or other areas highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities) than straw, wood, or chipped material. Maintenance • The thickness of the cover must be maintained. Standards Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then _J the problem shall be fixed and the eroded area remulched. J I j4-20 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Table 4.7 Mulch Standards and Guidelines Mulch Application Material Quality Standards Rates Remarks Straw Air-dried; free from 2"-3" thick; 5 Cost-effective protection when applied with adequate undesirable seed and bales per 1000 sf thickness. Hand -application generally requires greater coarse material. or 2-3 tons per thickness than blown straw. The thickness of straw may be acre reduced by half when used in conjunction with seeding. In windy areas straw must be held in place by crimping, using a tackifier, or covering with netting. Blown straw always has to be held in place with a tackifier as even light winds will blow it away. Straw, however, has several deficiencies that should be considered when selecting mulch materials. It often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits. Straw should be used only if mulches with long-term benefits are unavailable locally. It should also not be used within the ordinary high-water elevation of surface waters (due to flotation). Hydromulch No growth Approx. 25-30 Shall be applied with hydromulcher. Shall not be used inhibiting factors. lbs per 1000 sf without seed and tackifier unless the application rate is at or 1500 - 2000 least doubled. Fibers longer than about 3/-1 inch clog lbs per acre hydromulch equipment. Fibers should be kept to less than Y4 inch. Composted No visible water or 2" thick min.; More effective control can be obtained by increasing Mulch and dust during approx. 100 tons thickness to 3". Excellent mulch for protecting final grades Compost handling. Must be per acre (approx. until landscaping because it can be directly seeded or tilled purchased from 800 lbs per yard) into soil as an amendment. Composted mulch has a coarser supplier with Solid size gradation than compost. It is more stable and practical Waste Handling to use in wet areas and during rainy weather conditions. Permit (unless exempt). Chipped Site Average size shall 2" minimum This is a cost-effective way to dispose of debris from Vegetation be several inches. thickness clearing and grubbing, and it eliminates the problems Gradations from associated with burning. Generally, it should not be used on fines to 6 inches in slopes above approx. 10% because of its tendency to be leligth for texture, transported by runoff. it is not recommended witli117 200 variation, and feet of surface waters. If seeding is expected shortly after interlocking mulch, the decomposition of the chipped vegetation may tie properties. up nutrients important to grass establishment. Wood -based No visible water or 2" thick; approx. This material is often called "hog or hogged fuel." It is Mulch dust during 100 tons per acre usable as a material for Stabilized Construction Entrances handling. Must be (approx. 800 lbs. (BMP C105) and as a mulch. The use of mulch ultimately purchased from a per cubic yard) improves the organic matter in the soil. Special caution is supplier with a Solid advised regarding the source and composition of wood - Waste Handling based mulches. Its preparation typically does not provide Permit or one any weed seed control, so evidence of residual vegetation in exempt from solid its composition or known inclusion of weed plants or seeds waste regulations. should be monitored and prevented (or minimized). February 2005 Volume II — Construction Stormwater Pollution Prevention 4-21 BMP C124: Sodding Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately 1-inch Installation thick), and shall have a dense root mat for mechanical strength. Specifications The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:IV. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance If the grass is unhealthy, the cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. 4-28 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use In areas (including roadways) subject to surface and air movement of dust where on -site and off -site impacts to roadways, drainage ways, or surface waters are likely. Design and • Vegetate or mulch areas that will not receive vehicle traffic. In areas Installation where planting, mulching, or paving is impractical, apply gravel or Specifications landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. a Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street, refer to Stabilized Construction Entrance (BMP C105). Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP C126) added to water at a rate of 0.5 ibs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about $ 4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. 4-40 Volume 11 — Construction Stormwater Pollution Prevention February 2005 I I Maintenance Standards • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate, paved routes, if available. • Restrict use by tracked vehicles and heavy trucks to prevent damage to road surface and base. • Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. • Pave unpaved permanent roads and other trafficked areas. • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn into dust. • Limit dust -causing work on windy days. • 'Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP. Respray area as necessary to keep dust to a minimum. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-41 BMP C152: Sawcutting and Surfacing Pollution Prevention Purpose Sawcutting and surfacing operations generate slurry and process water that contains fine particles and high pH (concrete cutting), both of which can violate the water quality standards in the receiving water. This BMP is intended to minimize and eliminate process water and slurry from entering waters of the State. Conditions of Use Anytime sawcutting or surfacing operations take place, these management practices shall be utilized. Sawcutting and surfacing operations include, but are not limited to, the following: • Sawing • Coring • Grinding • Roughening • Hydro -demolition • Bridge and road surfacing Design and • Slurry and cuttings shall be vacuumed during cutting and surfacing Installation operations. Specifications Slurry and cuttings shall not remain on permanent concrete or asphalt • pavement overnight. • Slurry and cuttings shall not drain to any natural or constructed drainage conveyance. • Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water quality standards. PrnrPq!; water that is gPneratPd during hvdrn-demolition_ surface roughening or similar operations shall not drain to any natural or constructed drainage conveyance and shall be disposed of in a manner that does not violate groundwater or surface water quality standards. • Cleaning waste material and demolition debris shall be handled and disposed of in a manner that does not cause contamination of water. If the area is swept with a pick-up sweeper, the material must be hauled out of the area to an appropriate disposal site. Maintenance Continually monitor operations to determine whether slurry, cuttings, or Standards process water could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and vacuum trucks. 4-44 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C153: Material Delivery, Storage and Containment Purpose Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in a designated area, and installing secondary containment. Conditions of Use These procedures are suitable for use at all construction sites with delivery and storage of the following materials: • Petroleum products such as fuel, oil and grease • Soil stabilizers and binders (e.g. Polyacrylamide) Fertilizers, pesticides and herbicides Detergents • Asphalt and concrete compounds • Hazardous chemicals such as acids, lime, adhesives, paints, solvents and curing compounds • Any other material that may be detrimental if released to the environment Design and The following steps should be taken to minimize risk: Installation Temporary storage area should be located away from vehicular traffic, Specifications near the construction entrance(s), and away from waterways or storm drains. • Material Safety Data Sheets (MSDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. • Hazardous material storage on -site should be minimized. • Hazardous materials should be handled as infrequently as possible. • During the wet weather season (Oct 1 — April 30), consider storing materials in a covered area. • Materials should be stored in secondary containments, such as earthen dike, horse trough, or even a children's wading pool for non -reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in "bus boy" trays or concrete mixing trays. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, in secondary containment. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-45 • If drums must be kept uncovered, store them at a slight angle to reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. Material Storage Areas and Secondary Containment Practices: • Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. • Temporary secondary containment facilities shall provide for a spill containment volume able to contain precipitation from a 25 year, 24 hour storm event, plus 10% of the total enclosed container volume of all containers, or 110% of the capacity of the largest container within its boundary, whichever is greater. • Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. • Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be non -hazardous. • Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • During the wet weather season (Oct 1 - April 30), each secondary containment facility shall be covered during non -working days, prior to and during rain events. • Keep material storage areas clean, organized and equipped with an ample supply of appropriate spill clean-up (spi kt}. • The spill kit should include, at a minimum: • 1-Water Resistant Nylon Bag • 3-Oil Absorbent Socks 3"x 4' • 2-Oil Absorbent Socks 3"x 10' • 12-Oil Absorbent Pads 17"xl9" • 1-Pair Splash Resistant Goggles • 3-Pair Nitrile Gloves • 10-Disposable Bags with Ties Instructions 4-46 Volume 11 - Construction Stormwater Pollution Prevention February 2005 BMP C160: Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC), and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL) who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Conditions of Use A CESCL shall be made available on projects one acre or larger that discharge stormwater to surface waters of the state The CESCL shall: ■ Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a list of ESC training and certification providers at: www.ecy_.wa.ffoylpragramslwglstormwater. OR • Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www.coesc.net Specifications . Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available, on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include, but are not limited to the following: Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation, inspection, maintenance, modification, and removal. ■ Updating all project drawings and the Construction SWPPP with changes made. I February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-47 t_� Keeping daily logs, and inspection reports. Inspection reports should include: . Inspection date/time. • Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. • A summary or list of all BMWs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted: 1) Locations of BMWs inspected, 2) Locations of BMWs that need maintenance, 3) Locations of BMWs that failed to operate as designed or intended, and 4) Locations of where additional or different BMWs are required. • Visual monitoring results, including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted, as applicable. . Any water quality monitoring performed during inspection. • General comments and notes, including a brief description of any BMW repairs, maintenance or installations made as a result of the inspection. ■ Facilitate, participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. 4-48 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Minimum Requirements for ESC Training and Certification Courses General Requirements 1. The course shall teach the construction stormwater pollution prevention guidance provided in the most recent version of: a. The Washington State Dept. of Ecology Stormwater Management Manual for Western Washington, b. Other equivalent stormwater management manuals approved by Ecology. 2. Upon completion of course, each attendee shall receive documentation of certification, including, at a minimum, a wallet -sized card that certifies completion of the course. Certification shall remain valid for three years. Recertification may be obtained by completing the 8-hour refresher course or by taking the initial 16-hour training course again. 3. The initial certification course shall be a minimum of 16 hours (with a reasonable time allowance for lunch, breaks, and travel to and from field) and include a field element and test. a. The field element must familiarize students with the proper installation, maintenance and inspection of common erosion and sediment control BMPs including, but not limited to, blankets, check dams, silt fence, straw mulch, plastic, and seeding. b. The test shall be open book and a passing score is not required for certification. Upon completion of the test, the correct answers shall be provided and discussed. 4. The refresher course shall be a minimum of 8 hours and include a test. a. The refresher course shall include: i. Applicable updates to the Stormwater Management Manual that is used to teach the course, including new or updated BMPs; and ii. Applicable changes to the NPDES General Permit for Construction Activities. b. The refresher course test shall be open book and a passing score is not required for certification. Upon completion of the test, the correct answers shall be provided and discussed. c. The refresher course may be taught using an alternative format (e.g. internet, CD ROM, etc.) if the module is approved by Ecology. Required Course Elements 1. Erosion and Sedimentation Impacts a. Examples/Case studies 1 February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-49 2. Erosion and Sedimentation Processes a. Definitions b. Types of erosion c. Sedimentation i. Basic settling concepts ii. Problems with clays/turbidity 3. Factors Influencing Erosion Potential a. Soil b. Vegetation c. Topography d. Climate 4. Regulatory Requirements a. NPDES - Construction Stormwater General Permit b. Local requirements and permits c. Other regulatory requirements 5. Stormwater Pollution Prevention Plan (SWPPP) a. SWPPP is a living document — should be revised as necessary b. 12 Elements of a SWPPP; discuss suggested BMPs (with examples) 1. Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outlets 9. Control Pollutants 10.. Control De-wato-l- no 11. Maintain BMPs 12. Manage the Project 6. Monitoring/Reporting/Recordkeeping a. Site inspections/visual monitoring i. Disturbed areas ii. BMPs iii. Stormwater discharge points b. Water quality sampling/analysis i. Turbidity ii. pH c. Monitoring frequency i. Set by NPDES permit ii. Inactive sites - reduced frequency 4-50 Volume 11 — Construction Stormwater Pollution Prevention February 2005 d. Adaptive Management i. When monitoring indicates problem, take appropriate action (e.g. install/maintain BMPs) ii. Document the corrective action(s) in SWPPP e. Reporting i. Inspection reports/checklists ii. Discharge Monitoring Reports (DMR) iii. Non-compliance notification Instructor Qualifications 1. Instructors must be qualified to effectively teach the required course elements. 2. At a minimum, instructors must have: a. Current certification as a Certified Professional in Erosion and Sediment Control (CPESC), or b. Completed a training program for teaching the required course elements, or c. The academic credentials and instructional experience necessary for teaching the required course elements. 3. Instructors must demonstrate competent instructional skills and knowledge of the applicable subject matter. I J J February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-51 4.2 Runoff Conveyance and Treatment BMPs BMP C200: Interceptor Dike and Swale Purpose Provide a ridge of compacted soil, or a ridge with an upslope swale, at the top or base of a disturbed slope or along the perimeter of a disturbed construction area to convey stormwater. Use the dike and/or swale to intercept the runoff from unprotected areas and direct it to areas where erosion can be controlled. This can prevent storm runoff from entering the work area or sediment -laden runoff from leaving the construction site. Conditions of Use Where the runoff from an exposed site or disturbed slope must be conveyed to an erosion control facility which can safely convey the stormwater. • Locate upslope of a construction site to prevent runoff from entering disturbed area. ■ When placed horizontally across a disturbed slope, it reduces the amount and velocity of runoff flowing down the slope. • Locate downslope to collect runoff from a disturbed area and direct it to a sediment basin. Design and Dike and/or swale and channel must be stabilized with temporary or Installation permanent vegetation or other channel protection during construction. Specifications Channel requires a positive grade for drainage; steeper grades require channel protection and check dams. • Review construction for areas where overtopping may occur. • Can be used at top of new fill before vegetation is established. • May be used as a permanent diversion channel to carry the runoff. • Sub -basin tributary area should be one acre or less. • Design capacity for the peak flow from a 10-year, 24-hour storm, ncSumino n Tyne 1 A rainfall dictriNitinn; fnr temnora.ry facilities. Alternatively, use 1.6 times the 10-year, 1-hour flow indicated by an approved continuous runoff model. For facilities that will also serve on a permanent basis, consult the local government's drainage requirements. Interceptor dikes shall meet the following criteria: Top Width 2 feet minimum. Height 1.5 feet minimum on berm. Side Slope 2:1 or flatter. Grade Depends on topography, however, dike system minimum is 0.5%, maximum is 1 %. Compaction Minimum of 90 percent ASTM D698 standard proctor. February 2005 Volume Il — Construction Stormwater Pollution Prevention 4-57 Horizontal Spacing of Interceptor Dikes: Average Slope Slope Percent 20H:1V or less 3-5% (10 to 20)H:1V 5-10% (4 to 10)H:1 V 10-25% (2 to 4)H:1 V 25-50% Stabilization depends on velocity and reach Flowpath Length 300 feet 200 feet 100 feet 50 feet Slopes <5% Seed and mulch applied within 5 days of dike construction (see BMP C121, Mulching). Slopes 5 - 40% Dependent on runoff velocities and dike materials. Stabilization should be done immediately using either sod or riprap or other measures to avoid erosion. • The upslope side of the dike shall provide positive drainage to the dike outlet. No erosion shall occur at the outlet. Provide energy dissipation measures as necessary. Sediment -laden runoff must be released through a sediment trapping facility. • Minimize construction traffic over temporary dikes. Use temporary cross culverts for channel crossing. Interceptor swales shall meet the following criteria: Bottom Width 2 feet minimum; the bottom shall be level. Depth 1-foot minimum. Side Slope 2:1 or flatter. Grade Maximum 5 percent, with positive drainage to a suitable outlet (such as a sediment pond). Stabilization Seed as per BMP C120, Temporary and Permanent Seeding, or BMP C202, Channel Lining, 12 inches thick of riprap pressed into the bank and extending at least 8 inches vertical from the bottom. • Inspect diversion dikes and interceptor swales once a week and after every rainfall. Immediately remove sediment from the flow area. • Damage caused by construction traffic or other activity must be repaired before the end of each working day. Check outlets and make timely repairs as needed to avoid gully formation. When the area below the temporary diversion dike is permanently stabilized, remove the dike and fill and stabilize the channel to blend with the natural surface. 4-58 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C209: Outlet Protection Purpose Outlet protection prevents scour at conveyance outlets and minimizes the potential for downstream erosion by reducing the velocity of concentrated stormwater flows. Conditions of use Outlet protection is required at the outlets of all ponds, pipes, ditches, or other conveyances, and where runoff is conveyed to a natural or manmade drainage feature such as a stream, wetland, lake, or ditch. Design and The receiving channel at the outlet of a culvert shall be protected from Installation erosion by rock lining a minimum of 6 feet downstream and extending up Specifications the channel sides a minimum of 1—foot above the maximum tailwater elevation or 1-foot above the crown, whichever is higher. For large pipes (more than 18 inches in diameter), the outlet protection lining of the channel is lengthened to four times the diameter of the culvert. • Standard wingwalls, and tapered outlets and paved channels should also be considered when appropriate for permanent culvert outlet protection. (See WSDOT Hydraulic Manual, available through WSDOT Engineering Publications). • Organic or synthetic erosion blankets, with or without vegetation, are usually more effective than rock, cheaper, and easier to install. Materials can be chosen using manufacturer product specifications. ASTM test results are available for most products and the designer can choose the correct material for the expected flow. • With low flows, vegetation (including sod) can be effective. • The following guidelines shall be used for riprap outlet protection: 1. If the discharge velocity at the outlet is less than 5 fps (pipe slope ie iri i� i � SL•G!ll�, uarG G-IUVfi IV <,-i ui+i, I11-11u1-J. 1WHI11111 11 thickness is 1-foot. 2. For 5 to 10 fps discharge velocity at the outlet (pipe slope less than 3 percent), use 24-inch to 4-foot riprap. Minimum thickness is 2 feet. 3. For outlets at the base of steep slope pipes (pipe slope greater than 10 percent), an engineered energy dissipater shall be used. Filter fabric or erosion control blankets should always be used under riprap to prevent scour and channel erosion. New pipe outfalls can provide an opportunity for low-cost fish habitat improvements. For example, an alcove of low -velocity water can be created by constructing the pipe outfall and associated energy dissipater back from the stream edge and digging a channel, over - widened to the upstream side, from the outfall. Overwintering juvenile and migrating adult salmonids may use the alcove as shelter during 4-80 Volume 11— Construction Stormwater Pollution Prevention February 2005 Maintenance Standards I I I I j high flows. Bank stabilization, bioengineering, and habitat features may be required for disturbed areas. See Volume V for more information on outfall system design. • Inspect and repair as needed. • Add rock as needed to maintain the intended function. • Clean energy dissipater if sediment builds up. jFebruary 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-81 BMP C220: Storm Drain Inlet Protection Purpose To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to 1 acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end -of -pipe treatment may be required. Table 4.9 Storm Drain Inlet Protetion Applicable for Type of Inlet Emergency Paved/ Earthen Protection Overflow Surfaces Conditions of Use Drop liAet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30' X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated —1—+ ,.ti_ �;,.., fl ncxrc, Will nnnri_ (`an withstand traffic. Catch basin filters Yes Paved or Earthen Fre cent maintenance re uired. Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. trap 4-82 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Design and Excavated Drop Inlet Protection - An excavated impoundment around the Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2:1. ■ Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. ■ Install provisions for draining to prevent standing water problems. • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. • It may be necessary to build a temporary dike to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter - A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14. • Height 1 to 2 feet above inlet. • Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block opening. • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with %-inch openings over all block openings. • Place gravel just below the top of blocks on slopes of 2:1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3:1. • Outlet slope of 2:1. • 1-foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. • Outlet slope use gravel'/- to 3/-inch at a minimum thickness of 1-foot. February 2005 Volume Il — Construction Stormwater Pollution Prevention 4-83 Plan View A Drain °�Q cbaa Q4. Grate po '0 oo 0)4 e io 4.oConcrete O o o Block 'Qa'44a rQ*Q 0 e �Q4 � 'po a � Gravel 4 �7 ❑ p c Backfill o O CPO A h� Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backfill Overflow Water Ponding Height 0.0 m Water Drop Inlet Notes: 1. Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure (ponding height) must be well below the ground elevation downslope to prevent runoff from bypassing the inlet. A temporary dike may be necessary on the dowslope side of the structure. j� Figure 4.14 — Block and Gravel Filter Gravel and Wire Mesh Filter - A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. Hardware cloth or comparable wire mesh with''/z-inch openings. • Coarse aggregate. Height 1-foot or more, 18 inches wider than inlet on all sides. Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot beyond each side of the inlet structure. If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Cacchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights -of - way. • 5 cubic feet of storage. ■ Dewatering provisions. ■ High -flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir — Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with %s-inch openings. • Extra strength filter cloth. ■ Construct a frame. Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. • Place weight on frame anchors. Block and Gravel Curb Inlet Protection — Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. Wire mesh with 1/2-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. ■ Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier — Sandbag or rock berm (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4.16. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards for protecting a culvert inlet. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-85 Maintenance Catch basin filters should be inspected frequently, especially after Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. • For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. 4-86 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Plan View Wire Screen or Filter Fabric 4 Wood Stud I+ Catch Basin (100x50 Timber Stud) NOTES: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.15 — Block and Gravel Curb Inlet Protection February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-87 Plan View Back of Sidewalk Burlap Sacks to Catch Basin Overlap onto Curb � Curb Inlet RUNOFF Back of Curl' RUNOFF SPILLWAY Gravel Filled Sandbags Stacked Tightly NOTES: 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. 2. Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel, layered and packed tightly. j. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. ure 4.16 — Curb and Gutter Barrier 4-88 Volume 1l — Construction Stormwater Pollution Prevention February 2005 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga. wire or equivalent, if standard strength labric used — — Filter fabric i F maxim I """— Minimum 4"x4" trench -'0 JI Backfill trench with native soil Post spacing may be increased or 3/4"-1.5" washed gravel to 8' if wire backing is used 2"x2" wood posts, steel fence posts, or equivalent Figure 4.19 — Silt Fence c E N C E r Design and O Drainage area of 1 acre or less or in combination with sediment basin Installation in a larger site. Specifications • Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): 4-94 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Table 4.10 Geotextile Standards _ Polymeric Mesh AOS 0.60 mm maximum for slit film wovens (#30 sieve). 0.30 (ASTM D4751) mm maximum for all other geotextile types (#50 sieve). 0.15 mm minimum for all fabric types (#100 sieve). Water Permittivity 0.02 sec minimum (ASTM D4491) Grab Tensile Strength 180 lbs. Minimum for extra strength fabric. (ASTM D4632) 100 lbs minimum for standard strength fabric. 30% maximum Grab Tensile Strength (ASTM D4632) 70% minimum Ultraviolet Resistance (ASTM D4355) Standard strength fabrics shall be supported with wire mesh, chicken wire, 2-inch x 2-inch wire, safety fence, or jute mesh to increase the strength of the fabric. Silt fence materials are available that have synthetic mesh backing attached. ■ Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0°F. to 120°F. 100 percent biodegradable silt fence is available that is strong, long lasting, and can be left in place after the project is completed, if permitted by local regulations. Standard Notes for construction plans and specifications follow. Refer to Figure 4.19 for standard silt fence details. The contractor shall install and maintain temporary silt fences at the locations shown in the Plans. The silt fences shall be constructed in the nraac of r earin4; gradinu; nr drainage Prior to starting those activities. A silt fence shall not be considered temporary if the silt fence must function beyond the life of the contract. The silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. The minimum height of the top of silt fence shall be 2 feet and the maximum height shall be 2'h feet above the original ground surface. The geotextile shall be sewn together at the point of manufacture, or at an approved location as determined by the Engineer, to form geotextile lengths as required. All sewn seams shall be located at a support post. Alternatively, two sections of silt fence can be overlapped, provided the Contractor can demonstrate, to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-95 The geotextile shall be attached on the up -slope side of the posts and support system with staples, wire, or in accordance with the manufacturer's recommendations. The geotextile shall be attached to the posts in a manner that reduces the potential for geotextile tearing at the staples, wire, or other connection device. Silt fence back-up support for the geotextile in the form of a wire or plastic mesh is dependent on the properties of the geotextile selected for use. If wire or plastic back-up mesh is used, the mesh shall be fastened securely to the up -slope of the posts with the geotextile being up -slope of the mesh back-up support. The geotextile at the bottom of the fence shall be buried in a trench to a minimum depth of 4 inches below the ground surface. The trench shall be backfilled and the soil tamped in place over the buried portion of the geotextile, such that no flow can pass beneath the fence and scouring can not occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the trench a minimum of 3 inches. The fence posts shall be placed or driven a minimum of 18 inches. A minimum depth of 12 inches is allowed if topsoil or other soft subgrade soil is not present and a minimum depth of 18 inches cannot be reached. Fence post depths shall be increased by 6 inches if the fence is located on slopes of 3:1 or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading. Silt fences shall be located on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. If the fence must cross contours, with the exception of the ends of the fence, gravel check dams placed perpendicular to the back of the fence shall be used to minimize concentrated flow and erosion along the back of the fence. The gravel check dams shall be approximately 1- foot deep at the back of the fence. It shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. The gravel check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. The gravel check dams shall be located every 10 feet along the fence where the fence must cross contours. The slope of the fence line where contours must be crossed shall not be steeper than 3:1. Wood, steel or equivalent posts shall be used. Wood posts shall have minimum dimensions of 2 inches by 2 inches by 3 feet minimum length, and shall be free of defects such as knots, splits, or gouges. 4-96 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Steel posts shall consist of either size No. 6 rebar or larger, ASTM A 120 steel pipe with a minimum diameter of 1-inch, U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. or other steel posts having equivalent strength and bending resistance to the post sizes listed. The spacing of the support posts shall be a maximum of 6 feet. Fence back-up support, if used, shall consist of steel wire with a maximum mesh spacing of 2 inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to ultraviolet radiation as the geotextile it supports. • Silt fence installation using the slicing method specification details follow. Refer to Figure 4.20 for slicing method details. The base of both end posts must be at least 2 to 4 inches above the top of the silt fence fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before installation. Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet apart in standard applications. Install posts 24 inches deep on the downstream side of the silt fence, and as close as possible to the fabric, enabling posts to support the fabric from upstream water pressure. Install posts with the nipples facing away from the silt fence fabric. Attach the fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach each tie diagonally 45 degrees through the fabric, with each puncture at least 1 inch vertically apart. In addition, each tie should be positioned to hang on a post nipple when tightening to prevent sagging. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. No more than 24 inches of a 36-inch fabric is allowed above ground level. The rope lock system must be used in all ditch check applications. The installation should be checked and corrected for any deviation before compaction. Use a flat -bladed shovel to tuck fabric deeper into the ground if necessary. Compaction is vitally important for effective results. Compact the soil immediately next to the silt fence fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-97 Any damage shall be repaired immediately. Maintenance If concentrated flows are evident uphill of the fence, they must be Standards intercepted and conveyed to a sediment pond. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. Sediment deposits shall either be removed when the deposit reaches approximately one-third the height of the silt fence, or a second silt fence shall be installed. ■ If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be reulaced. Pending Mlmf FOaT&FACING: nwtt. 74C T a:w:. on open nmw 4'snow. all peoll"wy AldcY faNle r Watraaw alM of ►eat FLOM—y Wive ever rah aide al FOaT WFTHi an/reeir 4YOr A*belowy.l./ wMh daAea OaA1Yy no Mottle above around b PZ'ofd loml o 100%raaNe No more than 24• of a W fabric Is allowed above ground. Rot of A farlce 1171- — CHM pow (N mm Wd" (1e 1 -% wkW Pnt YlrleleQ elver Few cmq-cron ebure 5R Fence Wand R. 4 eO i r or11Fl., tn�Meon VfixatOry plow ii not accepWAe berAme of twft Rol aorn;lecdon Figure 4.20 — Silt Fence Installation by Slicing Method 4-98 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C241: Temporary Sediment Pond Purpose Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Consequently, they usually reduce turbidity only slightly. Conditions of Use Prior to leaving a construction site, Sormwater runoff must pass through a sediment pond or other appropriate sediment removal best management practice. A sediment pond shall be used where the contributing drainage area is 3 acres or more. Ponds must be used in conjunction with erosion control practices to reduce the amount of sediment flowing into the basin. Design and • Sediment basins must be installed only on sites where failure of the Installation structure would not result in loss of life, damage to homes or Specifications buildings, or interruption of use or service of public roads or utilities. Also, sediment traps and ponds are attractive to children and can be very dangerous. Compliance with local ordinances regarding health and safety must be addressed. If fencing of the pond is required, the type of fence and its location shall be shown on the ESC plan. • Structures having a maximum storage capacity at the top of the dam of 10 acre-ft (435,600 ft) or more are subject to the Washington Dam Safety Regulations (Chapter 173-175 WAC). • See Figure 4.24, Figure 4.25, and Figure 4.26 for details. If permanent runoff control facilities are part of the project, they should be used for sediment retention. The surface area requirements of the sediment basin must be met. This may require enlarging the permanent basin to comply with the surface area requirements. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel to increase residence time while stiii allowing dewatering of the basin. Use of infiltration facilities for sedimentation basins during construction tends to clog the soils and reduce their capacity to infiltrate. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of 2 feet above final grade. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized. The infiltration pretreatment facility should be fully constructed and used with the sedimentation basin to help prevent clogging. • Determining Pond Geometry Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event (QZ). The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-105 Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q210.00096 or 2080 square feet per cfs of inflow See BMP C240 for more information on the derivation of the surface area calculation. The basic geometry of the pond can now be determined using the following design criteria: ■ Required surface area SA (from Step 2 above) at top of riser. • Minimum 3.5-foot depth from top of riser to bottom of pond. • Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes can be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface. • One foot of freeboard between the top of the riser and the crest of the emergency spillway. • Flat bottom. • Minimum 1-foot deep spillway. • Length -to -width ratio between 3:1 and 6:1. • Sizing of Discharge Mechanisms. The outlet for the basin consists of a combination of principal and emergency spillways. These outlets must pass the peak runoff expected from the contributing drainage area for a 100-year storm. If, due to site conditions and basin geometry, a separate emergency spill -way is not feasible, the principal spillway must pass the entire peak runoff expected from the 100-year storm. However, an attempt to provide a separate emergency spillway should always be made. The runoff calculations should be based on the site conditions during construction. The flow through the dewatering orifice cannot be utilized when calculating the 100-year storm elevation because of its potential to become clogged; therefore, available spillway storage must begin at the principal spillway riser crest. The principal spillway designed by the procedures contained in this standard will result in some reduction in the peak rate of runoff. However, the riser outlet design will not adequately control the basin discharge to the predevelopment discharge limitations as stated in Minimum Requirement #7: Flow Control. However, if the basin for a permanent stormwater detention pond is used for a temporary sedimentation basin, the control structure for the permanent pond can be used to maintain predevelopment discharge limitations. The size of the basin, the expected life of the construction project, the anticipated downstream effects and the anticipated weather conditions during construction, should be considered to determine the need of additional discharge control. See Figure 4.28 for riser inflow curves. 4-106 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Key divider into slope to prevent flow arto The pond length shall be 3 to 6 times the maximum pond width -Pond length Silt fence or --- equivalent divider Note: Pond may be formed by berm or by partial or complete excavation Figure 4.24 - Sediment Pond Plan View Emergency overflow Discharge to stabilized conveyance, outlet, or level spreader Miser pipe (principal spillway) Crest of open at top with emergen spillway 6' min. Width trash reek Embankment compacted 95% Dewatering device �' __=_= _ =_= _� erviaus materials such as (see riser detail) gravel or clean sand shall == not be used ncwd=F 111—i1t=d)4I F�1`t Itt Il�lo� Wire -backed silt fence ~ DewateringDischarge a stabilize staked haybales wrapped orifice Concrete base conveyance outlet or with filter fabric, or with riser detail) level spreader equivalent divider Figure 4.2v — Sadimie i Pond Cross Section Polyethylene cap Perforated polyethylene drainage tubing, diameter min. 2" iarger than dewatering orifice. Tubing shall comply with ASTM F667 and AASHTO M294 Provide adequate strapping Ile metal riser JvlfaterBght oo>inB Tack weld jril l>< r 6" min. r-- L___ J 18" Concrete base 2X riser dia. Min. - 3.5" min. -+Dewatering orifice, schedule, 40 steel stub min. Diameter as per calculations Altemativety, metal stakes and wire may be used to prevent flotation Figure 4.26 - Sediment Pond Riser Detail February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-107 _l J Edill 33 Pip 27 .000 24j;;�l mop, moll .:011111 �Mll 4-108 Figure 4.27 — Riser Inflow Curves Volume 11 — Construction Stormwater Pollution Prevention February 2005 Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the pre -developed 10-year peak flow (Q10). Use Figure 4.28 to determine this diameter (h = 1-foot). Note: A permanent control structure may be used instead of a temporary riser. Emergency Overflow Spillway: Determine the required size and design of the emergency overflow spillway for the developed 100-year peak flow using the method contained in Volume III. Dewatering Orifice: Determine the size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. Determine the required area of the orifice with the following equation: AS (2h) 0.5 A° 0.6x3600Tg05 where A = orifice area (square feet) As = pond surface area (square feet) h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/secon&) Convert the required surface area to the required diameter D of the orifice: D = 2 4 x Fli.- =13.54x A° The vertical, perforated tubing connected to the dewatering orifice must be n4 n4 7 . '10 1Q'- TAr in fl;gmitpr f�n the nr1firp to i-mnrnvP. flaw characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The orifice should control the flow rate. Additional Design Specifications The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one- half the height of the riser and a minimum of one foot below the top of the riser. Wire -backed, 2- to Moot high, extra strength filter fabric supported by treated 4"x4"s can be used as a divider. Alternatively, staked straw bales wrapped with filter fabric (geotextile) may be used. If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-109 this provision are allowed as long as the divider is permeable, structurally sound, and designed to prevent erosion under or around the barrier. To aid in determining sediment depth, one -foot intervals shall be prominently marked on the riser. If an embankment of more than 6 feet is proposed, the pond must comply with the criteria contained in Volume III regarding dam safety for detention BMPs. The most common structural failure of sedimentation basins is caused by piping. Piping refers to two phenomena: (1) water seeping through fine-grained soil, eroding the soil grain by grain and forming pipes or tunnels; and, (2) water under pressure flowing upward through a granular soil with a head of sufficient magnitude to cause soil grains to lose contact and capability for support. The most critical construction sequences to prevent piping will be: 1. Tight connections between riser and barrel and other pipe connections. 2. Adequate anchoring of riser. 3. Proper soil compaction of the embankment and riser footing. 4. Proper construction of anti -seep devices. Maintenance @ Sediment shall be removed from the pond when it reaches 1—foot in Standards depth. i Any damage to the pond embankments or slopes shall be repaired. j I I ` d 4-110 Volume 11— Construction Stormwater Pollution Prevention February 2005 Stormwater Pollution Prevention Plan Appendix C — Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1- Mark Clearing Limits BMP C 101: Preserving Natural Vegetation If natural vegetation exists on site and is scheduled to be retained, prior to any construction near the vegetation, clearly mark areas around trees to be saved at least as far away as their dripline. Avoid any disturbance by construction equipment, grade changes, and/or excavation within marked area. BMP C 104: Stake and Wire Fence Prior to construction, install stake and wire fence at the clearing limit boundary in order to designate limits of disturbance. Fence may also be used to control the location of vehicle access to site. Element #2 - Establish Construction Access BMP C106: Wheel Wash A wheel wash shall be installed if sediment repeatedly gets tracked onto the existing roadways. Element #3 - Control Flow Rates BMP C240: Sediment Trap A sediment trap shall be installed downstream of the construction area where storm water may pass through the trap slowing the velocity of the storm water. BMP C251: Construction Stormwater Filtration BMP C250: Construction Stormwater Chemical Treatment (implemented only with prior written approval from Ecology). Implement these above end -of -pipe measures only if sediment sources and erosion control and soil stabilization BMP efforts are not sufficient to reduce the sedimentation. Element #4 - Install Sediment Controls BMP C230: Straw Bale Barrier BMP C235: Straw Wattles The above noted BMPs shall be installed downstream of the construction area where storm water may pass through the bales to slow the velocity of the storm water allowing sediment to settle. Appendix Stormwater Pollution Prevention Plan Element #5 - Stabilize Soils BMP C 122: Nets and Blankets BMP C 123: Plastic Covering The above noted BMPs shall be applied/placed on exposed slopes when slopes are left unworked for more than 7 days during the dry season and 2 days during the wet season. Element #6 - Protect Slopes BMP C130: Surface Roughening All slopes greater than 3:1 and greater than 5 vertical feet are require surface roughening. In addition, areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. BMP C200: Interceptor Dike and Swale Prior to construction, construct interceptor dike and swale upslope of construction site to prevent runoff from entering disturbed area and convey storm water to an erosion control facility. Element #7 — Protect Drain Inlets BMP C220: Storm Drain Inlet Protection Prior to construction, gravel bag will be placed on all catch basins in the roadway along the frontage of any areas receiving stormwater from construction activities within the permitted area if filter becomes inefficient. Element #8 - Stabilize Channels and Outlets BMP C202: Channel Lining Line channel with riprap when natural soils or vegetated stabilized soils in a channel are not adequate to prevent channel erosion. Element #9 — Control Pollutants NONE Element #10 - Control Dewatering NONE Appendix BMP C104: Stake and Wire Fence Purpose Fencing is intended to: (1) restrict clearing to approved limits; (2) prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and, (4) protect any areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits, stake or wire fence may be used: • At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. Y As necessary, to control vehicle access to and on the site. Design and ■ See Figure 4.1 for details. Installation More substantial fencing shall be used if the fence does not prevent Specifications encroachment into those areas that are not to be disturbed. Maintenance e If the fence has been damaged or visibility reduced, it shall be Standards repaired or replaced immediately and visibility restored. Survey Flagging Baling Wire Do Not Nail or Staple Wire to Trees T 771 3' MIN. 10'-30' Metal Fence Post 1 I f—f I f—I I —III ! I—f 11 Z INS Figure 4.1 — Stake and Wire Fence February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-7 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and s See Figure 4.2 for details. Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length (100'). Y A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786-80a) 400 psi min. AOS (ASTM D4751) 20-45 (U.S. standard sieve size) Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. Hog fuel (wood -based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is.being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. Fencing (see BMPs C 103 and C 104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMPs C103 and C104) shall be installed to control traffic. ■ Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabinzea. Driveway shall meet the regwrnmenls of the permluing agency 11 is mcommended that the entrance be crowned so that runoff S6 drains off the pad i Inslall drlveway culvert If there is a roadsilde ditch present 4"-B" quarry spalls Geotextile 12" min. thickness Provide lull width of ingress/egress area Figure 4.2 — Stabilized Construction Entrance February 2005 Volume I! — Construction Stormwater Pollution Prevention 4-9 BMP C120: Temporary and Permanent Seeding Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well -established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Seeding may be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. • Channels that will be vegetated should be installed before major earthwork and hydroseeded with a Bonded Fiber Matrix. The vegetation should be well established (i.e., 75 percent cover) before water is allowed to flow in the ditch. With channels that will have high flows, erosion control blankets should be installed over the hydroseed. If vegetation cannot be established from seed before water is allowed in the ditch, sod should be installed in the bottom of the ditch over hydromulch and blankets. • Retention/detention ponds should be seeded as required. • Mulch is required at all times because it protects seeds from heat, moisture loss, and transport due to runoff. • All disturbed areas shall be reviewed in late August to early September and all seeding should be completed by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average protection. At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched. Final stabilization means the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent "ermn Pnt ctnhM7atinn mP_.?c11YP_.c kmr.11 aC mvP_TTIP_.nt; rrnran; aabions or geotextiles) which will prevent erosion. Design and Seeding should be done during those seasons most conducive to Installation growth and will vary with the climate conditions of the region. Specifications Local experience should be used to determine the appropriate seeding periods. • The optimum seeding windows for western Washington are April 1 through June 30 and September 1 through October 1. Seeding that occurs between July 1 and August 30 will require irrigation until 75 percent grass cover is established. Seeding that occurs between October 1 and March 30 will require a mulch or plastic cover until 75 percent grass cover is established. • To prevent seed from being washed away, confirm that all required surface water control measures have been installed. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-13 The seedbed should be firm and rough. All soil should be roughened no matter what the slope. If compaction is required for engineering purposes, slopes must be track walked before seeding. Backblading or smoothing of slopes greater than 4:1 is not allowed if they are to be seeded. New and more effective restoration -based landscape practices rely on deeper incorporation than that provided by a simple single -pass rototilling treatment. Wherever practical the subgrade should be initially ripped to improve long-term permeability, infiltration, and water inflow qualities. At a minimum, permanent areas shall use soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches the rototilling process should be done in multiple lifts, or the prepared soil system shall be prepared properly and then placed to achieve the specified depth. 4 ■ Organic matter is the most appropriate form of "fertilizer" because it provides nutrients (including nitrogen, phosphorus, and potassium) in the least water-soluble form. A natural system typically releases 2-10 percent of its nutrients annually. Chemical fertilizers have since been formulated to simulate what organic matter does naturally. In general, 10-4-6 N-P-K (nitrogen -phosphorus -potassium) fertilizer l can be used at a rate of 90 pounds per acre. Slow -release fertilizers should always be used because they are more efficient and have fewer ' environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over -application of fertilizer. Fertilizer should not be added to the hydromulch machine and agitated more than 20 minutes before it is to be used. If agitated too much, the slow -release coating is destroyed. ■ There are numerous products available on the market that take the place of chemical fertilizers. These include several with seaweed extracts that are beneficial to soil microbes and organisms. If 100 percent cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed meal is a good source of long-term, slow -release, available nitrogen. + Hydroseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 percent tackifier. Mulch may be made up of 100 percent: cottonseed meal; fibers made of wood, recycled cellulose, hemp, and kenaf; compost; or blends of these. Tackifier shall be plant - based, such as guar or alpha plantago, or chemical -based such as polyacrylamide or polymers. Any mulch or tackifier product used shall be installed per manufacturer's instructions. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of application. 4-14 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Mulch is always required for seeding. Mulch can be applied on top of the seed or simultaneously by hydroseeding. ■ On steep slopes, Bonded Fiber Matrix (BFM) or Mechanically Bonded Fiber Matrix (MBFM) products should be used. BFMIMBFM products are applied at a minimum rate of 3,000 pounds per acre of mulch with approximately 10 percent tackifier. Application is made so that a minimum of 95 percent soil coverage is achieved. Numerous products are available commercially and should be installed per manufacturer's instructions. Most products require 24-36 hours to cure before a rainfall and cannot be installed on wet or saturated soils. Generally, these products come in 40-50 pound bags and include all necessary ingredients except for seed and fertilizer. BFMs and MBFMs have some advantages over blankets: • No surface preparation required; ■ Can be installed via helicopter in remote areas; ■ On slopes steeper than 2.5:1, blanket installers may need to be roped and harnessed for safety; They are at least $1,000 per acre cheaper installed. In most cases, the shear strength of blankets is not a factor when used on slopes, only when used in channels. BFMs and MBFMs are good alternatives to blankets in most situations where vegetation establishment is the goal. • When installing seed via hydroseeding operations, only about 1 /3 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. One way to overcome this is to increase seed quantities by up to 50 percent. Vegetation establishment can also be enhanced by dividing the hydromulch operation into two phases: 1. Phase 1- Install all seed and fertilizer with 25-30 percent mulch and tackifier onto soil in the first lift; 2. Phase 2- Install the rest of the mulch and tackifier over the first lift. An alternative is to install the mulch, seed, fertilizer, and tackifier in one lift. Then, spread or blow straw over the top of the hydromulch at a rate of about 800-1000 pounds per acre. Hold straw in place with a standard tackifier. Both of these approaches will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cost may be offset by the reduced need for: 1. Irrigation 2. Reapplication of mulch 3. Repair of failed slope surfaces February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-15 This technique works with standard hydromulch (1,500 pounds per acre minimum) and BFM/MBFMs (3,000 pounds per acre minimum). Areas to be permanently landscaped shall provide a healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. This can be accomplished in a number of ways: Recent research has shown that the best method to improve till soils is to amend these soils with compost. The optimum mixture is approximately two parts soil to one part compost. This equates to 4 inches of compost mixed to a depth of 12 inches in till soils. Increasing the concentration of compost beyond this level can have negative effects on vegetal health, while decreasing the concentrations can reduce the benefits of amended soils. Please note: The compost should meet specifications for Grade A quality compost in Ecology Publication 94-038. Other soils, such as gravel or cobble outwash soils, may require different approaches. Organics and fines easily migrate through the loose structure of these soils. Therefore, the importation of at least 6 inches of quality topsoil, underlain by some type of filter fabric to prevent the migration of fines, may be more appropriate for these soils. Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. Areas that will be seeded only and not landscaped may need compost or meal -based mulch included in the hydroseed in order to establish vegetation. Native topsoil should be re -installed on the disturbed soil surface before application. Seed that is installed as a temporary measure may be installed by hand if it will be covered by straw, mulch, or topsoil. Seed that is installed as a permanent measure may be installed by hand on small areas (usually less than 1 acre) that will be covered with mulch, topsoil, or erosion blankets. The seed mixes listed below include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow - release fertilizers are used. Local suppliers or the local conservation district should be consulted for their recommendations because the appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the local authority may be used. 4-16 Volume 11 — Construction Stormwater Pollution Prevention - February 2005 Table 4.1 represents the standard mix for those areas where just a temporary vegetative cover is required. Table 4.1 Temporary Erosion Control Seed Mix % Weight % Puri % Germination Chewings or annual blue grass 40 98 90 Festuca rubra var. commutata or Poa anna Perennial rye - 50 98 90 Lolium erenne Redtop or colonial bentgrass 5 92 85 Agrostis albs or Agrostis tenuis White dutch clover 5 98 90 Trifolium re ens Table 4.2 provides just one recommended possibility for landscaping seed. Table 4.2 Landscaping Seed Mix % Weight % Purity % Germination Perennial rye blend 70 98 90 Lolium perenne Chewings and red fescue blend 30 98 90 Festuca rubra var. commutata or Festuca rubra This turf seed mix in Table 4.3 is for dry situations where there is no need for much water. The advantage is that this mix requires very little maintenance. Table 4.3 Low -Growing Turf Seed Mix % Weight % Purity % Germination Dwarf tall fescue (several varieties) 45 98 90 Festuca arundinacea var. Dwarf perennial rye (Barclay) 30 98 90 Lciiunr: „crc.,me var. barcla,. Red fescue 20 98 _ 90 Festuca rubra Colonial bentgrass 5 98 90 A rostis tenuis Table 4.4 presents a mix recommended for bioswales and other intermittently wet areas. Table 4.4 Bioswale Seed Mix* % Wei ht % Purity % Germination Tall or meadow fescue 75-80 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 92 85 A rostis palustris Redtop bentgrass 5-10 90 80 A rostis alba orA rostis gigantea *Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-17 The seed mix shown in Table 4.5 is a recommended low -growing, relatively non-invasive seed mix appropriate for very wet areas that are not regulated wetlands. Other mixes may be appropriate, depending on 1 the soil type and hydrology of the area. Recent research suggests that bentgrass (agrostis sp.) should be emphasized in wet -area seed mixes. Apply this mixture at a rate of 60 pounds per acre. Table 4.5 Wet Area Seed Mix* % Weight % Purity % Germination Tall or meadow fescue 60-70 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 98 85 A rostis palustris Meadow foxtail 10-15 90 80 Ale ocurus pratensis Alsike clover 1-6 98 90 Tri olium Izybridum Redtop bentgrass 1-6 92 85 A rostis alba *Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix The meadow seed mix in Table 4.6 is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right- of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. The appropriateness of clover in the mix may need to be considered, as this can be a fairly invasive species. If the soil is amended, the addition of clover may not be necessary. Table 4.6 Meadow Seed Mix % Weight % Purity % Germination Redtop or Oregon bentgrass 20 92 85 Agrostis alba orA rostis ore onensis Red fescue 70 98 90 Festuca rubra White dutch clover 10 98 90 Trifolium re ens Maintenance e Any seeded areas that fail to establish at least 80 percent cover (100 Standards percent cover for areas that receive sheet or concentrated flows) shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding, mulching, or nets/blankets, shall be used. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. 4-18 Volume 11 — Construction Stormwater Pollution Prevention February 2005 After adequate cover is achieved, any areas that experience erosion shall be reseeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-19 I I BMP C121: Mulching Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: • On disturbed areas that require cover measures for less than 30 days. + As a cover for seed during the wet season and during the hot summer months. During the wet season on slopes steeper than 3H:1 V with more than 10 feet of vertical relief. ■ Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near Specifications sensitive areas or other areas highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities) than straw, wood, or chipped material. Maintenance ■ The thickness of the cover must be maintained. Standards • Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. 4-20 Volume Il — Construction Stormwater Pollution Prevention February 2005 Table 4.7 Mulch Standards and Guidelines Mulch Application Material Quality Standards Rates Remarks Straw Air-dried; free from 2"-3" thick; 5 Cost-effective protection when applied with adequate undesirable seed and bales per 1000 sf thickness. Hand -application generally requires greater coarse material. or 2-3 tons per thickness than blown straw. The thickness of straw may be acre reduced by half when used in conjunction with seeding. In windy areas straw must be held in place by crimping, using a tackifier, or covering with netting. Blown straw always has to be held in place with a tackifier as even light winds will blow it away. Straw, however, has several deficiencies that should be considered when selecting mulch materials. It often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits. Straw should be used only if mulches with long-term benefits are unavailable locally. It should also not be used within the ordinary high-water elevation of surface waters (due to flotation). Hydromulch No growth Approx. 25-30 Shall be applied with hydromulcher. Shall not be used inhibiting factors. lbs per 1000 sf without seed and tackifier unless the application rate is at or 1500 - 2000 least doubled. Fibers longer than about 3/4-1 inch clog lbs per acre hydromulch equipment. Fibers should be kept to less than Y4 inch. Composted No visible water or 2" thick min.; More effective control can be obtained by increasing Mulch and dust during approx. 100 tons thickness to 3". Excellent mulch for protecting final grades Compost handling. Must be per acre (approx. until landscaping because it can be directly seeded or tilled purchased from 800 lbs per yard) into soil as an amendment. Composted mulch has a coarser supplier with Solid size gradation than compost. It is more stable and practical Waste Handling to use in wet areas and during rainy weather conditions. Permit (unless exempt). Chipped Site Average size shall 2" minimum This is a cost-effective way to dispose of debris from Vegetation be several inches. thickness clearing and grubbing, and it eliminates the problems Gradations from associated with burning. Generally, it should not be used on J;...... a.. G :-...L..,.. :-. _7 ..____ _t ____ __ J:: ii:Gu ai5:::'v �. a ;jH fijy. i i:i0 Ciwii i±:>i% •_:i iie ii:iiii0.:ii(:� i iii: length for texture, transported by runoff. It is not recommended within 200 variation, and feet of surface waters. If seeding is expected shortly after interlocking mulch, the decomposition of the chipped vegetation may tie properties. up nutrients important to grass establishment. Wood -based No visible water or 2" thick; approx. This material is often called "hog or hogged fuel." It is Mulch dust during 100 tons per acre usable as a material for Stabilized Construction Entrances handling. Must be (approx. 800 lbs. (BMP C105) and as a mulch. The use of mulch ultimately purchased from a per cubic yard) improves the organic matter in the soil. Special caution is supplier with a Solid advised regarding the source and composition of wood - Waste Handling based mulches. Its preparation typically does not provide Permit or one any weed seed control, so evidence of residual vegetation in exempt from solid its composition or known inclusion of weed plants or seeds waste regulations. should be monitored and prevented (or minimized). February 2005 Volume // — Construction Stormwater Pollution Prevention 4-21 BMP C124: Sodding Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: ■ Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately 1-inch Installation thick), and shall have a dense root mat for mechanical strength. Specifications The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. • Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance If the grass is unhealthy, the cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. 4-28 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use In areas (including roadways) subject to surface and air movement of dust where on -site and off -site impacts to roadways, drainage ways, or surface waters are likely. Design and Vegetate or mulch areas that will not receive vehicle traffic. In areas Installation where planting, mulching, or paving is impractical, apply gravel or Specifications landscaping rock. ■ Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street, refer to Stabilized Construction Entrance (BMP C 105). Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP C126) added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about $ 4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. ■ Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. 4-40 Volume 11 — Construction Stormwater Pollution Prevention February 2005 I 1 • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate, paved routes, if available. • Restrict use by tracked vehicles and heavy trucks to prevent damage to road surface and base. • Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. • Pave unpaved permanent roads and other trafficked areas. • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn into dust. ■ Limit dust -causing work on windy days. Is Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP. Maintenance Respray area as necessary to keep dust to a minimum. Standards JFebruary 2005 Volume Il — Construction Stormwater Pollution Prevention 4-41 BMP C152: Sawcutting and Surfacing Pollution Prevention Purpose Sawcutting and surfacing operations generate slurry and process water that contains fine particles and high pH (concrete cutting), both of which can violate the water quality standards in the receiving water. This BMP is intended to minimize and eliminate process water and slurry from entering waters of the State. Conditions of Use Anytime sawcutting or surfacing operations take place, these management practices shall be utilized. Sawcutting and surfacing operations include, but are not limited to, the following: Sawing Coring Grinding Roughening • Hydro -demolition • Bridge and road surfacing Design and . Slurry and cuttings shall be vacuumed during cutting and surfacing Installation operations. Specifications e Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. Y Slurry and cuttings shall not drain to any natural or constructed drainage conveyance. • Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water quality standards. Process water that is generated d-a ing Hydro—dernoii ion, Surface roughening or similar operations shall not drain to any natural or constructed drainage conveyance and shall be disposed of in a manner that does not violate groundwater or surface water quality standards. • Cleaning waste material and demolition debris shall be handled and disposed of in a manner that does not cause contamination of water. If the area is swept with a pick-up sweeper, the material must be hauled out of the area to an appropriate disposal site. Maintenance Continually monitor operations to determine whether slurry, cuttings, or Standards process water could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and vacuum trucks. 4-44 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C153: Material Delivery, Storage and Containment Purpose Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in a designated area, and installing secondary containment. Conditions of Use These procedures are suitable for use at all construction sites with delivery and storage of the following materials: • Petroleum products such as fuel, oil and grease • Soil stabilizers and binders (e.g. Polyacrylamide) Fertilizers, pesticides and herbicides • Detergents • Asphalt and concrete compounds Hazardous chemicals such as acids, lime, adhesives, paints, solvents and curing compounds • Any other material that may be detrimental if released to the environment Design and The following steps should be taken to minimize risk: Installation Temporary storage area should be located away from vehicular traffic, Specifications near the construction entrance(s), and away from waterways or storm drains. Material Safety Data Sheets (MSDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. • Hazardous material storage on -site should be minimized. c Hazardous materials should be handled as infrequently as possible. a During the wet weather season (Oct 1 — April 30), consider storing materials in a covered area. Materials should be stored in secondary containments, such as earthen dike, horse trough, or even a children's wading pool for non -reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in "bus boy" trays or concrete mixing trays. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, in secondary containment. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-45 If drums must be kept uncovered, store them at a slight angle to reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. Material Storage Areas and Secondary Containment Practices: • Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. Temporary secondary containment facilities shall provide for a spill containment volume able to contain precipitation from a 25 year, 24 hour storm event, plus 10% of the total enclosed container volume of all containers, or 110% of the capacity of the largest container within its boundary, whichever is greater. • Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. • Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be non -hazardous. • Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • During the wet weather season (Oct 1 — April 30), each secondary containment facility shall be covered during non -working days, prior to and during rain events. 1 • V „latematQl C mane. areas dear,clem ( r1rtr' 7Pd1 +anA equi pert . itb an ample supply of appropriate spill clean-up material (spill kit). • The spill kit should include, at a minimum: ■ 1-Water Resistant Nylon Bag ■ 3-Oil Absorbent Socks 3"x 4' 2-Oil Absorbent Socks 3"x 10' • 12-Oil Absorbent Pads 17"x19" • 1-Pair Splash Resistant Goggles • 3-Pair Nitrile Gloves 10-Disposable Bags with Ties ■ Instructions 4-46 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C160: Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC), and water quality protection. The designated person shall be the Certified Erosion and Sediment Control Lead (CESCL) who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Conditions of Use Specifications A CESCL shall be made available on projects one acre or larger that discharge stormwater to surface waters of the state a. The CESCL shall: ■ Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology (see details below). Ecology will maintain a list of ESC training and certification providers at: www.ecv.wa.gov/progEams/w!g/storrnwater. OR Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www.gesc.net ■ Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available, on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include, but are not limited to the following: ■ Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation, inspection, maintenance, modification, and removal. ■ Updating all project drawings and the Construction SWPPP with changes made. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-47 • Keeping daily logs, and inspection reports. Inspection reports should include: • Inspection date/time. • Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. • A summary or list of all BMPs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted: 1) Locations of BMPs inspected, 2) Locations of BMPs that need maintenance, 3) Locations of BMPs that failed to operate as designed or intended, and 4) Locations of where additional or different BMPs are required. e Visual monitoring results, including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted, as applicable. Any water quality monitoring performed during inspection. e General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. • Facilitate, participate in, and take corrective actions resulting from incnertinnc nerfnrmeri by nntcide nuenriec nr the nwner 4-48 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Minimum Requirements for ESC Training and Certification Courses General Requirements 1. The course shall teach the construction stormwater pollution prevention guidance provided in the most recent version of: a. The Washington State Dept. of Ecology Stormwater Management Manual for Western Washington, b. Other equivalent stormwater management manuals approved by Ecology. 2. Upon completion of course, each attendee shall receive documentation of certification, including, at a minimum, a wallet -sized card that certifies completion of the course. Certification shall remain valid for three years. Recertification may be obtained by completing the 8-hour refresher course or by taking the initial 16-hour training course again. 3. The initial certification course shall be a minimum of 16 hours (with a reasonable time allowance for lunch, breaks, and travel to and from field) and include a field element and test. a. The field element must familiarize students with the proper installation, maintenance and inspection of common erosion and sediment control BMPs including, but not limited to, blankets, check dams, silt fence, straw mulch, plastic, and seeding. b. The test shall be open book and a passing score is not required for certification. Upon completion of the test, the correct answers shall be provided and discussed. 4. The refresher course shall be a minimum of 8 hours and include a test. a. The refresher course shall include: i. Applicable updates to the Stormwater Management Manual that is used to teach the course, including new or updated BMPs; and ii. Applicable changes to the NPDES General Permit for Construction Activities. b. The refresher course test shall be open book and a passing score is not required for certification. Upon completion of the test, the correct answers shall be provided and discussed. c. The refresher course may be taught using an alternative format (e.g. internet, CD ROM, etc.) if the module is approved by Ecology. Required Course Elements 1. Erosion and Sedimentation Impacts a. Examples/Case studies February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-49 2. Erosion and Sedimentation Processes a. Definitions b. Types of erosion c. Sedimentation i. Basic settling concepts ii. Problems with clays/turbidity 3. Factors Influencing Erosion Potential a. Soil b. Vegetation c. Topography d. Climate 4. Regulatory Requirements a. NPDES - Construction Stormwater General Permit b. Local requirements and permits c. Other regulatory requirements 5. Stormwater Pollution Prevention Plan (SWPPP) a. SWPPP is a living document — should be revised as necessary b. 12 Elements of a SWPPP; discuss suggested BMPs (with examples) 1. Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outlets 9. Control Pollutants i 0. Control De -watering 11. Maintain BMPs 12. Manage the Project 6. Monitoring/Reporting/Recordkeeping a. Site inspections/visual monitoring i. Disturbed areas ii. BMPs iii. Stormwater discharge points b. Water quality sampling/analysis i. Turbidity ii. pH c. Monitoring frequency i. Set by NPDES permit ii. Inactive sites - reduced frequency 4-50 Volume 11 — Construction Stormwater Pollution Prevention February 2005 l l I d. Adaptive Management i. When monitoring indicates problem, take appropriate action (e.g. install/maintain BMPs) ii. Document the corrective action(s) in SWPPP e. Reporting i. Inspection reports/checklists ii. Discharge Monitoring Reports (DMR) iii. Non-compliance notification Instructor Qualifications 1. Instructors must be qualified to effectively teach the required course elements. 2. At a minimum, instructors must have: a. Current certification as a Certified Professional in Erosion and Sediment Control (CPESC), or b. Completed a training program for teaching the required course elements, or c. The academic credentials and instructional experience necessary for teaching the required course elements. 3. Instructors must demonstrate competent instructional skills and knowledge of the applicable subject matter. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-51 4.2 Runoff Conveyance and Treatment BMPs BMP C200: Interceptor Dike and Swale Purpose Provide a ridge of compacted soil, or a ridge with an upslope swale, at the top or base of a disturbed slope or along the perimeter of a disturbed construction area to convey stormwater. Use the dike and/or swale to intercept the runoff from unprotected areas and direct it to areas where erosion can be controlled. This can prevent storm runoff from entering the work area or sediment -laden runoff from leaving the construction site. Conditions of Use Where the runoff from an exposed site or disturbed slope must be conveyed to an erosion control facility which can safely convey the stormwater. Locate upslope of a construction site to prevent runoff from entering disturbed area. When placed horizontally across a disturbed slope, it reduces the amount and velocity of runoff flowing down the slope. • Locate downslope to collect runoff from a disturbed area and direct it to a sediment basin. Design and i Dike and/or swale and channel must be stabilized with temporary or Installation permanent vegetation or other channel protection during construction. Specifications C Channel requires a positive grade for drainage; steeper grades require channel protection and check dams. • Review construction for areas where overtopping may occur. a Can be used at top of new fill before vegetation is established. • May be used as a permanent diversion channel to carry the runoff. • Sub -basin tributary area should be one acre or less. • Design capacity for the peak flow from a 10-year, 24-hour storm, assui ing a Typc 1 Al raintali distribution, far temporary facilifles. Alternatively, use 1.6 times the 10-year, 1-hour flow indicated by an approved continuous runoff model. For facilities that will also serve on a permanent basis, consult the local government's drainage requirements. Interceptor dikes shall meet the following criteria: Top Width 2 feet minimum. Height 1.5 feet minimum on berm. Side Slope 2:1 or flatter. Grade Depends on topography, however, dike system minimum is 0. 5%, maximum is 1%, Compaction Minimum of 90 percent ASTM D698 standard proctor. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-57 Horizontal Spacing of Interceptor Dikes: Average Slope Slope Percent Flowpath Length 20H:1V or less 3-5% 300 feet (10 to 20)H:1 V 5-10% 200 feet (4 to 10)H:1 V 10-25% 100 feet (2 to 4)H:1V 25-50% 50 feet Stabilization depends on velocity and reach Slopes <5% Seed and mulch applied within 5 days of dike construction (see BMP C121, Mulching). Slopes 5 - 40% Dependent on runoff velocities and dike materials. Stabilization should be done immediately using either sod or riprap or other measures to avoid erosion. • The upslope side of the dike shall provide positive drainage to the dike outlet. No erosion shall occur at the outlet. Provide energy dissipation measures as necessary. Sediment -laden runoff must be released through a sediment trapping facility. • Minimize construction traffic over temporary dikes. Use temporary cross culverts for channel crossing. Interceptor swales shall meet the following criteria: Bottom Width 2 feet minimum; the bottom shall be level. Depth 1-foot minimum. Side Slope 2:1 or flatter. Grade Maximum 5 percent, with positive drainage to a suitable outlet (such as a sediment pond). Stabilization Seed as per BMP C120, Temporary and Permanent Seeding, or BMP C202, Channel Lining, 12 inches thick of riprap pressed into the bank and extending at least 8 inches vertical from the bottom. • Inspect diversion dikes and interceptor swales once a week and after every rainfall. Immediately remove sediment from the flow area. Damage caused by construction traffic or other activity must be repaired before the end of each working day. Check outlets and make timely repairs as needed to avoid gully formation. When the area below the temporary diversion dike is permanently stabilized, remove the dike and fill and stabilize the channel to blend with the natural surface. 4-58 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C209: Outlet Protection Purpose Outlet protection prevents scour at conveyance outlets and minimizes the potential for downstream erosion by reducing the velocity of concentrated stormwater flows. Conditions of use Outlet protection is required at the outlets of all ponds, pipes, ditches, or other conveyances, and where runoff is conveyed to a natural or manmade drainage feature such as a stream, wetland, lake, or ditch. Design and Installation Specifications The receiving channel at the outlet of a culvert shall be protected from erosion by rock lining a minimum of 6 feet downstream and extending up the channel sides a minimum of 1—foot above the maximum tailwater elevation or 1-foot above the crown, whichever is higher. For large pipes (more than 18 inches in diameter), the outlet protection lining of the channel is lengthened to four times the diameter of the culvert. Standard wingwalls, and tapered outlets and paved channels should also be considered when appropriate for permanent culvert outlet protection. (See WSDOT Hydraulic Manual, available through WSDOT Engineering Publications). • Organic or synthetic erosion blankets, with or without vegetation, are usually more effective than rock, cheaper, and easier to install. Materials can be chosen using manufacturer product specifications. ASTM test results are available for most products and the designer can choose the correct material for the expected flow. • With low flows, vegetation (including sod) can be effective. • The following guidelines shall be used for riprap outlet protection: 1. If the discharge velocity at the outlet is less than 5 fps (pipe slope less than 1 percent), use 2-inch to 8-inch riprap. Minimum + thickness is 1-foot. 2. For 5 to 10 fps discharge velocity at the outlet (pipe slope less than 3 percent), use 24-inch to 4-foot riprap. Minimum thickness is 2 feet. 3. For outlets at the base of steep slope pipes (pipe slope greater than 10 percent), an engineered energy dissipater shall be used. Filter fabric or erosion control blankets should always be used under riprap to prevent scour and channel erosion. New pipe outfalls can provide an opportunity for low-cost fish habitat improvements. For example, an alcove of low -velocity water can be created by constructing the pipe outfall and associated energy dissipater back from the stream edge and digging a channel, over - widened to the upstream side, from the outfall. Overwintering juvenile and migrating adult salmonids may use the alcove as shelter during 4-80 Volume 11 — Construction Stormwater Pollution Prevention February 2005 1 I high flows. Bank stabilization, bioengineering, and habitat features may be required for disturbed areas. See Volume V for more information on outfall system design. Maintenance a Inspect and repair as needed. Standards 0 Add rock as needed to maintain the intended function. a Clean energy dissipater if sediment builds up. �l JFebruary 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-81 BMP C220: Storm Drain Inlet Protection Purpose To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to 1 acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end -of -pipe treatment may be required. Table 4.9 Storm Drain Inlet Protetion Applicable for Type of Inlet Emergency Paved/ Earthen Protection Overflow Surfaces Conditions of Use Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30' X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Wih pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance re aired. Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. tra 4-82 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Design and Excavated Drop Inlet Protection - An excavated impoundment around the Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2: L • Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems. • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. It may be necessary to build a temporary dike to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter - A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14. • Height 1 to 2 feet above inlet. • Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block 1 opening. jDo not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. Y Place hardware cloth or comparable wire mesh with %Z-inch openings over all block openings. • Place gravel just below the top of blocks on slopes of 2:1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3:1. • Outlet slope of 2:1. • 1-foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. • Outlet slope use gravel'/2- to %-inch at a minimum thickness of 1-foot. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-83 Plan View Drain _ Grate Section A - A Gravel Backfill --� Overflow Water lU I7—I[ Water A Concrete Block Gravel Backfill Concrete Block Wire Screen or / Filter Fabric brop Inlet Ponding Height Notes: 1. Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure (ponding height) must be well below the ground elevation downslope to prevent . unoff tre... _.� y^ssmg :.he inll' t. A * ,persr; dike may 5e necess ry or. t-he dc1eslepe side o* *We str=t: -C. � Figure 4.14 - Block and Gravel Filter Gravel and Wire Mesh Filter - A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. Hardware cloth or comparable wire mesh with'/2-inch openings. Coarse aggregate. Height 1-foot or more, 18 inches wider than inlet on all sides. ■ Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot beyond each side of the inlet structure. If more than one strip of mesh is necessary, overlap the strips. Place coarse aggregate over the wire mesh. The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume 11 - Construction Stormwater Pollution Prevention February 2005 Catchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights -of - way. 5 cubic feet of storage. • Dewatering provisions. • High -flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir — Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with %2-inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. • Place weight on frame anchors. Block and Gravel Curb Inlet Protection — Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. Wire mesh with %2-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier — Sandbag or rock berm (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4.16. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards for protecting a culvert inlet. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-85 Maintenance Catch basin filters should be inspected frequently, especially after Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. 4-86 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Plan View Sect.v..0 - (zumm) I%" Drain Gravel (20mm) Wire Screen or Filter Fabric Catch Basin d Wood Stud { (100x50 Timber Stud) NOTES: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.15 — Block and Gravel Curb Inlet Protection February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-87 Plan View Back of Sidewalk Burlap Sacks to Catch Basin Overlap onto Curb Curb Inlet f� Back of Curb till.44 }} RUNOFF ui Il RUNOFF SPILLWAY, '�-�� 7 —1- Gravel Filled Sandbags Stacked Tightly NOTES: 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. - Sa .dbags of cith b;:r'# a: wo gcctcxtiic` fab::^ .e filleu wit.: gr _', 'ayerad �.nd p2c::ed tig"t:;. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. y 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.16 — Curb and Gutter 4-88 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. Design and Installation Specifications Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts 2' x2" by 14 Ga. wire or equivaton t, if standard strength fabric Used �� -- Filter fabric — E E I N 1 . max =I I " Minimum 4"x4" trench JBackfill trench with native soil Post spacing may be increased or 3/4"-1.5" washed gravel to 8' if wire backing is used 2"x2" wood posts, steel fence posts, or equivalent Figure 4.19 — Silt Fence • Drainage area of 1 acre or less or in combination with sediment basin in a larger site. • Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): 4-94 Volume 11— Construction Stormwater Pollution Prevention February 2005 Table 4.10 Geotextile Standards Polymeric Mesh AOS 0.60 mm maximum for slit film wovens (#30 sieve). 0.30 (ASTM D4751) mm maximum for all other geotextile types (#50 sieve). 0.15 mm minimum for all fabric types (#100 sieve). Water Permittivity 0.02 sec-' minimum (ASTM D4491) Grab Tensile Strength 180 lbs. Minimum for extra strength fabric. (ASTM D4632) 100 lbs minimum for standard strength fabric. 30% maximum Grab Tensile Strength (ASTM D4632) Ultraviolet Resistance 70% minimum (ASTM D4355) ■ Standard strength fabrics shall be supported with wire mesh, chicken wire, 2-inch x 2-inch wire, safety fence, or jute mesh to increase the strength of the fabric. Silt fence materials are available that have synthetic mesh backing attached. c Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0°F. to 120°F. • 100 percent biodegradable silt fence is available that is strong, long lasting, and can be left in place after the project is completed, if permitted by local regulations. • Standard Notes for construction plans and specifications follow. Refer to Figure 4.19 for standard silt fence details. The contractor shall install and maintain temporary silt fences at the locations shown in the Plans. The silt fences shall be constructed in the areas of cicarifig, grading, or drainage prior td starting those activities. A silt fence shall not be considered temporary if the silt fence must function beyond the life of the contract. The silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. The minimum height of the top of silt fence shall be 2 feet and the maximum height shall be 2% feet above the original ground surface. The geotextile shall be sewn together at the point of manufacture, or at an approved location as determined by the Engineer, to form geotextile lengths as required. All sewn seams shall be located at a support post. Alternatively, two sections of silt fence can be overlapped, provided the Contractor can demonstrate, to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-95 The geotextile shall be attached on the up -slope side of the posts and support system with staples, wire, or in accordance with the manufacturer's recommendations. The geotextile shall be attached to the posts in a manner that reduces the potential for geotextile tearing at the staples, wire, or other connection device. Silt fence back-up support for the geotextile in the form of a wire or plastic mesh is i dependent on the properties of the geotextile selected for use. If wire 1 or plastic back-up mesh is used, the mesh shall be fastened securely to the up -slope of the posts with the geotextile being up -slope of the mesh back-up support. The geotextile at the bottom of the fence shall be buried in a trench to j a minimum depth of 4 inches below the ground surface. The trench }4 shall be backfilled and the soil tamped in place over the buried portion of the geotextile, such that no flow can pass beneath the fence and 1 scouring can not occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the trench a minimum of 3 inches. The fence posts shall be placed or driven a minimum of 18 inches. A minimum depth of 12 inches is allowed if topsoil or other soft subgrade soil is not present and a minimum depth of 18 inches cannot be reached. Fence post depths shall be increased by 6 inches if the fence is located on slopes of 3:1 or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading. Silt fences shall be located on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. If the fence must cross contours, with the exception of the ends of the _1 fence, gravel check dams placed perpendicular to the back of the fence shall be used to minimize concentrated flow and erosion along the back of the fence. The gravel check dams shall be approximately 1- foot deep at the back of the fence. It shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. The gravel check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. The gravel check dams shall be located every 10 feet along the fence where the fence must cross contours. The slope of the fence line where contours must be crossed shall not be steeper than 3:1. Wood, steel or equivalent posts shall be used. Wood posts shall have minimum dimensions of 2 inches by 2 inches by 3 feet minimum a length, and shall be free of defects such as knots, splits, or gouges. 4-96 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Steel posts shall consist of either size No. 6 rebar or larger, ASTM A 120 steel pipe with a minimum diameter of 1-inch, U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. or other steel posts having equivalent strength and bending resistance to the post sizes listed. The spacing of the support posts shall be a maximum of 6 feet. Fence back-up support, if used, shall consist of steel wire with a maximum mesh spacing of 2 inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to ultraviolet radiation as the geotextile it supports. • Silt fence installation using the slicing method specification details follow. Refer to Figure 4.20 for slicing method details. The base of both end posts must be at least 2 to 4 inches above the top of the silt fence fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before installation. Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet apart in standard applications. Install posts 24 inches deep on the downstream side of the silt fence, and as close as possible to the fabric, enabling posts to support the fabric from upstream water pressure. Install posts with the nipples facing away from the silt fence fabric. Attach the fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach each tie diagonally 45 degrees through the fabric, with each puncture at least 1 inch vertically apart. In addition, each tie should be positioned to hang on a post nipple when tightening to prevent sagging. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. No more than 24 inches of a 36-inch fabric is allowed above ground level. The rope lock system must be used in all ditch check applications. The installation should be checked and corrected for any deviation before compaction. Use a flat -bladed shovel to tuck fabric deeper into the ground if necessary. Compaction is vitally important for effective results. Compact the soil immediately next to the silt fence fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-97 e Any damage shall be repaired immediately. Maintenance . If concentrated flows are evident uphill of the fence, they must be Standards intercepted and conveyed to a sediment pond. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. • Sediment deposits shall either be removed when the deposit reaches approximately one-third the height of the silt fence, or a second silt fence shall be installed. e If the filter fabric (geotextile) has deteriorated due to ultraviolet it shall be Fending helyh! POST SPACING: max 24' 7' m*wv- ea open rwta 4' Rum oft Peofty weae Attach leede r Upmem a" or Fee! FLOW—� wire a .fob MM 40 ►OGT eEP7Hs yet bale a M 4 ones As tau" retew around With d.rta. 03MMO am #~* Pere gretwd M Fes. M gAatN 12M a 10�%ealyelMw No more Om 242-44'�of a 38' fabric Is allowed above ground. ...... ---- TopofFabde Bell Ir I i . Glaymal aeedmnt dnten 1weR am AIIAt HMM OELM e Gnaw fabdc at pottt. ■ needed. ■ Wks YYee Yet per post, M Stein tip D' a14abAe. • Faddan aech No Qe— b, poly halls rntically a eitYnen of T-apnt. • Hang each the on a Pare rdppin and 0~ Ynt�J• ', ilea Gebte lift OM4 tt SA wire, - Rol of A farce Post iateleei after compacion Fabtk abora good Silt Fence �T �7 HaAontd ctiN port glylp biada (76 mm via11 (Is ram Wh2N Complssed helslsYon Vibratory plowlr not acceptable becatue of hadoorEaloornpaatim Figure 4.20 — Silt Fence Installation by Slicing Method 4-98 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C241: Temporary Sediment Pond Purpose Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Consequently, they usually reduce turbidity only slightly. Conditions of Use Prior to leaving a construction site, stormwater runoff must pass through a sediment pond or other appropriate sediment removal best management practice. A sediment pond shall be used where the contributing drainage area is 3 acres or more. Ponds must be used in conjunction with erosion control practices to reduce the amount of sediment flowing into the basin. Design and • Sediment basins must be installed only on sites where failure of the Installation structure would not result in loss of life, damage to homes or Specifications buildings, or interruption of use or service of public roads or utilities. Also, sediment traps and ponds are attractive to children and can be very dangerous. Compliance with local ordinances regarding health and safety must be addressed. If fencing of the pond is required, the type of fence and its location shall be shown on the ESC plan. • Structures having a maximum storage capacity at the top of the dam of 10 acre-ft (435,600 ft) or more are subject to the Washington Dam Safety Regulations (Chapter 173-175 WAC). • See Figure 4.24, Figure 4.25, and Figure 4.26 for details. If permanent runoff control facilities are part of the project, they should be used for sediment retention. The surface area requirements of the sediment basin must be met. This may require enlarging the permanent basin to comply with the surface area requirements. If a permanent control structure is used, it may be advisable to partially !Cti ±l•l L1C 1!}N'Cr lin!!L�C vv±L± g!Zl.YG± Lo Ill{:�1 CtlSG ±Cell G±10G L-1111G ini7LiC still allowing dewatering of the basin. Use of infiltration facilities for sedimentation basins during construction tends to clog the soils and reduce their capacity to infiltrate. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of 2 feet above final grade. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized. The infiltration pretreatment facility should be fully constructed and used with the sedimentation basin to help prevent clogging. • Determining Pond Geometry Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event (QZ). The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used. February 2005 Volume ll — Construction Stormwater Pollution Prevention 4-105 Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q210.00096 or 2080 square feet per cfs of inflow See BMP C240 for more information on the derivation of the surface area calculation. The basic geometry of the pond can now be determined using the following design criteria: Required surface area SA (from Step 2 above) at top of riser. • Minimum 3.5-foot depth from top of riser to bottom of pond. • Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes can be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface. • One foot of freeboard between the top of the riser and the crest of the emergency spillway. • Flat bottom. • Minimum 1-foot deep spillway. • Length -to -width ratio between 3:1 and 6:1. • Sizing of Discharge Mechanisms. The outlet for the basin consists of a combination of principal and emergency spillways. These outlets must pass the peak runoff expected from the contributing drainage area for a 100-year storm. If, due to site conditions and basin geometry, a separate emergency spill -way is not feasible, the principal spillway must pass the entire peak runoff expected from the 100-year storm. However, an attempt to provide a separate emergency spillway should always be made. The runoff calculations should be based on the site conditions during construction. The flow through the dewatering orifice cannot be utilized when calculating the 100-year storm elevation because of its potential to become clogged; therefore, available spillway storage must begin at the principal spillway riser crest. The principal spillway designed by the procedures contained in this standard will result in some reduction in the peak rate of runoff. However, the riser outlet design will not adequately control the basin discharge to the predevelopment discharge limitations as stated in Minimum Requirement #7: Flow Control. However, if the basin for a permanent stormwater detention pond is used for a temporary sedimentation basin, the control structure for the permanent pond can be used to maintain predevelopment discharge limitations. The size of the basin, the expected life of the construction project, the anticipated downstream effects and the anticipated weather conditions during construction, should be considered to determine the need of additional discharge control. See Figure 4.28 for riser inflow curves. 4-106 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Key divider into slope to prevent flow amu6 The pond length shall be 3 to 6 times the maximum pond width Silt fence or equivalent divider Note: Pond may be formed by berm or by partial or complete excavation Figure 4.24 - Sediment Pond Plan View Emergency overflow Discharge to stabilized conveyance, outlet, or level spreader Riser pipe (principal spillway) Crest of open at top with emergen spillway 6' min. Width trash rack Embankment compacted 95% Dewatering device , _ _ =-_ f` ervious materials such as (see riser detail) _ gravel or clean sand shall not be used 1.5• Wire -backed silt fence l` ' �---- — Discharge td stabilized staked haybales wrapped Dewatermg Concrete base conveyance outlet or with filter fabric, or orifice (see riser detail) level spreader equivalent divider Figure 4.25 - Sediment Pond Cross Section Polyethylene cap Provide adequate strapping Perforated po"IhyleneI Corrugated drainage tubing. diame metal riser min. 2" larger than dewatering orifice. Tubing shall complyMtertight AASHTO M294with ASTIM 7 andcoupling Tack weld 3.5" min. _+Dewate0 steel stu orifice, schedule, 40 steel stub min. Diameter as per calculations 1 i 6" min. 18" min. 1 Alternatively, metal stakes Concrete base and wire may be used to prevent flotation 2X riser die. Min. Figure 4.26 - Sediment Pond Riser Detail February 2005 Volume ll - Construction Stormwater Pollution Prevention 4-107 Figure 4.27 — Riser Inflow Curves 4-108 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the pre -developed 10-year peak flow (Q10). Use Figure 4.28 to determine this diameter (h = 1-foot). Note: A permanent control structure may be used instead of a temporary riser. Emergency Overflow Spillway: Determine the required size and design of the emergency overflow spillway for the developed 100-year peak flow using the method contained in Volume III. Dewatering Orifice: Determine the size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. Determine the required area of the orifice with the following equation: Af (2h)"" A° 0.6x3600Tgo.5 where Ao — orifice area (square feet) As = pond surface area (square feet) h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second2) Convert the required surface area to the required diameter D of the orifice: D = 24x A°=13.54x Ao Igr The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The orifice should control the flow rate. • Additional Design Specifications The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one- half the height of the riser and a minimum of one foot below the top of the riser. Wire -backed, 2- to 3-foot high, extra strength filter fabric supported by treated 4"x4"s can be used as a divider. Alternatively, staked straw bales wrapped with filter fabric (geotextile) may be used. If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-109 I j Maintenance Standards this provision are allowed as long as the divider is permeable, structurally sound, and designed to prevent erosion under or around the barrier. To aid in determining sediment depth, one -foot intervals shall be prominently marked on the riser. If an embankment of more than 6 feet is proposed, the pond must comply with the criteria contained in Volume III regarding dam safety for detention BMPs. The most common structural failure of sedimentation basins is caused by piping. Piping refers to two phenomena: (1) water seeping through fine-grained soil, eroding the soil grain by grain and forming pipes or tunnels; and, (2) water under pressure flowing upward through a granular soil with a head of sufficient magnitude to cause soil grains to lose contact and capability for support. The most critical construction sequences to prevent piping will be: 1. Tight connections between riser and barrel and other pipe connections. 2. Adequate anchoring of riser. 3. Proper soil compaction of the embankment and riser footing. 4. Proper construction of anti -seep devices. ■ Sediment shall be removed from the pond when it reaches 1—foot in depth. • Any damage to the pond embankments or slopes shall be repaired. 4-110 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Stormwater Pollution Prevention Plan Appendix D — General Permit and Notice of Intent Appendix J Issuance Date: Effective Date: Expiration Date: December 1, 2010 January 1, 2011 December 31, 2015 CONSTRUCTION STGRMWATER. GENERAL PERMIT National Pollutant Discharge Elimination System (NPDES) and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity State of Washington Department of Ecology Olympia, Washington 98504 In compliance with the provisions of Chapter 90.48 Revised Code of Washington (State of Washington Water Pollution Control Act) and Title 33 United States Code, Section 1251 et seq. The Federal Water Pollution Control Act (The Clean Water Act) Until this permit expires, is modified or revoked, Permittees that have properly obtained coverage under this general permit are authorized to discharge in -accordance with the special and general conditions that follow. e Sus -wind, P.E., P.G. ater Quality Program Manager Washington State Department of Ecology F TABLE OF CONTENTS LIST OF TABLES .................................. SPECIAL CONDITIONS .................. 3 5 S1. PERMIT COVERAGE........................................................................................................5 S2. APPLICATION REQUIREMENTS...................................................................................8 S3. COMPLIANCE WITH STANDARDS............................................................. ................11 S4. MONITORING REQUIREMENTS..................................................................................12 S5. REPORTING AND RECORDKEEPING REQUIREMENTS .........................................19 S6. PERMIT FEES..................................................................................................................22 ST SOLID AND LIQUID WASTE DISPOSAL....................................................................22 S8. DISCHARGES TO 303(D) OR TMDL WATER BODIES..............................................22 S9. STORMWATER POLLUTION PREVENTION PLAN....................................................26 S 10. NOTICE OF TERMINATION... . ....... ........... GENERAL CONDITIONS................................................................................. ..................... 36 G1. DISCHARGE VIOLATIONS............................................................................................36 G2. SIGNATORY REQUIREMENTS.....................................................................................36 G3. RIGHT OF INSPECTION AND ENTRY.........................................................................37 /I A vrt. !� .ATT: A T Tf , I XTT r .TllT%TTTtl A TT A7 A ATT% T %TT 7r% A TT!'1A7 .,.". ....., iS irE `tii� i i;i�ivii i �v-iiiiiF i4, '" "'"' - - ,!l i iliiV ........I. i ra i i e-i 1 V i� i i� Y i. ............., ^� ^t .. i G5. REVOCATION OF COVERAGE UNDER THE PERMIT.............................................37 G6. REPORTING A CAUSE FOR MODIFICATION............................................................38 G7. COMPLIANCE WITH OTHER LAWS AND STATUTES.............................................38 G8. DUTY TO REAPPLY.......................................................................................................38 G9. TRANSFER OF GENERAL PERMIT COVERAGE.......................................................39 G10. REMOVED SUBSTANCES.............................................................................................39 G11. DUTY TO PROVIDE INFORMATION...........................................................................39 G12. OTHER REQUIREMENTS OF 40 CFR...........................................................................39 G13. ADDITIONAL MONITORING........................................................................................39 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS.............................................40 G15. UPSET............................................................................................ ...........40 ........................ Construction Stormwater General Permit —December 1, 2010 Page 2 1 G16. PROPERTY RIGHTS...................................................................................... ............... 40 G17. DUTY TO COMPLY........................................................................................................40 G18. TOXIC POLLUTANTS.....................................................................................................41 G19. PENALTIES FOR TAMPERING.....................................................................................41 G20. REPORTING PLANNED CHANGES.............................................................................41 1 G21. REPORTING OTHER INFORMATION..........................................................................42 G22. G23. REPORTING ANTICIPATED NON-COMPLIANCE.................................................—.42 REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT ..........42 G24. G25. APPEALS..........................................................................................................................42 SEVERABILITY.... ............ ...............................................................................................43 G26. BYPASS PROHIBITED....................................................................................................43 APPENDIXA — DEFINITIONS.................................................................................................. 46 APPENDIXB — ACRONYMS.................................................................................................... 54 LIST OF TABLES Table 1. Summary of Permit Report Submittals....................................................................... 4 Table 2. Summary of Required On -site Documentation........................................................... 4 Table 3. Summary of Primary Monitoring Requirements...................................................... 12 Table 4. Monitoring and Reporting Requirements................................................................ 16 Table 5. Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed ... 24 ITable 6. pH Sampling and Limits for 303(d)-Listed Waters .................................... .._........ — 24 I I j Construction Stormwater General Permit —December 1, 2010 j Page 3 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions within this permit for additional submittal requirements. Appendix A provides a list of definitions. Appendix B provides a list of acronyms. Table 1. Summary of Permit Report Submittals Permit Submittal Frequency F1rst Sub6nittalVate 5edtiion SS.A and High Turbidity/Transparency Phone As Necessary Within 24 hours S8 Reporting SS.B Discharge Monitoring Report Monthly* Within 15 days of applicable monitoring period SS.F and Noncompliance Notification As necessary Immediately S8 SS.F Noncompliance Notification — As necessary Within 5 Days of non - Written Report compliance G2. Notice of Change in Authorization As necessary G6. Permit Application for Substantive As necessary Changes to the Discharge G8. Application for Permit Renewal 1/permit cycle No later than 180 days before expiration G9. Notice of Permit Transfer As necessary G20. Notice of Planned Changes As necessary UZZ. Reporting Anticipated Non- As necessary compliance SPECIAL NOTE: *Permittees must submit Discharge Monitoring Reports (DMRs) to the Washington State Department of Ecology monthly, regardless of site discharge, for the full duration of permit coverage. Refer to Section S53 of this General Permit for more specific information regarding DMRs. Table 2. Summary of Required On -site Documentation 0064fent Title P,eirnit ponds ions Permit Coverage Letter See Conditions S2, S5 Construction Stormwater General Permit See Conditions S2, S5 Site Log Book See Conditions S4, S5 Stormwater Pollution Prevention Plan (SWPPP) See Conditions S9, S5 Construction Stormwater General Permit —December 1, 2010 Page 4 SPECIAL CONDITIONS S1. PERMIT COVERAGE A. Permit Area This Construction Stormwater General Permit (CSWGP) covers all areas of Washington State, except for federal and Tribal lands as specified in Special Condition SLE.3. B. D erators Re uired to Seek Coverage Under this General Permit: - 1. Operators of the following construction activities are required to seek coverage under this CSWGP: a. Clearing, grading and/or excavation that results in the disturbance of one or more acres and discharges stormwater to surface waters of the State; and clearing, grading and/or excavation on sites smaller than one acre that are part of a larger common plan of development or sale, if the common plan of development or sale will ultimately disturb one acre or more and discharge stormwater to surface waters of the State. i. This includes forest practices (including, but not limited to, class IV conversions) that are part of a construction activity that will result in the disturbance of one or more acres, and discharge to surface waters of the State (that is, forest practices that prepare a site for construction activities); and b. Any size construction activity discharging stormwater to waters of the State that the Department of Ecology ( "Ecology"): i. Determines to be a significant contributor of pollutants to waters of the State of Washington. ii. Reasonably expects to cause a violation of any water quality standard. 2. Operators of the following activities are not required to seek coverage under this CSWGP (unless specifically required under Special Condition S I.B. Lb. above): a. Construction activities that discharge all stormwater and non-stormwater to ground water, sanitary sewer, or combined sewer, and have no point source discharge to either surface water or a storm sewer system that drains to surface waters of the State. b. Construction activities covered under an Erosivity Waiver (Special Condition S2.C). c. Routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Stonnwater General Permit —December 1, 2010 Page 5 C. Authorized Discharges: Stormwater Associated with Construction Activity. Subject to compliance with the terms and conditions of this permit, Permittees are authorized to discharge stormwater associated with construction activity to surface waters of the State or to a storm sewer system that drains to surface waters of the State. (Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site.) 2. Stormwater Associated with Construction Support Activity. This permit also authorizes stormwater discharge from support activities related to the permitted construction site (for example, an on -site portable rock crusher, off -site equipment staging yards, material storage areas, borrow areas, etc.) provided: a. The support activity relates directly to the permitted construction site that is required to have a NPDES permit; and b. The support activity is not a commercial operation serving multiple unrelated construction projects, and does not operate beyond the completion of the construction activity; and c. Appropriate controls and measures are identified in the Stormwater Pollution Prevention Plan (SWPPP) for the discharges from the support activity areas. 3. Non-Stormwater Discharges. The categories and sources of non-stormwater discharges identified below are authorized conditionally, provided the discharge is consistent with the terms and conditions of this permit: a. Discharges from fire -fighting activities. b. Fire hydrant system flushing. c. Potable water, including uncontaminated water line flushing. d. Pipeline hydrostatic test water. e. Uncontaminated air conditioning or compressor condensate. f. Uncontaminated ground water or spring water. g. Uncontaminated excavation dewatering water (in accordance with S9.D.10). h. Uncontaminated discharges from foundation or footing drains. i. Water used to control dust. Permittees must minimize the amount of dust control water used. Routine external building wash down that does not use detergents. k. Landscape irrigation water. The SWPPP must adequately address all authorized non-stormwater discharges, except for discharges from fire -fighting activities, and must comply with Special Construction Stormwater General Permit —December 1, 2010 Page 6 Condition S3. At a minimum, discharges from potable water (including water line flushing), fire hydrant system flushing, and pipeline hydrostatic test water must undergo the following: dechlorination to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 — 8.5 standard units (su), if necessary. D. Prohibited Discharges: The following discharges to waters of the State, including ground water, are prohibited. 1. Concrete wastewater. 2. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.1 (see Appendix A of this permit). 4. Slurry materials and waste from shaft drilling. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance. 6. Soaps or solvents used in vehicle and equipment washing. 7. Wheel wash wastewater, unless discharged according to Special Condition S9.D.9.d. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to Special Condition S9.D.10. E. Limits on Covera e Ecology may require any discharger to apply for and obtain coverage under an individual permit or another more specific general permit. Such alternative coverage will be required when Ecology determines that this CSWGP does not provide adequate assurance that water quality will be protected, or there is a reasonable potential for the project to cause or contribute to a violation of water quality standards. The following stormwater discharges are not covered by this permit: Post -construction stormwater discharges that originate from the site after completion of construction activities and the site has undergone final stabilization. 2. Non -point source silvicultural activities such as nursery operations, site preparation, reforestation and subsequent cultural treatment, thinning, prescribed burning, pest and fire control, harvesting operations, surface drainage, or road construction and maintenance, from which there is natural runoff as excluded in 40 CFR Subpart 122. 3. Stormwater from any federal project or project on federal land or land within an Indian Reservation except for the Puyallup Reservation. Within the Puyallup Construction Stormwater General Permit —December 1, 2010 Page 7 Reservation, any project that discharges to surface water on land held in trust by the federal government may be covered by this permit. 4. Stormwater from any site covered under an existing NPDES individual permit in which stormwater management and/or treatment requirements are included for all stormwater discharges associated with construction activity. 5. Stormwater from a site where an applicable Total Maximum Daily Load (TMDL) requirement specifically precludes or prohibits discharges from construction activity. S2. APPLICATION REQUIREMENTS A. Permit Application Forms Notice of Intent Form/Timeline a. Operators of new or previously unpermitted construction activities must submit a complete and accurate permit application (Notice of Intent, or NOI) to Ecology. b. The operator must submit the NOI at least 60 days before discharging stormwater from construction activities and must submit it on or before the date of the first public notice (see Special Condition S2.B below for details). The 30-day public comment period required by WAC 173-226-130(5) begins on the publication date of the second public notice. Unless Ecology responds to the complete application in writing, based on public comments, or any other relevant factors, coverage under the general permit will automatically commence on the thirty-first day following receipt by Ecology of a completed NOI, or the issuance date of this permit, whichever is later, unless Ecology specifies a later date in writing. c. Applicants who propose to discharge to a storm or sewer system operated by Seattle, King County, Snohomish County, Tacoma, Pierce County, or Clark County must also submit a copy of the NOI to the appropriate jurisdiction. d. If an applicant intends to use a Best Management Practice (BMP) selected on the basis of Special Condition S9.C.4 ("demonstrably equivalent" BMPs), the applicant must notify Ecology of its selection as part of the NOI. In the event the applicant selects BMPs after submission of the NOI, it must provide notice of the selection of an equivalent BMP to Ecology at least 60 days before intended use of the equivalent BMP. e. Permittees must notify Ecology regarding any changes to the information provided on the NOI by submitting an updated NOI. Examples of such changes include, but are not limited to, i. changes to the Permittee's mailing address, ii. changes to the on -site contact person information, and Construction Stormwater General Permit —December 1, 2010 Page 8 I -� iii. changes to the area/acreage affected by construction activity. 2. Transfer of Coverage Form The Permittee can transfer current coverage under this permit to one or more new operators, including operators of sites within a Common Plan of Development, provided the Permittee submits a Transfer of Coverage Form in accordance with l General Condition G9. Transfers do not require public notice. B. Public Notice r� For new or previously unpermitted construction activities, the applicant must publish a public notice at least one time each week for two consecutive weeks, at least 7 days apart, in a newspaper with general circulation in the county where the construction is to take place. The notice must contain: 1. A statement that "The applicant is seeking coverage under the Washington State Department of Ecology's Construction Stormwater NPDES and State Waste Discharge General Permit." l 2. The name, address and location of the construction site. 1 3. The name and address of the applicant. 4. The type of construction activity that will result in a discharge (for example, residential construction, commercial construction, etc.), and the number of acres to be disturbed. ` 5. The name of the receiving water(s) (that is, the surface water(s) to which the site will discharge), or, if the discharge is through a storm sewer system, the name of the operator of the system. 6. The statement: "Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology's action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier H antidegradation requirements under WAC 173-201A-320. Comments can be submitted to: Department of Ecology, P.O. Box 47696, Olympia, WA 98504-7696 Attn: Water Quality Program, Construction Stormwater." Construction Stormwater General Permit —December 1, 2010 Page 9 C. Erosivity Waiver Construction site operators may qualify for an erosivity waiver from the CSWGP if the following conditions are met: The site will result in the disturbance of fewer than 5 acres and the site is not a portion of a common plan of development or sale that will disturb 5 acres or greater. 2. Calculation of Erosivity "R" Factor and Regional Timeframe: a. The project's rainfall erosivity factor ("R" Factor) must be less than 5 during the period of construction activity, as calculated using either the Texas A&M University online rainfall erosivity calculator at: http:llei.tamu.edu/ or EPA's calculator at http:llcfpub.el2a. ovinpdeslstormwater/lew/lewcalculator.cfin. The period of construction activity starts when the land is first disturbed and ends with final stabilization. In addition: b. The entire period of construction activity must fall within the following timeframes: i. For sites west of the Cascades Crest: June 15 — September 15. ii. For sites east of the Cascades Crest, excluding the Central Basin: June 15 — October 15. iii. For sites east of the Cascades Crest, within the Central Basin: no additional timeframe restrictions apply. The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. For a map of the Central Basin (Region 2), refer to b=://www.ecy.wa.gov/pubs/ecy07O2O2. 3. Construction site operators must submit a complete Erosivity Waiver certification •_ _ __ _ -Bill 1 i o � K he- II 1 ii'1111 lJ i i' 1 3 �1! 1 1 \ i}-. i-•11 ! _L_.. a. leas' one SiC YCC__ C_l =C J!' �ia Me anCv. 4 t1 lal1L__ y 1A ! _ statements that the operator will: a. Comply with applicable local stormwater requirements; and b. Implement appropriate erosion and sediment control BMPs to prevent violations of water quality standards. 4. This waiver is not available for facilities declared significant contributors of pollutants as defined in Special Condition S I.B. Lb. 5. This waiver does not apply to construction activities which include non- stormwater discharges listed in Special Condition S 1.C.3. 6. If construction activity extends beyond the certified waiver period for any reason, the operator must either: a. Recalculate the rainfall erosivity "R" factor using the original start date and a new projected ending date and, if the "R" factor is still under 5 and the entire Construction Stormwater General Permit —December 1, 2010 Page 10 project falls within the applicable regional timeframe in Special Condition S2.C.2.b, complete and submit an amended waiver certification form before the original waiver expires; or b. Submit a complete permit application to Ecology in accordance with Special Condition S2.A and B before the end of the certified waiver period. S3. COMPLIANCE WITH STANDARDS A. Discharges must not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), ground water quality standards (Chapter 173-200 WAC), sediment management standards (Chapter 173-204 WAC), and human health - based criteria in the National Toxics Rule (40 CFR Part 131.36). Discharges not in compliance with these standards are not authorized. B. Prior to the discharge of stormwater and non-stormwater to waters of the State, the Permittee must apply all known, available, and reasonable methods of prevention, control, and treatment (AKART). This includes the preparation and implementation of an adequate Stormwater Pollution Prevention Plan (SWPPP), with all appropriate BMPs installed and maintained in accordance with the SWPPP and the terms and conditions of this permit. C. Ecology presumes that a Permittee complies with water quality standards unless discharge monitoring data or other site -specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Permittee complies with the following conditions. The Permittee must fully: 1. Comply with all permit conditions, including planning, sampling, monitoring, reporting, and recordkeeping conditions. 2. Implement stormwater BMPs contained in stormwater management manuals published or approved by Ecology, or BMPs that are demonstrably equivalent to BMPs contained in stormwater technical manuals published or approved by Ecology, including the proper selection, implementation, and maintenance of all applicable and appropriate BMPs for on -site pollution control. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology.) D. Where construction sites also discharge to ground water, the ground water discharges must also meet the terms and conditions of this CSWGP. Permittees who discharge to ground water through an injection well must also comply with any applicable requirements of the Underground Injection Control (UIC) regulations, Chapter 173-218 WAC. Construction Stormwater General Permit —December 1, 2010 Page 11 S4. MONITORING REQUIREMENTS, BENCHMARKS AND REPORTING TRIGGERS Table 3. Summary of Primary Monitoring Requirements Size -of $oil 1Weeldy'Site Weekly Weekly Weekly. pW Requires Disturbance' I Inspections Sampling wl Sampling wl Sarnpling2 CESCL Turbidity Transparency . Cerfilicatioh? Meter Tube Sites that disturb Required Not Required Not Required Not Required No less than 1 acre, but are part of a larger Common Plan of Development Sites that disturb 1 Required Sampling ReTired — Required Yes acre or more, but either method fewer than 5 acres Sites that disturb 5 Required Required Not Required 4 Required Yes acres or more A. Site Log Book The Permittee must maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements, including the installation and maintenance of BMPs, site inspections, and stormwater monitoring. B. Site Inspections The Permittee's (operator's) site inspections must include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points. (See Special Conditions S4.B.3 and B.4 below for detailed requirements of the Permittee's Certified Erosion and Sediment Control Lead [CESCL]). ' Soil disturbance is calculated by adding together all areas affected by construction activity. Construction activity means clearing, grading, excavation, and any other activity that disturbs the surface of the land, including ingress/egress from the site. 2 If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (1,000 cubic yards of poured or recycled concrete over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement -treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer stormwater collection system that drains to other surface waters of the State, the Permittee must conduct pH monitoring sampling in accordance with Special Condition S4.D. 3 Sites with one or more acres, but fewer than 5 acres of soil disturbance, must conduct turbidity or transparency sampling in accordance with Special Condition S4.C. 4 Sites equal to or greater than 5 acres of soil disturbance must conduct turbidity sampling using a turbidity meter in accordance with Special Condition S4.C. Construction Stormwater General Permit —December 1, 2010 Page 12 Construction sites one acre or larger that discharge stormwater to surface waters of the State must have site inspections conducted by a certified CESCL. Sites less than one acre may have a person without CESCL certification conduct inspections; sampling is not required on sites that disturb less than an acre. 1. The Permittee must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. The Permittee must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee must correct the problems identified by: a. Reviewing the SWPPP for compliance with Special Condition S9 and making appropriate revisions within 7 days of the inspection. b. Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Documenting BMP implementation and maintenance in the site log book. 2. The Permittee must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The Pennittee may reduce the inspection frequency for temporarily stabilized, inactive sites to once every calendar month. The Permittee must have staff knowledgeable in the principles and practices of erosion and sediment control. The CESCL (sites one acre or more) or inspector (sites less than one acre) must have the skills to assess the: a. Site conditions and construction activities that could impact the quality of stormwater, and b. Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. 4. The SWPPP must identify the CESCL or inspector, who must be present on site or on -call at all times. The CESCL must obtain this certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C 160 in the manual referred to in Special Condition S9.C.1 and 2). Construction Stormwater General Permit — December 1, 2010 Page 13 5. The Permittee must summarize the results of each inspection in an inspection report or checklist and enter the report/checklist into, or attach it to, the site log book. At a minimum, each inspection report or checklist must include: a. Inspection date and time. b. Weather information, the general conditions during inspection and the approximate amount of precipitation since the last inspection, and precipitation within the last 24 hours. c. A summary or list of all implemented BMPs, including observations of all erosion/sediment control structures or practices. d. A description of the locations: i. Of BMPs inspected. ii. Of BMPs that need maintenance and why. iii. Of BMPs that failed to operate as designed or intended, and iv. Where additional or different BMPs are needed, and why. e. A description of stormwater discharged from the site. The Permittee must note the presence of suspended sediment, turbidity, discoloration, and oil sheen, as applicable. f. Any water quality monitoring performed during inspection. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made following the inspection. h. A summary report and a schedule of implementation of the remedial actions that the Permittee plans to take if the site inspection indicates that the site is o it i f ce.--nipiiA1512e. ifie Ytf-?i1e_Ui?A1 El06L-iis Lid- C - 111U$l i1.iG l lS1G l ullii ili iilS iii the SWPPP and the permit. i. The name, title, and signature of the person conducting the site inspection, a phone number or other reliable method to reach this person, and the following statement: "I certify that this report is true, accurate, and complete to the best of my knowledge and belief." C. Turbidily/Transparenqy SMling Re uirements 1. Sampling Methods a. If construction activity involves the disturbance of 5 acres or more, the Permittee must conduct turbidity sampling per Special Condition S4.C. b. If construction activity involves 1 acre or more but fewer than 5 acres of soil disturbance, the Permittee must conduct either transparency sampling or turbidity sampling per Special Condition S4.C. Construction Stormwater General Permit —December 1, 2010 Page 14 M 2. Sampling Frequency ti a. The Permittee must sample all discharge locations at least once every calendar week when stormwater (or authorized non-stormwater) discharges from the site or enters any on -site surface waters of the state (for example, a creek running through a site). 1 b. Samples must be representative of the flow and characteristics of the ' discharge. c. Sampling is not required when there is no discharge during a calendar week. d. Sampling is not required outside of normal working hours or during unsafe -� conditions. e. If the Permittee is unable to sample during a monitoring period, the Permittee must include a brief explanation in the monthly Discharge Monitoring Report i (DMR). f. Sampling is not required before construction activity begins. 1 3. Sampling Locations a. Sampling is required at all points where stormwater associated with construction activity (or authorized non-stormwater) is discharged off site, including where it enters any on -site surface waters of the state (for example, a creek running through a site). 5 b. The Permittee may discontinue sampling at discharge points that drain areas of the project that are fully stabilized to prevent erosion. c. The Permittee must identify all sampling point(s) on the SWPPP site map and + clearly mark these points in the field with a flag, tape, stake or other visible marker. d. Sampling is not required for discharge that is sent directly to sanitary or combined sewer systems. 4. Sampling and Analysis Methods a. The Permittee performs turbidity analysis with a calibrated turbidity meter (turbidimeter) either on site or at an accredited lab. The Permittee must record the results in the site log book in nephelometric turbidity units (NTU). b. The Permittee performs transparency analysis on site with a 13/-inch- diameter, 60-centimeter (cm) -long transparency tube. The Permittee will record the results in the site log book in centimeters (cm). Transparency tubes 1 are available from: http://watermonitoringeauin.camlpaLeslstream.html. Construction Stormwater General Permit —December 1, 2010 Page 15 Table 4. Monitoring and Reporting Requirements Parameter Unit Analytical Me#had Sa�piit}g BeritiriaNc. Phone Fretivandy Valua Roparting . TTigger Value Turbidity NTU SM2130 or EPA Weekly, if 25 NTU 250 NTU 180.1 discharging Transparency cm Manufacturer Weekly, if 33 cm 6 cm instructions, or discharging Ecology guidance Turbidity/Transparency Benchmark Values and Reporting Triggers The benchmark value for turbidity is 25 NTU or less. The benchmark value for transparency is 33 centimeters (cm). Note: Benchmark values do not apply to discharges to segments of water bodies on Washington State's 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus; these discharges are subject to a numeric effluent limit for turbidity. Refer to Special Condition S8 for more information. a. Turbidity 26 — 249 NTU, or Transparency 32 — 7 cm: If the discharge turbidity is 26 to 249 NTU; or if discharge transparency is less than 33 cm, but equal to or greater than 6 cm, the Permittee must: i. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. ii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is _ ].t 7_t_ i t. IRA 1C?I �IiiIG iv 111I211 lii ij�j�:�, �.(.�ilw it7� inti fl i��i li�C (!lull lii i2}CIS li1Sic, WiDr-li the Permittee requests an extension within the initial 10-day response period. iii. Document BMP implementation and maintenance in the site log book. b. Tubbidi#y 250 NTU or greater, or Transparency 6 cm or less: If a discharge point's turbidity is 250 NTU or greater, or if discharge transparency is less than or equal to 6 cm, the Permittee must complete the reporting and adaptive management process described below. i. Telephone the applicable Ecology Region's Environmental Report Tracking System (ERTS) number within 24 hours, in accordance with Special Condition S5.F. Central Re iglon (Okanogan, Chelan, Douglas, Kittitas, Yakima, Klickitat, Benton): (509) 575-2490 Construction Stormwater General Permit —December 1, 2010 Page 16 a Eastern _Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 Northwest Region (Kitsap, Snohomish, Island, King, San Juan, Skagit, Whatcom): (425) 649-7000 ■ Southwest Region (Grays Harbor, Lewis, Mason, Thurston, Pierce, Clark, Cowlitz, Skamania, Wahkiakum, Clallam, Jefferson, Pacific): (360) 407-6300 These numbers are also listed at the following web site: htt :llwww_ec .wa, a�+l ro arnslw Istonnwaterlconstructioi�l errait.htmf ii. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. iii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. iv. Document BMP implementation and maintenance in the site log book. v. Continue to sample discharges daily until: a) Turbidity is 25 NTU (or lower); or b) Transparency is 33 cm (or greater); or c) The Permittee has demonstrated compliance with the water quality limit for turbidity: 1) No more than 5 NTU over background turbidity, if background is less than 50 NTU, or 2) No more than 10% over background turbidity, if background is 50 NTU or greater; or d) The discharge stops or is eliminated. D. vH Sg=hngyRequirements -- Significant Concrete Work or Engineered Soils If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project ) or the use of engineered soils (soil amendments including but not limited to Portland cement -treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area Construction Stormwater General Permit — December 1, 2010 Page 17 drains to surface waters of the State or to a storm sewer system that drains to surface waters of the state, the Permittee must conduct pH monitoring as set forth below. Note: In addition, discharges to segments of water bodies on Washington State's 303(d) list (Category 5) for high pH are subject to a numeric effluent limit for pH; refer to Special Condition S8. For sites with significant concrete work, the Permittee must begin the pH monitoring period when the concrete is first poured and exposed to precipitation, and continue weekly throughout and after the concrete pour and curing period, until stormwater pH is in the range of 6.5 to 8.5 (su). 2. For sites with engineered soils, the Permittee must begin the pH monitoring period when the soil amendments are first exposed to precipitation and must continue until the area of engineered soils is fully stabilized. 3. During the applicable pH monitoring period defined above, the Permittee must obtain a representative sample of stormwater and conduct pH analysis at least once per week. 4. The Permittee must monitor pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils before the stormwater discharges to surface waters. 5. The benchmark value for pH is 8.5 standard units. Anytime sampling indicates that pH is 8.5 or greater, the Permittee must either: a. Prevent the high pH water (8.5 or above) from entering storm sewer systems or surface waters; or b. If necessary, adjust or neutralize the high pH water until it is in the range of pH 6.5 to 8.5 (su) using an appropriate treatment BMP such as carbon dioxide (CO2) sparging or dry ice. The Permittee must obtain written approval from Frnlnav hafnrP mina nny fnrm of rhernirrnl trPntmeW nthar than (M ennraino or dry ice. 6. The Permittee must perform pH analysis on site with a calibrated pH meter, pH test kit, or wide range pH indicator paper. The Permittee must record pH monitoring results in the site log book. Construction Stormwater General Permit —December 1, 2010 Page 18 S5. REPORTING AND RECORDKEEPING REQUIREMENTS A. High Turbidity Phone Reporting Anytime sampling performed in accordance with Special Condition S4.0 indicates turbidity has reached the 250 NTU phone reporting level, the Permittee must call Ecology's Regional office by phone within 24 hours of analysis. The web site is htW://www.ea.wa.goy/t)LQ&rams/wq/stormwater/construction/permit.html. Also see phone numbers in Special Condition S4.C.5.b.i. B. Discharge Monitoring Report Permittees required to conduct water quality sampling in accordance with Special Conditions S4.0 (Turbidity/Transparency), S4.D (pH), S8 (303[d]/TMDL sampling), and/or G13 (Additional Sampling) must submit the results to Ecology. Permittees must submit monitoring data using Ecology's WebDMR program. To find out more information and to sign up for WebDMR go to: bZ://www.ecy.wa.gov/programs/wg/Denni!s/ aris/webdmr.html. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper copy DMR at: Mailing Address: Department of Ecology Water Quality Program Attn: Stormwater Compliance Specialist PO Box 47696 Olympia, WA 98504-7696 Permittees who obtain a waiver not to use WebDMR must use the forms provided to i them by Ecology; submittals must be mailed to the address above. Permittees shall ? submit DMR forms to be received by Ecology within 15 days following the end of each month. If there was no discharge during a given monitoring period, all Permittees must submit a DMR as required with "no discharge" entered in place of the monitoring results. For more information, contact Ecology staff using information provided at the following web site: http://www.go.wa.goy//programs/spills/response/assistancesoil%20maR.Rdf C. Records Retention The Permittee must retain records of all monitoring information (site log book, sampling results, inspection reports/checklists, etc.), Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements for the t entire life of the construction project and for a minimum of three years following the termination of permit coverage. Such information must include all calibration and Jmaintenance records, and records of all data used to complete the application for this Construction Stormwater General Permit —December 1, 2010 _j Page 19 permit. This period of retention must be extended during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording Results For each measurement or sample taken, the Permittee must record the following information: Date, place, method, and time of sampling or measurement. 2. The first and last name of the individual who performed the sampling or measurement. The date(s) the analyses were performed. 4. The first and last name of the individual who performed the analyses. The analytical techniques or methods used. 6. The results of all analyses. E. Additional Monitoring by Permittee If the Permittee monitors any pollutant more frequently than required by this permit using test procedures specified by Special Condition S4 of this permit, the results of this monitoring must be included in the calculation and reporting of the data submitted in the Permittee's DMR. F. Noncompliance Notification In the event the Permittee is unable to comply with any part of the terms and conditions of this permit, and the resulting noncompliance may cause a threat to human health or the environment, the Permittee must: Immediately notify Ecology of the failure to comply by calling the applicable Regional office ERTS phone number (find at http://www,ecy.wa.gov/programs/spills/response/assistancesoil°/*20Ln .pdf) or refer to Special Condition S4.C.5.b.i. 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance, and, if applicable, repeat sampling and analysis of any noncompliance immediately and submit the results to Ecology within five (5) days of becoming aware of the violation. 3. Submit a detailed written report to Ecology within five (5) days, unless requested earlier by Ecology. The report must contain a description of the noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; and the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. Construction Stormwater General Permit —December 1, 2010 Page 20 The Permittee must report any unanticipated bypass and/or upset that exceeds any effluent limit in the permit in accordance with the 24-hour reporting requirement contained in 40 C.F.R. 122.41(1)(6)). Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. Refer to Section G14 of this permit for specific information regarding non-compliance. G. Access to flans and Records The Permittee must retain the following permit documentation (plans and records) on site, or within reasonable access to the site, for use by the operator or for on -site review by Ecology or the local jurisdiction: a. General Permit. b. Permit Coverage Letter. Stormwater Pollution Prevention Plan (SWPPP). d. Site Log Book. 2. The Permittee must address written requests for plans and records listed above (Special Condition S5.G.1) as follows: a. The Permittee must provide a copy of plans and records to Ecology within 14 days of receipt of a written request from Ecology. b. The Permittee must provide a copy of plans and records to the public when requested in writing. Upon receiving a written request from the public for the Permittee's plans and records, the Permittee must either: i. Provide a copy of the plans and records to the requester within 14 days of a receipt of the written request; or ii. Notify the requester within 10 days of receipt of the written request of the location and times within normal business hours when the plans and records may be viewed; and provide access to the plans and records within 14 days of receipt of the written request; or Within 14 days of receipt of the written request, the Permittee may submit a copy of the plans and records to Ecology for viewing and/or copying by the requester at an Ecology office, or a mutually agreed location. If plans and records are viewed and/or copied at a location other than at an Ecology office, the Permittee will provide reasonable access to copying services for which a reasonable fee may be charged. The Permittee must notify the requester within 10 days of receipt of the request where the plans and records may be viewed and/or copied. Construction Stormwater General Permit —December 1, 2010 Page 21 S6. PERMIT FEES The Permittee must pay permit fees assessed by Ecology. Fees for stormwater discharges covered under this permit are established by Chapter 173-224 WAC. Ecology continues to assess permit fees until the permit is terminated in accordance with Special Condition S 10 or revoked in accordance with General Condition G5. S7. SOLID AND LIQUID WASTE DISPOSAL The Permittee must handle and dispose of solid and liquid wastes generated by construction activity, such as demolition debris, construction materials, contaminated materials, and waste materials from maintenance activities, including liquids and solids from cleaning catch basins and other stormwater facilities, in accordance with: A. Special Condition S3, Compliance with Standards. B. WAC 173-216-110. C. Other applicable regulations. S8. DISCHARGES TO 303(D) OR TMDL WATER BODIES A. Sampling and Numeric Effluent Limits For Certain Discharges to 303(d)-listed Water Bodies 1. Permittees who discharge to segments of water bodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, high pH, or phosphorus, must conduct water quality sampling according to the requirements of this section, and Special Conditions S4.C.2.b-f and S4.C.3.b-d, and must comply with the applicable numeric effluent limitations in SS.0 and SS.D. 2. All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current listing by Ecology of impaired waters (Category 5) that exists on January 1, 2011, or the date when the operator's complete permit application is received by Ecology, whichever is later. B. Limits on Coverage for New Discharges to TMDL or 303( )-listed Waters Operators of construction sites that discharge to a 303(d)-listed water body are not eligible for coverage under this permit unless the operator: Prevents exposing stormwater to pollutants for which the water body is impaired, and retains documentation in the SWPPP that details procedures taken to prevent exposure on site; or 2. Documents that the pollutants for which the water body is impaired are not present at the site, and retains documentation of this finding within the SWPPP; or Construction Stormwater General Permit —December 1, 2010 Page 22 -I 3. Provides Ecology with data indicating the discharge is not expected to cause or contribute to an exceedance of a water quality standard, and retains such data on site with the SWPPP. The operator must provide data and other technical information to Ecology that sufficiently demonstrate: a. For discharges to waters without an EPA -approved or -established TMDL, that the discharge of the pollutant for which the water is impaired will meet in -stream water quality criteria at the point of discharge to the water body; or b. For discharges to waters with an EPA -approved or -established TMDL, that there is sufficient remaining wasteload allocation in the TMDL to allow construction stormwater discharge and that existing dischargers to the water body are subject to compliance schedules designed to bring the water body into attainment with water quality standards. Operators of construction sites are eligible for coverage under this permit if Ecology issues permit coverage based upon an affirmative determination that the dischar a will not cause or contribute to the existin im airment. C. Sampling and Numeric Effluent Limits for Discharges to Water Bodies on the 303 d List for Turbidity. Fine Sediment, or Phosphorus 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus must conduct turbidity sampling in accordance with Special Condition S4.C.2 and comply with either of the numeric effluent limits noted in Table 5 below. 2. As an alternative to the 25 NTU effluent limit noted in Table 5 below (applied at the point where stormwater [or authorized non-stormwater] is discharged off -site), permittees may choose to comply with the surface water quality standard for turbidity. The standard is: no more than 5 NTU over background turbidity when the background turbidity is 50 NTU or less, or no more than a 10% increase in turbidity when the background turbidity is more than 50 NTU. In order to use the water quality standard requirement, the sampling must take place at the following locations: a. Background turbidity in the 303(d)-listed receiving water immediately upstream (upgradient) or outside the area of influence of the discharge. b. Turbidity at the point of discharge into the 303(d)-listed receiving water, inside the area of influence of the discharge. 3. Discharges that exceed the numeric effluent limit for turbidity constitute a i violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S5.F. Construction Stormwater General Permit — December 1, 2010 Page 23 Table 5. Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters Parameter identified in 303(d) listing Parameter Sampled unit Analytical Method Smpling Frequency Numeric •Effluent L'irnie • Turbidity Turbidity NTU SM2130 or Weekly, if 25 NTU, at the point • Fine Sediment EPA180.1 discharging where stormwater is o Phosphorus discharged from the site; OR In compliance with the surface water quality standard for turbidity (S8.C.1.a) 'Permittees subject to a numeric effluent limit for turbidity may, at their discretion, choose either numeric effluent limitation based on site -specific considerations including, but not limited to, safety, access and convenience. D. Discharges to Water Bodies on the 303(d) List for Hi h H 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for high pH must conduct pH sampling in accordance with the table below, and comply with the numeric effluent limit of pH 6.5 to 8.5 su (Table 6). Table 6. pH Sampling and Limits for 303(d)-Listed Waters Parameter identified in Parameter Analytical Sampling Numeric Effluent 303(d) listing SampledlUniis Method Frequency Limit High pH pH /Standard pH meter Weekly, if In the range of 6.5 — Units discharging 8.5 2. At the Permittee's discretion, compliance with the limit shall be assessed at one of the following locations: a. Directly in the 303(d)-listed water body segment, inside the immediate area of influence of the discharge; or b. Alternatively, the permttee may measure pH at the point where the discharge leaves the construction site, rather than in the receiving water. Discharges that exceed the numeric effluent limit for pH (outside the range of 6.5 — 8.5 su) constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S51. Construction Stormwater General Permit —December 1, 2010 Page 24 E. Sampling and Limits for Sites Discharging to Waters Covered by a TMDL or Another Pollution Control Plan 1. Discharges to a water body that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Refer to htlp://www.ecy.wa.gov/programs/wg/tmdl/index.html for more information on TMDLs. a. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges must be consistent with any specific waste load allocations or requirements established by the applicable TMDL. i. The Permittee must sample discharges weekly or as otherwise specified by the TMDL to evaluate compliance with the specific waste load allocations or requirements. ii. Analytical methods used to meet the monitoring requirements must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 CFR Part 136. Turbidity and pH methods need not be accredited or registered unless conducted at a laboratory which must otherwise be accredited or registered. b. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but has not identified specific requirements, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. c. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. d. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this permit. 2. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus that is completed and approved by EPA before January 1, 2011, or before the date the operator's complete permit application is received by Ecology, whichever is later. TMDLs completed after the operator's complete permit application is received by Ecology become applicable to the Permittee only if they are imposed through an administrative order by Ecology, or through a modification of permit coverage. Construction Stormwater General Permit —December 1, 2010 Page 25 S9. STORMWATER POLLUTION PREVENTION PLAN The Permittee must prepare and properly implement an adequate Stormwater Pollution Prevention Plan (SWPPP) for construction activity in accordance with the requirements of this permit beginning with initial soil disturbance and until final, stabilization. A. The Pennittee's SWPPP must meet the following_ objectives: To implement best management practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. To prevent violations of surface water quality, ground water quality, or sediment management standards. To control peak volumetric flow rates and velocities of stormwater discharges. B. General Requirements The SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: a. Information about existing site conditions (topography, drainage, soils, vegetation, etc.). b. Potential erosion problem areas. c. The 12 elements of a SWPPP in Special Condition S9.D.1-12, including BMPs used to address each element. d. Construction phasing/sequence and general BMP implementation schedule. The actions to be taken If BMP performance goals are not achieved —for example, a contingency plan for additional treatment and/or storage of stormwater that would violate the water quality standards if discharged. f. Engineering calculations for ponds and any other designed structures. 2. The Permittee must modify the SWPPP if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is, or would be, ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The Permittee must then: a. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the inspection or investigation. b. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than 10 days from the inspection or investigation. If Construction Stormwater General Permit —December 1, 2010 Page 26 installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period, c. Document BMP implementation and maintenance in the site log book. The Permittee must modify the SWPPP whenever there is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. C. Stormwater Best Management Practices (BMPs) BMPs must be consistent with: Stormwater Management Manual for Western Washington (most recent edition), for sites west of the crest of the Cascade Mountains; or 2. Stormwater Management Manual for Eastern Washington (most recent edition), for sites east of the crest of the Cascade Mountains; or Revisions to the manuals listed in Special Condition S9.C.1. & 2., or other stormwater management guidance documents or manuals which provide an equivalent level of pollution prevention, that are approved by Ecology and incorporated into this permit in accordance with the permit modification requirements of WAC 173-226-230; or 4. Documentation in the SWPPP that the BMPs selected provide an equivalent level of pollution prevention, compared to the applicable Stormwater Management Manuals, including: a. The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. b. An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology -based treatment requirements under 40 CFR part 125.3. D. SWPPP —Narrative Contents and Requirements The Permittee must include each of the 12 elements below in Special Condition S9.D.1- 12 in the narrative of the SWPPP and implement them unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the SWPPP. Preserve Vegetation/Mark Clearing Limits a. Before beginning land -disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Construction Stormwater General Permit — December 1, 2010 Page 27 b. Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practicable. 2. Establish Construction Access a. Limit construction vehicle access and exit to one route, if possible. b. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking sediment onto roads. c. Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. d. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example, during wet weather). Remove sediment from roads by shoveling, sweeping, or pickup and transport of the sediment to a controlled sediment disposal area. e. Conduct street washing only after sediment removal in accordance with Special Condition S9.D.2.d. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. 3. Control Flow Rates a. Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site, as required by local plan approval authority. b. Where necessary to comply with Special Condition S9.D.3.a, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site �«iprovelneil.s VOr example, unpervious Sullaces). c. If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. 4. Install Sediment Controls The Permittee must design, install and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. At a minimum, the Permittee must design, install and maintain such controls to: a. Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs must be functional before other land disturbing activities take place. b. Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of Construction Stormwater General Permit —December 1, 2010 Page 28 resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. c. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Special Condition S9.D.3.a. d. Locate BMPs intended to trap sediment on site in a manner to avoid interference with the movement of juvenile sahnonids attempting to enter off - channel areas or drainages. e. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration, unless infeasible. f. Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. Stabilize Soils a. The Permittee must stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. b. The Permittee must control stormwater volume and velocity within the site to minimize soil erosion. c. The Permittee must control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. d. Depending on the geographic location of the project, the Permittee must not allow soils to remain exposed and unworked for more than the time periods set forth below to prevent erosion: West of the Cascade Mountains Crest During the dry season (May 1 - Sept. 30): 7 days During the wet season (October 1 - April 30): 2 days East of the Cascade Mountains Crest, except for Central Basin* During the dry season (July 1 - September 30): 10 days During the wet season (October 1 - June 30): 5 days The Central Basin*, East of the Cascade Mountains Crest Construction Stormwater General Permit —December 1, 2010 Page 29 During the dry Season (July 1 - September 30): 30 days During the wet season (October l - June 30): 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. e. The Permittee must stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. f. The Permittee must stabilize soil stockpiles from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. g. The Permittee must minimize the amount of soil exposed during construction activity. h. The Permittee must minimize the disturbance of steep slopes. i. The Permittee must minimize soil compaction and, unless infeasible, preserve topsoil. 6. Protect Slopes a. The Permittee must design and construct cut -and -fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (for example, track walking). b. The Permittee must divert off -site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off -site stormwater should be managed separately from stormwater generated on the site. At iL_ a__ r_7..,. .._ __77__� ,]__:__.. ,". ; .. _7___ v. AL iiiu top of ii�iY�G:+, i.iiiiGiii iii[ii a!i v m 1i iliG oiopv iiiuiii) iii piiiiuuiG.i3 i_lwiill jn to prevent erosion. West of the Cascade Mountains Crest: Temporary pipe slope drains must handle the peak 10-minute velocity of flow from a Type 1 A, 10-year, 24- hour frequency storm for the developed condition. Alternatively, the 10- year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area." Construction Stormwater General Permit —December 1, 2010 Page 30 1 ii. East of the Cascade Mountains Crest: Temporary pipe slope drains must I handle the expected peak flow velocity from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. d. Place excavated material on the uphill side of trenches, consistent with safety and space considerations. e. Place check dams at regular intervals within constructed channels that are cut down a slope. 7. Protect Drain Inlets i a. Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. b. Clean or remove and replace inlet protection devices when sediment has filled 1 one-third of the available storage (unless a different standard is specified by the product manufacturer). 8. Stabilize Channels and Outlets a. Design, construct and stabilize all on -site conveyance channels to prevent erosion from the following expected peak flows: i. West of the Cascade Mountains Crest: Channels must handle the peak 10- minute velocity of flow from a Type IA, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area." ii. East of the Cascade Mountains Crest: Channels must handle the expected peak flow velocity from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. b. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches at the outlets of all conveyance systems. 9. Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The Permittee must: Construction Stormwater General Permit —December 1, 2010 Page 31 a. Handle and dispose of all pollutants, including waste materials and demolition debris that occur on site in a manner that does not cause contamination of stormwater. b. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On -site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double - walled tanks do not require additional secondary containment. c. Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. d. Discharge wheel wash or tire bath wastewater to a separate on -site treatment system that prevents discharge to surface water, such as closed -loop recirculation or upland land application, or to the sanitary sewer with local sewer district approval. e. Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. f. Use BMPs to prevent contamination of stormwater runoff by pH -modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping and mixer washout waters. (Also refer to the definition for "concrete wastewater" in Appendix A -- Definitions.) g. Adjust the pH of stormwater if necessary to prevent violations of water quality standards. h. Assure that washout of concrete trucks is performed offsite or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. i. Obtain written approval from Ecology before using chemical treatment other than COZ or dry ice to adjust pH. 10. Control Dewatering a. Permittees must discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a Construction Stormwater General Permit —December 1, 2010 Page 32 controlled conveyance system before discharge to a sediment trap or sediment pond. b. Permittees may discharge clean, non -turbid dewatering water, such as well - point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Special Condition S9.D.8, provided the dewatering flow 1 does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for -1 example, a creek running through a site. 1I c. Other treatment or disposal options may include: i. Infiltration. ii. Transport off site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. iii. Ecology -approved on -site chemical treatment or other suitable treatment technologies. iv. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. v. Use of a sedimentation bag with discharge to a ditch or swale for small volumes of localized dewatering. l d. Permittees must handle highly turbid or contaminated dewatering water separately from stormwater. 11. Maintain BMPs a. Permittees must maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their y intended function in accordance with BMP specifications. 1 b. Permittees must remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. 12. Manage the Project J a. Phase development projects to the maximum degree practicable and take into account seasonal work limitations. i b. Inspection and monitoring -- Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections and monitoring in accordance with Special Condition S4. c. Maintaining an updated construction SWPPP - Maintain, update, and implement the SWPPP in accordance with Special Conditions S3, S4 and S9. Construction Stormwater General Permit —December 1, 2010 Page 33 E. SWPPP — Map Contents and Requirements The Permittee's SWPPP must also include a vicinity map or general location map (for example, a USGS quadrangle map, a portion of a county or city map, or other appropriate map) with enough detail to identify the location of the construction site and receiving waters within one mile .of the site. The SWPPP must also include a legible site map (or maps) showing the entire construction site. The following features must be identified, unless not applicable due to site conditions: The direction of north, property lines, and existing structures and roads. 2. Cut and fill slopes indicating the top and bottom of slope catch lines. Approximate slopes, contours, and direction of stormwater flow before and after major grading activities. 4. Areas of soil disturbance and areas that will not be disturbed. 5. Locations of structural and nonstructural controls (BMPs) identified in the SWPPP. 6. Locations of off -site material, stockpiles, waste storage, borrow areas, and vehicle/equipment storage areas. 7. Locations of all surface water bodies, including wetlands. Locations where stormwater or non-stormwater discharges off -site and/or to a surface water body, including wetlands. 9. Location of water quality sampling station(s), if sampling is required by state or local permitting authority. i!f. !iFEG'� 1I nere iiL21 ST_aL 1iL�ii!'il lias ljCCi1 aci'L"' ;,_1 shed an i e ii7�i' t (+ri-ii=Lir =i i�Uri� e-- phase permit requirements apply. 510. NOTICE OF TERMINATION A. The site is eligible for termination of coverage when it has met any of the following conditions: The site has undergone final stabilization, the Permittee has removed all temporary BMPs (except biodegradable BMPs clearly manufactured with the intention for the material to be left in place and not interfere with maintenance or land use), and all stormwater discharges associated with construction activity have been eliminated; or 2. All portions of the site that have not undergone final stabilization per Special Condition S 10.A.1 have been sold and/or transferred (per General Condition G9), and the Permittee no longer has operational control of the construction activity; or Construction Stormwater General Permit —December 1, 2010 Page 34 3. For residential construction only, the Permittee has completed temporary stabilization and the homeowners have taken possession of the residences. B. When the site is eligible for termination, the Permittee must submit a complete and accurate Notice of Termination (NOT) form, signed in accordance with General Condition G2, to: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 The termination is effective on the date Ecology receives the NOT form, unless Ecology notifies the Permittee within 30 days that termination request is denied because the Permittee has not met the eligibility requirements in Special Condition S 10.A. Permittees transferring the property to a new property owner or operator/permittee are required to complete and submit the Notice of Transfer form to Ecology, but are not required to submit a Notice of Termination form for this type of transaction. I I +1 Construction Stormwater General Permit —December 1, 2010 Page 35 GENERAL CONDITIONS G1. DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit must be consistent with the terms and conditions of this general permit. Any discharge of any pollutant more frequent than or at a level in excess of that identified and authorized by the general permit must constitute a violation of the terms and conditions of this permit. G2. SIGNATORY REQUIREMENTS A. All permit applications must bear a certification of correctness to be signed: In the case of corporations, by a responsible corporate officer of at least the level of vice president of a corporation; 2. In the case of a partnership, by a general partner of a partnership; In the case of sole proprietorship, by the proprietor; or 4. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if - The authorization is made in writing by a person described above and submitted to the Ecology. 2. The authorization specifies either an individual or a position having responsibility fort e o`v erall operation of t e reguiatcu fa�iiity, SiiCii as ti1C position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.B.2 above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2.13.2 above must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: "I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering Construction Stormwater General Permit —December 1, 2010 Page 36 information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." G3. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records are kept under the terms and conditions of this permit. B. To have access to and copy — at reasonable times and at reasonable cost -- any records required to be kept under the terms and conditions of this permit. C. To inspect -- at reasonable times — any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor — at reasonable times — any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION This permit may be modified, revoked and reissued, or terminated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to, the following: A. When a change occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RCW, for the category of dischargers covered under this permit. C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved, or D. When information is obtained that indicates cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant to Chapter 43.21B RCW and Chapter 173-226 WAC, the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be terminated include, but are not limited to, the following: Construction Stormwater General Permit —December 1, 2010 Page 37 A. Violation of any term or condition of this permit. B. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts. C. A change in any condition that requires either a temporary or permanent reduction or elimination of the permitted discharge. D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090. E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations. F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC. G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226- 130(5), when applicable. The Director may require any discharger under this permit to apply for and obtain coverage under an individual permit or another more specific general permit. Permittees who have their coverage revoked for cause according to WAC 173-226-240 may request temporary coverage under this pcimit during the time an individual permit is being developed, provided the request is made within ninety (90) days from the time of revocation and is submitted along with a complete individual permit application form. G6. REPORTING A CAUSE FOR MODIFICATION The Permittee must submit a new application, or a supplement to the previous application, whenever a material change to the construction activity or in the quantity or type of discharge is anticipated which is not specifically authorized by this permit. This application MAIUSt be submitted at least sixty (60) days prior to any proposed changes. riling a request for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not relieve the Permittee of the duty to comply with the existing permit until it is modified or reissued. G7. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit will be construed as excusing the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G8. DUTY TO REAPPLY The Permittee must apply for permit renewal at least 180 days prior to the specified expiration date of this permit. Construction Stormwater General Permit —December 1, 2010 Page 38 G9. TRANSFER OF GENERAL PERMIT COVERAGE Coverage under this general permit is automatically transferred to a new discharger, including operators of lots/parcels within a common plan of development or sale, if: A. A written agreement (Transfer of Coverage Form) between the current discharger (Permittee) and new discharger, signed by both parties and containing a specific date for transfer of permit responsibility, coverage, and liability is submitted to the Director; and B. The Director does not notify the current discharger and new discharger of the Director's intent to revoke coverage under the general permit. If this notice is not given, the transfer is effective on the date specified in the written agreement. When a current discharger (Permittee) transfers a portion of a permitted site, the current discharger must also submit an updated application form (NOI) to the Director indicating the remaining permitted acreage after the transfer. G10. REMOVED SUBSTANCES The Permittee must not re -suspend or reintroduce collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of stormwater to the final effluent stream for discharge to state waters. G11. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information that Ecology may request to deternune whether cause exists for modifying, revoking and reissuing, or terminating this pen -nit or to determine compliance with this permit. The Permittee must also submit to Ecology, upon request, copies of records required to be kept by this permit [40 CFR 122.41(h)]. G12. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference. G13. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. Construction Stormwater General Permit —December 1, 2010 Page 39 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment in the discretion of the court: Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit shall incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to ten thousand dollars ($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day's continuance shall be deemed to be a separate and distinct violation. G15. UPSET Definition — "Upset" means an exceptional incident in which there is unintentional and temporary noncompliance with technology -based permit effluent limitations because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology -based permit effluent limitations if the requirements of the following paragraph are met. A Permittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs or other relevant evidence that: 1) an upset occurred and that the Permittee can identify the cause(s) of the upset; 2) the permitted facility was being properly operated at the time of the upset; 3) the Permittee submitted notice of the upset as required in Special Condition S51, and; 4) the Permittee complied with any remedial measures required under this permit. In any enforcement proceeding, the Permittee seeking to establish the occurrence of an upset has the burden of proof. G16. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G17. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. Construction Stormwater General Permit —December 1, 2010 Page 40 G18. TOXIC POLLUTANTS The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. G19. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or imprisonment of not more than four (4) years, or both. G20. REPORTING PLANNED CHANGES The Permittee must, as soon as possible, give notice to Ecology of planned physical alterations, modifications or additions to the permitted construction activity. The Permittee should be aware that, depending on the nature and size of the changes to the original permit, a new public notice and other permit process requirements may be required. Changes in activities that require reporting to Ecology include those that will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b). B. A significant change in the nature or an increase in quantity of pollutants discharged, including but not limited to: for sites 5 acres or larger, a 20% or greater increase in acreage disturbed by construction activity. C. A change in or addition of surface water(s) receiving stormwater or non-stormwater from the construction activity. D. A change in the construction plans and/or activity that affects the Permittee's monitoring requirements in Special Condition S4. Following such notice, permit coverage may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously limited. Until such modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. Construction Stormwater General Permit —December 1, 2010 Page 41 G21. REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it must promptly submit such facts or information. G22. REPORTING ANTICIPATED NON-COMPLIANCE The Permittee must give advance notice to Ecology by submission of a new application or supplement thereto at least forty-five (45) days prior to commencement of such discharges, of any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility or activity which may result in noncompliance with permit limits or conditions. Any maintenance of facilities, which might necessitate unavoidable interruption of operation and degradation of effluent quality, must be scheduled during non -critical water quality periods and carried out in a manner approved by Ecology. G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT Any discharger authorized by this permit may request to be excluded from coverage under the general permit by applying for an individual permit. The discharger must submit to the Director an application as described in WAC 173-220-040 or WAC 173-216-070, whichever is applicable, with reasons supporting the request. These reasons will fully document how an individual permit will apply to the applicant in a way that the general permit cannot. Ecology may make specific requests for information to support the request. The Director will either issue an individual permit or deny the request with a statement explaining the reason for the denial. When an individual permit is issued to a discharger otherwise subject to the construction stormwater general permit, the applicability of the construction stormwater general permit to that Pernttee is automatically terminated on the effective date of the individual permit. G24. APPEALS A. The terms and conditions of this general permit, as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general permit, in accordance with Chapter 43.21B RCW, and Chapter 173-226 WAC. B. The terms and conditions of this general permit, as they apply to an individual discharger, are appealable in accordance with Chapter 43.2113 RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit's applicability or nonapplicability to that individual discharger. C. The appeal of general permit coverage of an individual discharger does not affect any other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s), the matter Construction Stormwater General Permit —December 1, 2010 Page 42 shall be remanded to Ecology for consideration of issuance of an individual permit or permits. G25. SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. G26. BYPASS PROHIBITED A. Bypass Procedures Bypass, which is the intentional diversion of waste streams from any portion of a } treatment facility, is prohibited for stormwater events below the design criteria for y stormwater management. Ecology may take enforcement action against a Permittee for bypass unless one of the following circumstances (1, 2, 3 or 4) is applicable. 1. Bypass of stormwater is consistent with the design criteria and part of an approved management practice in the applicable stormwater management manual. 2. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. Bypass is authorized if it is for essential maintenance and does not have the potential to cause violations of limitations or other conditions of this permit, or adversely impact public health. 3. Bypass of stormwater is unavoidable, unanticipated, and results in noncompliance of this permit. This bypass is permitted only if. a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. "Severe property damage" means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. b. There are no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, maintenance during normal periods of equipment downtime (but not if adequate backup equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventative maintenance), or transport of untreated wastes to another treatment facility. J .J Construction Stormwater General Permit —December 1, 2010 Page 43 Ecology is properly notified of the bypass as required in Special Condition S51 of this permit. 4. A planned action that would cause bypass of stormwater and has the potential to result in noncompliance of this permit during a storm event. The Permittee must notify Ecology at least thirty (30) days before the planned date of bypass. The notice must contain: a. a description of the bypass and its cause b. an analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing. c. a cost-effectiveness analysis of alternatives including comparative resource damage assessment. d. the minimum and maximum duration of bypass under each alternative, e. a recommendation as to the preferred alternative for conducting the bypass. f. the projected date of bypass initiation. g. a statement of compliance with SEPA. h. a request for modification of water quality standards as provided for in WAC 173-201A-110, if an exceedance of any water quality standard is anticipated. i. steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. For probable construction bypasses, the need to bypass is to be identified as early in the planning process as possible. The analysis required above must be considered during preparation of the Stormwater Pollution Prevention Plan rY) aLLI.[ I2ILl t e, ISiL.iI.LdCl1 ll7 AUIC GntGrZt p1UL`tiC81. ir! L:-ase \1Kh re the pic- able. need to bypass is determined early, continued analysis is necessary up to and including the construction period in an effort to minimize or eliminate the bypass. Ecology will consider the following before issuing an administrative order for this type bypass: a. If the bypass is necessary to perform construction or maintenance -related activities essential to meet the requirements of this permit. b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility. c. If the bypass is planned and scheduled to minimize adverse effects on the public and the environment. Construction Stormwater General Permit —December 1, 2010 Page 44 After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve, conditionally approve, or deny the request. The public must be notified and given an opportunity to comment on bypass incidents of significant duration, to the extent feasible. Approval of a request to bypass will be by administrative order issued by Ecology under RCW 90.48.120. IB. Duty to Mitigate The Permittee is required to'take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. I I I j J Construction Stormwater General Permit —December 1, 2010 Page 45 APPENDIX A — DEFINITIONS AKART is an acronym for "all known, available, and reasonable methods of prevention, control, and treatment." AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus, which was completed and approved by EPA before January 1, 2011, or before the date the operator's complete permit application is received by Ecology, whichever is later. AMlicant means an operator seeking coverage under this permit. Best Management Practices (BMPs) means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the State. BMPs include treatment systems, operating procedures, and practices to control: stormwater associated with construction activity, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. Buffer means an area designatcd by a local jurisdiction that is contiguous to and intended to protect a sensitive area. Bypass means the intentional diversion of waste streams from any portion of a treatment facility. Calendar Day A period of 24 consecutive hours starting at 12:00 midnight and ending the following 12:00 midnight. Calendar Week (same as Week) means a period of seven consecutive days starting at 12:01 a.m. (0:01 hours) on Sunday. Certified Erosion and Sediment Control Lead (CESCL) means a person who has current certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the SWMM). Clean Water Act (CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq. Combined Sewer means a sewer which has been designed to serve as a sanitary sewer and a storm sewer, and into which inflow is allowed by local ordinance. Common Plan of Development or Sale means a site where multiple separate and distinct construction activities may be taking place at different times on different schedules and/or by different contractors, but still under a single plan. Examples include: 1) phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contract or by separate owners (e.g., a development where lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a Construction Stormwater General Permit —December 1, 2010 Page 46 consistent plan for long-term development; 3) projects in a contiguous area that may be unrelated but still under the same contract, such as construction of a building extension and a new parking lot at the same facility; and 4) linear projects such as roads, pipelines, or utilities. If the project is part of a common plan of development or sale, the disturbed area of the entire plan must be used in determining permit requirements. Composite Sample means a mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time -composite" (collected at constant time intervals) or "flow -proportional' (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval between the aliquots. Concrete wastewater means any water used in the production, pouring and/or clean-up of concrete or concrete products, and any water used to cut, grind, wash, or otherwise modify concrete or concrete products. Examples include water used for or resulting from concrete truck/mixer/pumper/tool/chute rinsing or washing, concrete saw cutting and surfacing (sawing, coring, grinding, roughening, hydro -demolition, bridge and road surfacing). When stormwater comingles with concrete wastewater, the resulting water is considered concrete wastewater and must be managed to prevent discharge to waters of the state, including ground water. Construction Activity means land disturbing operations including clearing, grading or excavation which disturbs the surface of the land. Such activities may include road construction, construction of residential houses, office buildings, or industrial buildings, and demolition activity. Contaminant means any hazardous substance that does not occur naturally or occurs at greater than natural background levels. See definition of "hazardous substance" and WAC 173-340-200. Demonstrably Equivalent means that the technical basis for the selection of all stormwater BMPs is documented within a SWPPP, including: 1. The method and reasons for choosing the stormwater BMPs selected. 2. The pollutant removal performance expected from the BMPs selected. 3. The technical basis supporting the performance claims for the BMPs selected, including any available data concerning field performance of the BMPs selected. 4. An assessment of how the selected BMPs will comply with state water quality standards. 5. An assessment of how the selected BMPs will satisfy both applicable federal technology - based treatment requirements and state requirements to use all known, available, and reasonable methods of prevention, control, and treatment (AKART). Department means the Washington State Department of Ecology. Detention means the temporary storage of stormwater to improve quality and/or to reduce the mass flow rate of discharge. Construction Stormwater General Permit —December 1, 2010 Page 47 Dewaterinmeans the act of pumping ground water or stormwater away from an active construction site. Director means the Director of the Washington Department of Ecology or his/her authorized representative. Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act. Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes from residences, buildings, industrial establishments, or other places, together with such ground water infiltration or surface waters as may be present. Ecolog means the Washington State Department of Ecology. Engineered Soils means the use of soil amendments including, but not limited, to Portland cement treated base (CTB), cement kiln dust (CKD), or fly ash to achieve certain desirable soil characteristics. E uivalent BMPs means operational, source control, treatment, or innovative BMPs which result in equal or better quality of stormwater discharge to surface water or to ground water than BMPs selected from the SWMM. Erosion means the wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep. Erosion and Sediment Control BMPs means BMPs intended to prevent erosion and sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic covering, filter fences, sediment traps, and ponds. Erosion and sediment control BMPs are synoIiymo-as with stabilization and stIuCiu'al BINIPs. Final Stabilization (same as fully stabilized or full stabilization) means the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as riprap, gabions or geotextiles) which prevents erosion. Ground Water means water in a saturated zone or stratum beneath the land surface or a surface water body. Hazardous Substance means any dangerous or extremely hazardous waste as defined in RCW 70.105.010 (5) and (6), or any dangerous or extremely dangerous waste as designated by rule under chapter 70.105 RCW; any hazardous sub -stance as defined in RCW 70.105.010(14) or any hazardous substance as defined by rule under chapter 70.105 RCW; any substance that, on the effective date of this section, is a hazardous substance under section 101(14) of the federal cleanup law, 42 U.S.C., Sec. 9601(14); petroleum or petroleum products; and any substance or category of substances, including solid waste decomposition products, determined by the director Construction Stormwater General Permit —December 1, 2010 Page 48 by rule to present a threat to human health or the environment if released into the environment. The term hazardous substance does not include any of the following when contained in an underground storage tank from which there is not a release: crude oil or any fraction thereof or petroleum, if the tank is in compliance with all applicable federal, state, and local law. 1n'ection Well means a well that is used for the subsurface emplacement of fluids. (See Well.) Jurisdiction means a political unit such as a city, town or county; incorporated for local self- government. National Pollutant Discharge Elimination System (NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the State from point sources. These permits are referred to as NPDES permits and, in Washington State, are administered by the Washington Department of Ecology. Notice of Intent (NOI) means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. Notice of Termination (NOT) means a request for termination of coverage under this general permit as specified by Special Condition S 10 of this permit. Operator means any party associated with a construction project that meets either of the following two criteria: • The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or • The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with a SWPPP for the site or other permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). Permittee means individual or entity that receives notice of coverage under this general permit. pH means a liquid's measure of acidity or alkalinity. A pH of 7 is defined as neutral. Large variations above or below this value are considered harmful to most aquatic life. H nionitorin eriG�d means the time period in which the pH of stormwater runoff from a site must be tested a minimum of once every seven days to determine if stormwater pH is between 6.5 and 8.5. Point source means any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the State. This term does not include return flows from irrigated agriculture. (See Fact Sheet for further explanation.) Construction Stormwater General Permit —December 1, 2010 Page 49 Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste. This tern does not include sewage from vessels within the meaning of section 312 of the CWA, nor does it include dredged or fill material discharged in accordance with a permit issued under section 404 of the CWA. Pollution means contamination or other alteration of the physical, chemical, or biological properties of waters of the State; including change in temperature, taste, color, turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the State as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Process wastewater means any water which, during manufacturing or processing, comes into direct contact with or results from the production or use of any raw material, intermediate product, finished product, byproduct, or waste product (40 CFR 122.1). Receiving water means the water body at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface, the receiving water is the water body to which the storm system discharges. Systems designed primarily for other purposes such as for ground water drainage, redirecting stream natural flows, or for conveyance of irrigation water/return flows that coincidentally convey stormwater are considered the receiving water. Representative means a stormwater or wastewater sample which represents the flow and characteristics of the discharge. Representative samples may be a grab sample, a time - proportionate composite sample, or a flow proportionate sample. Ecology's Construction Stormwater Monitoring Manual provides guidance on representative sampling. Sanitary sewer means a sewer which is designed to convey domestic wastewater. Sediment means the fragmented material that originates from the weathering and erosion of rocks or unconsolidated deposits, and is transported by, suspended in, or deposited by water. Sedimentation means the depositing or formation of sediment. Sensitive area means a water body, wetland, stream, aquifer recharge area, or channel migration zone. SEPA (State Environmental Policy Act) means the Washington State Law, RCW 43.21C.020, intended to prevent or eliminate damage to the environment. Significant Amount means an amount of a pollutant in a discharge that is amenable to available and reasonable methods of prevention or treatment; or an amount of a pollutant that has a Construction Stormwater General Permit —December 1, 2010 Page 50 reasonable potential to cause a violation of surface or ground water quality or sediment management standards. Significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete over the life of a project. , Significant Contributor of Pollutants means a facility determined by Ecology to be a contributor of a significant amount(s) of a pollutant(s) to waters of the State of Washington. Site means the land or water area where any "facility or activity" is physically located or conducted. Source control BMPs means physical, structural or mechanical devices or facilities that are intended to prevent pollutants from entering stormwater. A few examples of source control BMPs are erosion control practices, maintenance of stormwater facilities, constructing roofs over storage and working areas, and directing wash water and similar discharges to the sanitary sewer or a dead end sump. Stabilization means the application of appropriate BMPs to prevent the erosion of soils, such as, temporary and permanent seeding, vegetative covers, mulching and matting, plastic covering and sodding. See also the definition of Erosion and Sediment Control BMPs. Storm drain means any drain which drains directly into a storm sewer sy tem, usually found along roadways or in parking lots. Storm sewers stem means a means a conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains designed or used for collecting or conveying stormwater. This does not include systems which are part of a combined sewer or Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Stormwater means that portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a stormwater drainage system into a defined surface water body, or a constructed infiltration facility. Stormwater Manaizement Manual SWMM or Manual means the technical Manual published by Ecology for use by local governments that contain descriptions of and design criteria for BMPs to prevent, control, or treat pollutants in stormwater. Stormwater Pollution Prevention Plan SWPPP means a documented plan to implement measures to identify, prevent, and control the contamination of point source discharges of stormwater. Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Construction Stormwater General Permit —December 1, 2010 Page 51 Temporary Stabilization means the exposed ground surface has been covered with appropriate materials to provide temporary stabilization of the surface from water or wind erosion. Materials include, but are not limited to, mulch, riprap, erosion control mats or blankets and temporary cover crops. Seeding alone is not considered stabilization. Temporary stabilization is not a substitute for the more permanent "final stabilization." Total Maximum Daily Load (TMDU means a calculation of the maximum amount of a pollutant that a water body can receive and still meet state water quality standards. Percentages of the total maximum daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TMDL calculations must include a "margin of safety" to ensure that the water body can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation must also account for seasonable variation in water quality. Treatment BMPs means BMPs that are intended to remove pollutants from stormwater. A few examples of treatment BMPs are detention ponds, oil/water separators, biofiltration, and constructed wetlands. Transparency means a measurement of water clarity in centimeters (cm), using a 60 cm transparency tube. The transparency tube is used to estimate the relative clarity or transparency of water by noting the depth at which a black and white Secclu disc becomes visible when water is released from a value in the bottom of the tube. A transparency tube is sometimes referred to as a "turbidity tube." Turbidity means the clarity of water expressed as nephelometric turbidity units (NTU) and measured with a calibrated turbidimeter. Uncontaminated means free from any contaminant, as defined in MTCA cleanup regulations. See definition of "contaminant" and WAC 173-340-200. Waste Load Allocation (WLA) means the portion of a receiving water's loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation (40 CFR 130.2[h]). Water quality means the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the State" as defined in Chapter 90.48 RCW, which include lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Well means a bored, drilled or driven shaft, or dug hole whose depth is greater than the largest surface dimension. (See Injection well.) Construction Stormwater General Permit —December 1, 2010 Page 52 NAIeel wash wastewater means any water used in, or resulting from the operation of, a tire bath or wheel wash (BMP C106: Wheel Wash), or other structure or practice that uses water to physically remove mud and debris from vehicles leaving a construction site and prevent track - out onto roads. When stormwater comingles with wheel wash wastewater, the resulting water is considered wheel wash wastewater and must be managed according to Special Condition S9.D.9. Construction Stormwater General Permit —December 1, 2010 Page 53 APPENDIX B — ACRONYMS AKART All Known, Available, and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CESCL Certified Erosion and Sediment Control Lead CFR Code of Federal Regulations CKD Cement Kiln Dust cm Centimeters CTB Cement -Treated Base CWA Clean Water Act DMR Discharge Monitoring Report EPA Environmental Protection Agency ESC Erosion and Sediment Control FR Federal Register NOI Notice of Intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Unit RCW Revised Code of Washington SEPA State Environmental Policy Act CWMAA CtnrmnintPr A4.gnavPm,-nt Mn-min] SWPPP Stormwater Pollution Prevention Plan TMDL Total Maximum Daily Load UIC Underground Injection Control USC United States Code USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WWHM Western Washington Hydrology Model Construction Stormwater General Permit —December 1, 2010 Page 54 21.� NOTICE OF INTENT (NOI) Check if applicable: APPLICATION FORM ® Change or Update Permit Information DEPARTMENT OF Construction Stormwater General El Modification of Permit Coverage ECOLOGY Permit Permit #WAR301638 State of Washington P►aase print or tune all sections of this application. All fields are required unless otherwise marked. (.Operator/Permittee (Party with operational control over plans and specifications or day-to-day operational control of activities which ensure compliance with Stormwater Pollution Prevention Plan (SWPPP) and permit conditions. Ecology will send correspondence and permit fee invoices to the permittee on record. Name: Todd Hamula Company: Zaremba Group, LLC Business Phone: Ext. Unified Business Identifier (UBI): none 216-221-2163 (UBI is a nine -digit number used to identify a business entity. Cell Phone (Optional): Fax (Optional): Write "none" if you do not have a U81 number.) E-mail: THamula@zarembagroup.com Mailing Address: City: State: Zip + 4: 14600 Detroit Avenue Lakewood OH 44107 II. Property Owner (The party listed on the County Assessor's records as owner and taxpayer of the parcel[s) for which permit coverage is requested. Ecology will not send correspondence and permit fee invoices to the Property Owner. The Property Owner information will be used for emerclency contact pur oses. Name: Tanya K Dorsey Company (if applicable): Progressive Casualty Insurance Business Phone: Ext. Unified Business Identifier (UBI): none 440-603-7709 (UBI is a nine -digit number used to identify a business entity. Cell Phone (Optional): Fax (Optional): Write "none" if you do not have a U81 number.) E-mail: TANYA_K_DORSEY@progressive.com Mailing Address: City: I State: Zip + 4: 5920 Landerbrook Drive Mayfield Heights OH 44124 III. On -site Contact Person Name: T.B.D. Business Phone: Cell Phone (Optional) E-mail: IV. WebDMR the Certified Erosion & Sediment Control Lead or Company: Ext. Fax (Optional): is Discharge Mon Mailing Address: City: State: I Zip + 4: You must submit monthly discharge monitoring reports using Ecology's WebDMR system. To sign up for WebDMR, or to register a new site, go to www,ecy.wa.gov/stormwater, and click on the "Construction Stormwater" link. You will find information on WebDMR under the "WebDMR and PARIS" link on the right-hand side. If you are unable to submit your DMRs electronically, you may contact Ecology to request a waiver. Ecology will generally only grant waiver requests to those permittees without internet access. Only a permittee or representative, designated in writing, may request access to or a waiver from WebDMR. To have the ability to use the system immediately, you must submit the Electronic Signature Agreement with your application. If you have I questions on this process, contact Ecology's WebDMR staff at WAWebDMR-Stormwater@ec r�.wa.9ov or 360-407-7097, ECY 020-85 (Rev. 03/12) V. Site Information Site or Project Name Site Acreage Progressive Insurance Regional Claims Office Total size of your site/project (that you own/control): 8.30 acres. Street Address or Location Description (If the site lacks a street address, list its specific location. For example, Total area of soil disturbance (grading and/or excavating) for your Intersection of Highway 61 and 34.) site/project over the life of the project: 3.22 acres. (Note: 1 acre = 43,560 ft2.) 34001 Pacific Highway South Concrete / Engineered Soils Parcel ID#: 202104-9051 (Optional) How many yards of concrete will be poured over the life of the project? 120 yd3 (estimate) Type of Construction Activity (check all that apply): ❑ Residential How many yards of recycled concrete will be used over the life of ® Commercial the project? 0 yd3 (estimate) ❑ Industrial ❑ Highway or Road (city ,county, state) Will any engineered soils be used? (For example: cement treated ❑ Utilities (specify): base, cement kiln dust, etc.) ❑ Other (specify): ❑ Yes ® No Estimated project start-up date (mm/ddlyy): 03/01/14 City (or nearest city): Federal Way Zip Code: County: King 98003 Estimated project completion date (mm/dd/yy): 12/31/14 Record the latitude and longitude of the main entrance to the site or the approximate center of site. Latitude: 47.29572 ON Longitude:-122.31664 °W For assistance with latitude and longitude, refer to the following website: hyp.11www.get1adorr.corn. Convert all latitude and longitude coordinates into degrees, minutes, seconds format. For help with this process go to: bttp://transition.fee.p,ovlmb/audio/bickel/DDDNMSS-decimal.html VI. Existin1 Site Conditions 1. Are you aware of contaminated soils present on the site? ❑ Yes ® No 2. Are you aware of groundwater contamination located within the site boundary? ❑ Yes ® No 3. If you answered yes to questions 1 or 2, will any contaminated soils be disturbed or will any contaminated groundwater be discharged due to the proposed construction activity? ❑ Yes 0 No ["Contaminated" and "contamination" here mean containing any hazardous substance (as defined in WAC 173-340-200) that does not occur naturally or occurs at greater than natural background levels.] If you answered yes to Question 3, please explain below or on a separate Paper in detail the locations, contaminants, and concentrations, and pollution prevention and/or treatment BMPs proposed to control the discharge of soil/groundwater contaminants. Ecology may request a copy of your SWPPP. VII. Stormwater Pollution Prevention Plan (SWPPP) You must develop a SWPPP prior to starting construction. Do not submit your SWPPP with your application. The exception is that Ecology may request a copy of your SWPPP if you answered yes to the questions in Part VI. ECY 020-85 (Rev. 03/12) 9 A m Vill. Best Management Practices (BMPs You must use the BMPs listed in the Stormwater Management Manual for Western Washington or the Stormwater Management Manual for Eastern Washington or other manuals approved by Ecology. Alternatively, you may use demonstrably equivalent BMPs on the basis of permit condition S9.C.4. If you intend to use a BMP at your site that is not included in these manuals, but that you believe meets the definition of a demonstrably equivalent BMP, you must notify the appropriate regional office. (See Definitions in the Construction Stormwater General Permit).* htt://www.ec .wa. ovl ro rams/w /stormwater/construction/contacts.html *Note that if you receive permit coverage without indicating the preference for a demonstrably equivalent BMP and later decide to use one, you must provide Ecology with notice of the selection of an equivalent BMP no less than 60 days before the intended use of the equivalent BMP. IX. Discharge/Receiving Water Information Indicate whether your site's stormwater and/or dewatering water could enter surface waters, directly and/or indirectly: ® Water will discharge directly or indirectly (through a storm drain system or roadside ditch) into one or more surface waterbodies (wetlands, creeks, lakes, and all other surface waters and water courses). If your discharge is to a storm sewer system, provide the name of the operator of the storm sewer system: (e.g., City of Tacoma): City of Federal Way (NOTE: If your stormwater discharges to a storm sewer system operated by the City of Seattle, King County, Snohomish County, City of Tacoma, Pierce County, or Clark County, you must also submit a copy of this NOI to the appropriate jurisdiction.) ❑ Water will discharge to ground with 100% infiltration, with no potential to reach surface waters under any conditions. If your project includes dewatering, you must include dewatering plans and discharge locations in your site Stormwater Pollution Prevention Plan. Location of Discharge into Surface Waterbody jEnter the waterbody name and latitude/longitude of the point(s) where the site has the potential to discharge into a waterbody (enter all locations). • Include the names and locations of both direct and indirect discharges to surface waterbodies, even if the risk of discharge is low or limited to periods of extreme weather. Some large construction projects (for example, subdivisions, roads, or pipelines) may discharge into several waterbodies. If the creek or tributary is unnamed, use a format such as "unnamed tributary to Deschutes River." Attach a separate list if necessary. Surface Waterbody Name Brook Lake Latitude I Longitude Decimal Decrees Decimal Degr 47.284700 N I-122.325290 W ON °W ON °W °N I W If your site discharges to a waterbody that is on the impaired waterbodies list (i.e., 303[d] list) for turbidity, fine sediment, high pH, or phosphorus, Ecology will require additional documentation before issuing permit coverage and these sites will be subject to additional sampling and numeric effluent limits (per Permit Condition S8). Ecology will notify you if any additional sampling requirements apply. Information on impaired waterbodies is available online at htto:Ilwww.ecv.wa.godroaramslwo1303&2008/index.himl. ECY 020-85 (Rev. 03M) I: I t X. State Environmental Policy Act (SEPA) This Notice of Intent (NO1) is incomplete and cannot be approved until the applicable SEPA requirements under Chapter 197-11 WAC are met. Who is the SEPA lead agency on your site? City of Federal Way. Has the SEPA lead agency issued a final decision on your checklist? ❑No ®Yes ❑ Exempt* If No: The NO1 is incomplete. Ecology will hold the application until a final SEPA decision is made or the Construction Stormwater NO1 public comment period ends, whichever is later. You must notify Ecology once the lead agency has issued a determination. If Yes: Type of SEPA decision issued: ® Determination of Non -Significance (DNS) ❑ Mitigated DNS (MDNS) ❑ Determination of Significance (DS) ❑ Final Environmental Impact Statement (EIS) ❑ Other: • Date of final SEPA decision: October 16 2013 ■ If a supplemental EIS, SEPA addendum, or some other type of additional SEPA review was required, please attach and submit with this form. Date when all SEPA-related comment & appeal periods are exhausted: October 30, 2013. *If Exempt: Attach written documentation, check type of exemption below, and proceed to Section VII. ❑ Watershed Restoration & Fish Habitat Enhancement Exemption (RCW 43.21C.0382). ❑ Infill Development Exemption (RCW 43.21 C.229). ❑ Planned Action Exemption (RCW 43.21 C.03 1). ❑ Categorical Exemption. Under what section of the SEPA Rule (WAC 197-11-800) is it exempt? example, WAC 197-11-800(1) Minor New Construction) More SEPA information is available at. hff Jlwww.ec .wa. oy ra ramslsealse ale-review.html. XI. Public Notice (for must publish a public notice at least once a week for two consecutive weeks with seven days between publications, in at least a single newspaper of general circulation in the county in which the construction is to take place. Ecology cannot grant permit coverage sooner than the end of the 30-day public comment period, which begins on the date of the second public notice. " Mail or fax (360-407-6426) the NO1 to Ecology on or before the first public notice date. If you fax the public notice to Ecology, you must also mail a hard copy. Failure to do so may delay the issuance of your permit. Provide the exact dates (mm/dd/yy) that the first and second public notices will appear in the newspaper(s): First notice: 02/07/14 Second notice: 02/14/14 (Begins 30-day public comment period.) For example: First notice: 01101/10 Second notice: 01 /08/10 Name of the newspaper(s) publishing the notices: Tacoma News Tribune ECY 020-85 (Rev. 03/11) PUBLIC NOTICE TEMPLATE Complete this template using project -specific information and submit to a local newspaper with general circulation within the county where the project is located. The bold language is required by WAC 173-226-130 and must be included in its entirety. (Either use the fill-in template below or attach on a separate sheet of paper, if necessary.) (Note: This section is unprotected so you can delete text in parentheses) Zaremba Group, LLC,14600 Detroit Avenue in City of Lakewood, OH 44107, is seeking coverage under the Washington State Department of Ecology's Construction Stormwater NPDES and State Waste Discharge General Permit. The proposed project, Progressive Insurance Regional Claims Office, is located at 34001 Pacific Highway South in Federal Way, in King County. This project involves 3.22 acres of soil disturbance for commercial building and parking lots construction activities. Stormwater will be discharged to Brook Lake. Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology's action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173-201A-320. Comments can be submitted to: Department of Ecology i Attn: Water Quality Program, Construction Stormwater P.O. Box 47696, Olympia, WA 98504.7696 XII. Certification of Permittees "1 certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Printed Name / Company (operator/permittee only) Title Signature of Operator/Permittee* Date * Federal regulations require this application is signed by one of the following: A. For a corporation: By a principal executive officer of at least the level of vice president. B. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. C. For a municipality, state, federal, or other public facility: By either a principal executive officer or ranking elected official. Please sign and return this document to the following address: Washington Department of Ecology - Stormwater P.O. Box 47696 Olympia, WA 98504-7696 ECY 020-85 (Rev. 03/11) r DO NOT SUBMIT THIS PAGE WITH YOUR APPLICATION If you have questions about this form, contact the following Ecology staff: Location Contact Na>rbe Phone E-mail City of Seattle, and Kitsap, Pierce, and Josh Klimek 360-407-7451 joshAlimeKbecy,wa.gov Thurston counties Island, King, and San Juan counties Clay Keown 360-407-6048 clay.keown6becy.wa.gov Adams, Asotin, Columbia, Ferry, Franklin, Shawn Hopkins 360-407-6442 shawn.ho kins ec .wa. ov Garfield, Grant, Lincoln, Pend Oreille, Skagit, Snohomish, Spokane, Stevens, Walla, Whatcom, and Whitman counties. Joyce Smith 360-407-6858 IoyGe.smith@eey,wa,gov Benton, Chelan, Clallam, Clark, Cowlitz, Douglas, Grays Harbor, Jefferson, Kittitas, Klickitat, Lewis, Mason, Okanogan, Pacific, Skamania, Wahkiakum, and Yakima counties. If you have questions about WebDMR, contact the following Ecology staff: Permittees must submit discharge monitoring reports (DMRs) each month using Ecology's secure online system, WebDMR. To have the ability to use the system immediately, you must submit the Electronic Signature Agreement with your application. If you have questions on this process, contact Ecology's WebDMR staff at WAWebDMR-Stormwater(o)ecy.wa.gov or 360-407-7097. More information is available at: hyp:llwww.ecy.wa.povlproararmslwplstormwaterlconsfructionl. If you need this document in a version for the visually impaired, call the Water Quality Program at 360-407-6401. Persons with hearing loss, call 711 for Washington Relay Service. Persons with a speech disability, call 877-833-6341. ECY 020-85 (Rev. 03/11) Stormwater Pollution Prevention Plan Appendix E — Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. C. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and V. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES Appendix 1 I j Stormwater Pollution Prevention Plan permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.17 of the permit. j Appendix Project Permit N Site BMPs Construction Stormwater SITE INSPECTION CHECKLIST o. Inspector Overall Need Condition Repair? Date Time Comments/Observations Clearing Limits •Buffer Zones around sensitive areas G F P Y N G F P Y N • G F P Y N Construction Access/Roads • Stabilized site entrance G F P Y N •Stabilizedroadslparkingarea G F P Y N • G F P Y N Control Flow Rates *Swale G F P Y N • Dike G F P Y N •Sediment pond G F P Y N • Sediment trap G F P Y N G F P Y N G F P Y N Install Sediment Controls •Sediment pond/trap G F P Y N • Silt fence G F P Y N ,*Straw bale barriers G F P Y N • G F P Y N r G F P Y N r G F P Y N Preserve Vegetation/Stabilize Soils *Nets and blankets G F P Y N • Mulch G F P Y N *Seeding G F P Y N + G F P Y N G F P Y N Protect Slopes • Terrace G F P Y N .Pipe slope drains G F P Y N • G F P Y N • G F P Y N Protect Drain Inlets •Inserts G F P Y N r G F P Y N r G F P Y N Stabilize Channels and Outlets *Conveyance channels G F P Y N *Energy dissipators G F P Y N ■ G F P Y N Control Pollutants •Chemical Storage Area covered G F P Y N ■ Concrete handling G F P Y N ■ G F P Y N Control De -watering ■ G F P Y N G=Good F=Fair P=Poor Y=Yes N=No Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 I Proj Construction Stormwater SITE INSPECTION CHECKLIST Permit No. Inspector Date Time Will existing BMPs need to be modified or removed, or other BMPs installed? YES NO IF YES, list the action items to be completed on the following table: Actions to be Completed Date Completed/ Initials 1. 2. 3. 4. 5. 6. fI I Describe current weather conditions Approximate amount of precipitation since last inspection- inches and precipitation in the past 24 hours*: inches *based on an on -site rain gauge or local weather data. Describe discharging stormwater, if present. Note the presence of suspended sediment, "cloudiness", discoloration, or oil sheen. Was water quality sampling part of this inspection? YES NO If yes, record results below (attach separate sheet, if necessary): meter: tube. mter: Method ci one) one Result 7HTub ideter, laborato NTU cm, if tue u bsed a er, kit, meter pH standard units Is the site in compliance with the SWPPP and the permit requirements? YES NO If no, indicate tasks necessary to bring site into compliance on the "Actions to be Completed" table above, and include dates each job WILL BE COMPLETED. If no, has the non-compliance been reported to Dept. of Ecology? YES NO If no, should the SWPPP be modified: YES NO Sign the following certification: "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief." Inspection completed on: Title/Qualification of Inspector: by: (print+signature) Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 Stormwater Pollution Prevention Plan Appendix F — Engineering Calculations Appendix Proposed Basin A ft-w w"HO 11.001A 1 11 1 A CifMil 1mr-l—b" 41 d"Im "Fmj%j—" = r4mm"lmkmhtm; S.f— ftd-Tdd b*?.W M- --.-3A.. Water Quality Row Rates I---. Wawa"* faurhetl FOC1 F—F—OC 2-1 AID RDodFmMMWMmbW r. UgPommTip minl7s o- W" r western Washington Hydrology Model PROJECT REPORT Project Name: progressive Site Address: 34002 Pacific Highway South City Federal Way, WA Report Date : 11/20/2013 Gage Seatac Data Start 1948/10/01 Data Bad : 1998/09/30 Precip Scale: 1.00 WWHM3 version: LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres C, Forest, Mod 2.66 Impervious Land Use Acres Element Flows To: Surface Interflow Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use C, Lawn, Mod X=ervi,ous Land Use ROADS FLAT Element Flows To: JkITIGATED LAND USE Acres .34 Acres 2.32 Interflow Groundwater Groundwater ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC $1 l®turn Period Flow(cfs) year 0.068025 year 0.106093 10 year 0.126813 Z5 year 0.147922 i0 year 0.160477 `�00 year 0.170805 Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year Periods for Mitigated. Flow(cfs) 0.596964 0.729798 0.816013 0.92393 < - 1.003975 1.083974 Yearly Peaks for Predeveloped and Mitigated. Year Predeveloped Mitigated 1950 0.079 0.615 1951 0.153 0.907 1952 0.168 0.602 -� 1953 0.052 0.524 1954 0.040 0.476 f 1955 0.058 0.570 1956 0.103 0.607 1957 0.088 0.585 1958 0.067 0.671 1959 0.072 0.604 1960 0.060 0.462 1961 0.105 0.580 1962 0.061 0.507 )1963 0.035 0.517 1964 0.048 0.498 1965 0.060 0.588 1966 0.045 0.525 1967 0.046 0.522 1968 0.103 0.785 1969 0.061 0.885 11970 0.060 0.476 J1971 0.048 0.523 1972 0.043 0.505 1973 0.125 0.732 1974 0.054 0.475 1975 0.059 0.526 1976 0.090 0.698 1977 0.055 0.475 J1978 0.005 0.600 1979 0.048 0.776 1980 0.028 0.766 0.081 0.650 J1981 1982 0.043 0.718 1983 O.D82 0.984 1984 0.074 0.715 0.047 0.544 11985 1986 0.026 0.511 --1198 7 0.129 0 .64 0 1988 0.109 0.890 11989 0.040 0.423 J1990 0.025 0.531 1991 0.177 1.009 1992 0.154 0.940 11993 0.051 0.540 11994 0.057 0.368 995 0.014 0.438 1996 0.081 0.553 11997 0.159 0.661 998 0.146 0.634 999 0.030 0.683 waked Yearly Peaks for Predeveloped and �ank Predeveloped Mitigated 1 0.1769 1.0085 ? 0.1681 0.9841 0.1585 0.9405 4 0.1544 0.9066 5 0.1526 0.8896 Poe #1 Poe #1 Mitigated. Poe #1 Stormwater Pollution Prevention Plan Appendix G — SWPPP Amendment Log Appendix Stormwater Pollution Prevention Plan t]111G11U111G11L LV] Amendment Reason for SWPPP Amendment, Description Date + Prepared By No. I of SWPPP Modifications *The SWPPP modification preparer certifies under penalty of law that this document and all attachments were prepared under their direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on their inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of their knowledge and believe, true accurate and complete. They are aware that there are significant penalties for submitting false information, including the possibility of a fine and imprisonment for knowing violations. Appendix Stormwater Pollution Prevention Plan 11 Appendix H — Notice of Termination Form 11 11 I I I I I j j Appendix Notice of Termination Form Construction Stormwater General Permit # WAR DEPARTMENT OF Permit ECOLOGY State of Washington Use this form to request termination of permit coverage I. Operator/Permittee (Party with operational control over plans and specifications, or day-to-day operational control of activities which ensure compliance with SWPPP and permit conditions. Ecology will send correspondence and permit fee invoices to the permit holder on record.) Name: Company: Business Phone: Ext. Cell Phone (Optional): Fax (Optional): E-mail: Mailing Address: City: State: Zip + 4: II. Site Location/Address Site name: Total area of soil disturbance for your site/project: acres Street address (or location description): City (or nearest city): Zip: County: I III. Construction Activity- The site is eligible for termination by one of the following methods: ❑ The site has undergone final stabilization. The operator has permanently stabilized all exposed soils, removed all temporary BMPs, and eliminated all stormwater discharges associated with construction activity. ❑ Permit coverage on all portions of the site that have not undergone final stabilization (Permit Condition S1-O.A.1) are being, or have been, transferred (Permit Condition Gg), and the Permittee no longer has operational control of the construction activity. We provided the new owner Transfer of Coverage paperwork on: ❑ All portions of the site that have not undergone final stabilization (Permit Condition S10.A.1) have been sold and the Permittee no longer has operational control of the construction activity. We will not be submitting Transfer of Permit coverage paperwork. (Optional). Please provide new owner contact info: IV. Certification of Permittees. Please read the certification statement carefully before signing. "I certify under penalty of law that all stormwater discharges associated with construction activity from the identified site that are authorized by the National Pollution Discharge Elimination System (NPDES) and State Waste Discharge general permit have been eliminated, or that I no longer own or operate on this site. I understand that by submitting this Notice of Termination that I am no longer authorized to discharge stormwater associated with construction activity by the general permit, and that discharging pollutants in stormwater to waters of the State of Washington is unlawful under the Clean Water Act where the discharge is not authorized by a NPDES permit. I also understand that the submittal of this Notice of Termination does not release the permittee from liability for any violations of this permit or the Clean Water Act." Operator printed name Title Operator signature ECY 020-87 (Rev. 04/10) Date Instructions for Notice of Termination Form Submit a Notice of Termination Form to the Department of Ecology when 1.) All stormwater discharges from a construction site are eliminated, and the site has undergone final stabilization. 2.) The site has been sold or transferred to a different operator(s). The permit fees will continue until the permit is terminated. I. Operator Give the name, address, and telephone number of the person who is responsible for the permit. This person will also be sent the final fee invoice. II. Site Location Enter the street address or location description, including the city or nearest city and county for the construction site. Construction sites that do not have a street address must also provide a legal description in the space provided, or as an attachment. III. Construction Activity Indicate: 1. That all stormwater discharges associated with construction activity are eliminated and final stabilization of all exposed soils is completed. Final stabilization means the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures, that prevents erosion. 2. That the permit has been transferred to another responsible party(ies) for management. (Provide the information required on the Transfer of Coverage form.) 3. That all portions of the site that have not undergone final stabilization have been sold. IV. Certification of Permittee(s) Read this statement carefully. The operator, or authorized representative of the operator, must print his or her name for clarity, then sign and date the document on the lines provided. (Refer to General Condition G2 in the permit for signatory requirements.) Please sign and return this original document to the following address and retain a copy for your records: Department of Ecology Stormwater Unit — Construction PO Box 47696 Olympia, WA 98504-7696 Note: Your site remains under permit and subject to all permit conditions until your termination is effective. Continue to comply with permit conditions until the earlier of the following two dates: 1) The date you receive written notification from Ecology that termination is effective. 2) The 31 st day following Ecology's receipt of this form. Questions? Call: • 360-407-7451 Josh Klimek for city of Seattle or counties: Kitsap, Pierce, and Thurston. ■ 360-407-6048 Clay Keownfor counties: King, Island, San Juan. 0 360-407-6442 Shawn Hopkins for counties: Whatcom, Skagit, Snohomish, Ferry, Stevens, Pend Oreille, Lincoln, Spokane, Grant, Adams, Whitman, Franklin, Walla Walla, Columbia, Garfield, and Asotin. J • 360-407-6858 Joyce Smith for counties: Okanogan, Chelan, Douglas, Kittitas, Yakima, Benton, Klickitat, Skamania, Clark, Cowlitz, Wahkiakum, Lewis, Pacific, Grays Harbor, Mason, Jefferson, and Clallam. To ask about the availability of this document in a version for the visually impaired, call the Water Quality Program at 360-407-6401. Persons with hearing loss may call 711 for Washington Relay Service. Persons with a speech disability may call 877-833-6341. -.0 ECY 020-87 (Rev. 04/10) I I I i I I I I I J rl L a1