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13-102881
FILE. CITY OF Federal January 28, 2015 Don Kirkman Kirkman Associates PO Box 816 Auburn, WA 98071 CITY HALL 33325 8th Avenue South Feder y Federal Way, WA 98003-6325 (253) 835-7000 wwww cityoffederalway. com RE: PERMIT #13-102881-00-CO; UNABLE TO APPROVE STORAGE BUILDING/TRASH ENCLOSURE Russian Ukranian Parousia SDA Church, 1860 S 3361h Street, Federal Way Dear Mr. Kirkman: The Planning Division has reviewed your resubmittal for a 324 square -foot covered storage building/trash enclosure. The Division is unable to approve this change to the original garbage enclosure as the structure is located in the church's required yard. Pursuant to'Federal Way Revised Code 19.205.100, church uses within RM zones are required to maintain 30-foot setbacks for structures on the front, side, and rear property lines. The proposed structure appears to be approximately 10 feet from the rear and side property line. Please feel free to contact me if you have any questions at 253.835.263 8 or matt.herrera d cityoffederalway.com. Sincerely, 1.17 P4- Matthew Herrera, AICP Senior Planner c: Scott Sproul, Assistant Building Official Ann Dower, Senior Engineering Plans Reviewer Doc, ID. 67674 Jim Ferrell, Mayor September 9, 2015 Western Washington Conference of SDA 32229 Weyerhauser Way S Federal Way, WA 98001 RE: Permit #13-102881-00-CO; Russian Ukranian Parousia SDA Church; 1860 S 336th St; Wet Weather Construction Requirements Dear Applicant, The wet weather season officially begins on October 1t. Any site with exposed soils is subject to the 'Wet Season Requirements' per the King County Surface Water Design Manual, Appendix D, page D-74. Specifically, please note that the allowed time that a disturbed area may remain unworked without cover is reduced to two (2) consecutive work days and that stockpiles and steep cut/fill slopes are to be protected if unworked for more than twelve (12) hours. Additionally, all areas that are to be unworked during the wet season shall be seeded within one (1) week of the start of the wet season. Please review any site specific requirements, instructions, notes, and details that are included on your approved plans. Some sites have wet weather restrictions that prohibit certain construction activities. These also will be noted on the plans. Also as a reminder, the approved City of Federal Way work hours are listed below. Work outside of the approved hours requires prior approval. Monday through Friday: • Outside Right of Way: 7:00 AM through 8:00 PM • Inside Right of Way: 8:30 AM through 3:00 PM Saturday: • Outside Right of Way: 9:00 AM through 8:00 PM Inside Right of Way: No work is permitted Sunday: • No work is permitted City Observed Holidays: 9 No work is permitted L: \CSDC\DOCS\SAVE\24405908044. DOC 33325 8th Avenue South, Federal Way, WA 98003-6325 (253) 835-7000 - www.cityoffederalway.com If you have any questions, please do not hesitate to contact either Bill McCollum by phone at (253) 835-2741 or myself at (253) 835-2730. Sincerely, El Walsh, P.E. Development Services Manager EW:mt cc: Bill McCollum, Public Works Construction Inspector Contractor Project File Day File L:\CSDC\DOCS\SAVE\24405908044.DOC LE TE K LITE-ON GROUP GreenCobraT" Midsize LED Street Light GC'M SUBMITTAL PeVIE ght 10 hs Y;i�Y�tEVIEW RE�3 O R ❑ No exceptions taken RejectedComments Q Confirm # 2f l I Note Markings Attached Q Re: ub•r.il �j 'tis review -, to general cornoirnance With the design concept and orr!t ,ocurnerls. Marking or .omrn.erds shall 'Iol be constrLer. as relieving the Contractor from ri.; ^r.!1zr .e with t`e prolect plans - and specticatiom. nor Jeps tures therefrom. The Contractor remains responsble for details and accuracy, for confirming and correlating of quantities and dimensions, for selecting fabrication processes, for techniques of assembly, and for performing this Work in a safe manner. City of Federal Wall 33325 8th Ave 5, Pedant ylay, WA! 98003 By Date Ordering Information Sample Catalog No, GCM1 30F MV NW 2 GY 700 PCR7 WL LE Product No. &TColor ype Voltage Temperature ature GCM1 30F@ --.%j.30F -*MV 120-277V WW 3000K 2 350to HV 347-480V`ii1W 4000K **3 700mA j CW 5000K ka GCM2 30F@ i 40F 700mA to ; 1A, t j 40F @ 700mA to lA I t i 1 � _ Project Type Catalog No- L E o Driveon ributiFinish Options Current' Type 2 :tGY Gray 3502 350mA FDC" Fixed Drive Current Type 3 DB Dark 5302 530mA LPCR Less Photocontrol 1 Bronze 700 700mA Receptacle BK Black 4lAa lA PCR56 ANSI 5-wire Photo - I control Receptacle j PCR7s ANSI 7-wire Photo - control Receptacle PCR5-CR6 Control Ready5-wire PC Receptacle PCR7-CR6 Control Ready 7-wire PC Receptacle Utility Wattage Label 4B 4-Bolt Mounting Bracket DSC Door Safety Cable RWG Rubber Wildlife Guard Notes: 1 Factory set drive current, field adjustable standard. Refer to Performance Data Table. Consult factory if wattage limits require a special drive current. 2 350mA and 530mA drive current available with GCM1 only. 3 lA drive current available with GCM2 only, 4 Non -field adjustable, fixed drive current. Specify required drive current. Not available with PCR5-CR or PCR7-CR options, 5 Field adjustable current selector included. Wireless node dimming is disabled, field changeable connectors included to enable dimming with PCR5/7. 6 Control -ready wiring at factory for wireless node dimming. Default maximum drive current (700mA or 1A) must be specified. 7 Flush mounted house side shield. Shield cuts light off at 1/2 mounting height behind luminaire. 8 Flush mounted cul-de-sac shield. Shield cuts light off at 1/2 mounting height behind luminaire and 1-1/2 mounting height on either side of luminaire. 9 Specify Color (GY, DB, BK) 10 Specify MV (120-277V) or HV (347V-480V) @ 2015 Leotek Electronics USA GCM_011116. Specifications subject to change without notice. Accessories' HSS7 House Side Shield, Snap-On* CSSa Cul-De-Sac Side Shield, Snap-On* , SPBs Square Pole Horizontal Arm Bracket RPBa Round Pole Horizontal Arm Bracket PTBa Pole Top Tenon Horizontal Arm Bracket WB9 Wall Horizontal Arm Bracket BSK Bird Deterrent Spider Kit PC10 Twist Lock Photocontrol LLPC10 Long -Life Twist Lock Photocontrol SC Twist Lock Shorting Cap *Accessories are ordered separately and not to be in- cluded in the catalog number. For factory installed HS5, CSS specify as option in luminaire catalog number. Eli Ada 4� LE TE K� LITE-ON GROUP GreenCobraTM Midsize LED Street Light GCM Luminaire Specifications Housing Die cast aluminum housing with universal two -bolt slip fitter mounts to 1-1/4" to 2" (1-5/8" to 2-3/8" O.D.) diameter mast arm. One-piece aluminum housing provides passive heat -sinking of the LEDs and has upper surfaces that shed precipitation. Four -bolt mounting bracket is available. Mounting provisions meet 3G vibration per ANSI C136.31-2001 Normal Application, Bridge & Overpass. Mounting has leveling adjustment from ± S° in 2.5' steps. Electrical components are accessed without tools via a high -strength, non-conductive polycarbonate door with quick -release latches. Polycarbonate material meets UL746Cfor outdoor usage. Available rubber wildlife guard (RWG option) conforms to mast arm with no gaps. Light Emitting Diodes Hi-flux/Hi-power white LEDs produce a minimum of 90% of initial intensity at 100,000 hours of life based on IES TM-21. LEDs are tested in accordance with IES LM-80 testing procedures. LEDS have correlated color temperature of 3000K (WW), 4000K (NW), or 5000K (CW) and 70 CRI minimum. LEDs are 100% mercury and lead free. Performance Data All data preliminary. No. of LEDs Drive & Type Current (mA) 350 GCM130F 530 700 700 GCS M� ! 1000 �r 700 GCM2 40F 1000 Optical Systems Micro -lens optical systems produce IESNA Type 2 or Type 3 distributions and are fully sealed to maintain an IP66 rating. Luminaire produces 0%total lumens above 90' (BUG Rating, U=0). Optional house side shield cuts light off at 1/2 mounting height behind luminaire. Cul-de-sac shield provides back and side light control for end of cul-de-sac applications. Both shields are field installable without tools. Electrical Rated life of electrical components is 100,000 hours. Uses isolated power supply that is 1-10V dimmable. Power supply is wired with quick -disconnect terminals. LED drive current can be changed in the field to adjust light output for local conditions (not available with PCR5-CR or PCR7-CR options). Power supply features a minimum power factor of .90 and <20%Total Harmonic Distortion (THD). EMC meets or exceeds FCC CFR Part 15. Terminal block accommodates 2 to 14 gauge wire. Surge protection complies with IEEE/ANSI C62.41 Category C High, 20kV/10kA. Controls 3-Wire photocontrol receptacle is standard. ANSI C136.41 5-wire (PCR5) or 7-wire (PCR7) photocontrol receptacles are available. All photocontrol receptacles have tool -less rotatable bases. Wireless control module is provided by others. System Delivered Efficacy Wattage (W) Lumens (Lm) (Lm/W)' 36 3900 108 57 6000 105 69 7000 100 69 l i 7000 100 104 9200 88 88 9000 102 138 12000 87 Finish Housing receives a durable, fade -resistant polyester powder coat finish. Finish tested to withstand 3000 hours in salt spray exposure per ASTM B117. Finish tested 500 hours in UV exposure per ASTM G154 and meets ASTM D523 gloss retention. Listings/Ratings/Labels Luminaires are UL listed for use in wet locations in the United States and Canada. Design Lights Consortium'" qualified 120-277V product.Z International Dark Sky Association listed. Luminaire is qualified to operate at ambient temperatures of -40oC to 40oC. Assembled in the U.S.A Photometry Luminaires photometrics are tested by certified independent testing laboratories in accordance with IES LM-79 testing procedures. Warranty 10-year limited warranty is standard on luminaire and components. Type 2 Type 3 BUG BUG Rating Rating B1 UO G1 61 UO G1 ` B1 UO G1 B2 UO G2 B2 UO G2 B2 UO G2 B2 UO G2 B2 UO G2 j B2 UO G2 B2 UO G2 ! B2 UO G2 B2 UO G2 B2 UO G2 B2 UO G2 j Notes: 1 Nominal lumens. Normal tolerance ± 10% due to factors including distribution type, LED bin variance, and ambient temperatures. 2 Not all versions DLC qualified. Consult qualified product list at www designlights.org for latest product listing. © 2015 Leotek Electronics USA GCM_011116. Specifications subject to change without notice. CED 20730 72ND AVE. S. KENT WA 98032 TEL: 253 893-7333 FAX: 253 893-7296 CONTACT: JOSH PALIGO QUOTE FOR: PANAS ELECTRIC, LLC ACCT #: GR-69050 PANAS ELECTRIC 26721 119TH AVE SE KENT, WA 98030 TEL: (253) 335-6357 QUOTATION PAGE 001 OF 001 QUOTE # DATE 1 REV # REV DATE 1053007 03/10/16 000 03/10/16 QUOTE EXPIRES PREPARED BY 04/09/2016 JP SLS INSL 0860 0023 FOB FREIGHT SHIPPING POINT PREPAID CUS PO #: JOB NAME: LED ST LIGHT EXT LN QTY MFR CATALOG # DESCRIPTION PRICE UOM AMT 01 1 LIGHT GCM230FMVNW3GY1AWL COBRA MID SIZE LED ST. 350.00 E 350.00 LIGHT 02 GREEN COBRA MIDSIZE LED STREET LIGHT, 03 9200 LM, 104W, 120-277V 04 05 * 2-3 WEEK LEAD TIME TOTAL: 350.00 'LEASE NOTE: THIS IS NOT AN OFFER TO CONTRACT, BUT MERELY A QUOTATION OF CURRENT PRICES FOR YOUR 'ONVENIENCE AND INFORMATION. ORDERS BASED ON THIS QUOTATION ARE SUBJECT TO YOUR ACCEPTANCE OF fHE TERMS AND CONDITIONS LOCATED AT SALES.OUR-TERMS.COM, WHICH WE MAY CHANGE FROM TIME TO TIME NITHOUT PRIOR NOTICE. WE MAKE NO REPRESENTATION WITH RESPECT TO COMPLIANCE WITH JOB SPECIFICATIONS. 99LZ-6£6 (£9Z) XV3 9i M (£9Z) 131 yM —f wO86 VM 'ujngnV LOL a}ins '41JO N ADMgblH bapon }saM 6191 I� wz-i 1iomaS CINV-11AIO/SH33NI:DN3 OWL-inSNOO °a� 0 ISUDAa(SUPO a ped�� �l Y U O m d' N O Ld V o � o m m ¢ w o ¢ m WoW Q LO m a i w r g w . In ¢ O O y Z =E 4 vi yy Q G w Q In Q: O x m O m CD J S w r iE U7 m cn z v ii y O F J W F d W ¢ O � O F Z U U Lon �, u] w C, - Q W U w W W �i . Z l OO = ¢ C, L .y Z U W ~ w M. d y O ¢ : O O Z fc ] >- —.W C)W Xp U Z d Q rN- v a ,- N O M y N N 9 III U z U m C9en i , 17 Z d zo 8 ❑' g¢ o_ U $ R xx [il N ¢ C 3 w 1 Z C O 7 Z ej O 1J 0 m t=1J Upr�j rwU7 w n y cl. mwg wr u) a C. Z U Z ?; � YC 40=En U vy0 Y _ C C:, � I rn v) w Z3 U a� a y � \p0 M M pie rO � . 3 coo C, I-- ' y r -1 0. V) w O z m w U=7 I% Engineer Constiueflop TepV jag IF A Mix Design SubmitW Form Contract Info rad00 Paritg Gmdr dac miFas Resources 7/2612011 Siam Sheerer m Chas: NI , ! D V: EASLa (nmlans) ® tea' Inch M vz^ Irmh ❑ 91a Inds ❑ v inch ❑ Asa . 1/2" Porous BAIA a 0-3 Gyration Lava%. `— — — — — RW EWlperton !Ao4rod N Initial: 6 N Design: 50 N Max 75 O swvsvoel 0 won Stefiet i 0 commercm Aephalt Binder Inform ion �Dhe'.tBfrcdarsuppi� U.S. Oil Asphalt Binder SpaoftCmy(ab): 1.028 AsphaltMmderGrade: PG 64-22 A bdn9 Temparrr•ur�, Range: 308 F to 319 F ComparsonTempvrirWra Rends. 285 F.4o 295 t= Anfi StrtD TY AFAR-MAZ 6500 Deso ASDhOlC° .: - a_ 5.5% Dcsiszn Mice Dcns' 154.6 IbSv°1f3 Contractor Aggregate S,ef-ixture and Aggmgaio Te@t Daft - " MaW al: 3/4"- 0 3/41s- �I rc� Gmdetton Sourm B-345 8-333 Ratio: 38% 62% 100.0 1000 100 1/2" 91.5 95.7 � 94 3/8" 77.8 66.0 70 �F U.S. No. 4 48.6 5.9 22 U.S No. 8 31A 2.9 14 US, No.16 20.8 2.4 9 U.S. No. 30 148 2.2 7 U.S. No. 50 10.7 1.9 5 us, NO. 100 7.0 1.8 4 U.S. No. 200 tl 5.7 1.0 2.8 Page 1 aF 2 a Miles Resources 50 Gyration UT Porous HMA PG 645-22 H MA Mix Deaip ire ®ats Aamname PhwaUcaf PraiwrUas Mat riaL• CS7G Wo -A Combinod Source. 6 - 345 B - 333 100 UR200: _ . . 38 62 Chia Goam 2.681 2.670 essb Fine 2.584 No Gsb Bland 2.634 2.670 2,656 Sent iEquv. 75 n/a 75 urn :C:➢ pmcftd Vold content 48.3 n/a 48.3 % Estee ssri le 99 95 97% C®ntmcSo r bN1x eA n �, A Primary Asphalt Binder Specification H,MA PMerffss PM 1 F,5=nt )Hader (Pb), by toftl Mix wt 5_6% Pament Binder (Ph), by dry aglimgag-9 wt 6.8 % Air Ve a, Ve 99.4°% 9$ min. Drain own %, AS -TN D6300-015, 98 OF above produ Wrri MbdW 0A % 0.3°% max Temp. (393'1=) Florida Mothod, FM 5-H6, bWW paramblift of Compactcd 64 - AsphaK flying Mia ur w, inches per hour . ;V&&Uw Laboratory Manager 7126/2011 Signature ride Date Page 2 d 2 CD c o q ® o a o n o o o W co r- ID LO C�*7 N ® O ,VI .?fp es gk'= DEN 0" oow 402P I Q;lv ! O$S Sty N fri eye c 020 C L !I 1 17 if I � - J1 1 1fl 11� 1, I It f r _ T --- t - — i -• - L} V Ni G V. 'f'!' i{fP W F ffs 14; ;- 2W IRA Mf 154 F V, f 114 q Ial# ?II R 1f�$ x4 f Il s R to T mw FF IR7 P lu f FA ca t 7*' nor F1 f 40 F Prm 0 III Fo Ci 41 j �I TECHNICAL. OUIDANCE MANUAL FOR PUGET SOUND M-D 'URUIRV 2005 r ":R 1L Puget Sound Action Tearn 0 Washington State University Pierce County Extension Appendix IF1 ft ial e a Hoy Yfni k`t AsOiialt i `YL ` .] e KID f c u Origin: Cahill Associates, Westchester, Pennsylvania (Cahill Associates, Section 02725-General porous paving and groundwater infiltration beds, 2.004). Application; Parking lots with aggregate base for retention storage. Soil infiltration rate: Required soil infiltration varies depending on contributing area, aggregate base storage and infiltration capacity, and design storm. In general, rn;ninnum long-term infiltration rate should be 0.1 inch/hour. '2 rd— Y t: L..c ' I:'- ••�r� _�[`� .4`,� �. « ;I�t��i �rw �f �'=?i =a"� I (Figure I Parklag insta%mon, Courlasy of Cahill 7t;srdairs Taal) course. • 2.5 inches thick Aggregate grading: LJ•S. Standard Sieve Percent Passing 1 j2 100 /8 92-98 4 32 38 8 12-18 16 7-13 30 0-5 200 0-3 Bituminous asphalt cement 5.75 n to 6.00% by weight dry aggregate. Drain down of asphalt binder should be no greater than 0.3% in accordance of ASTM D6390, Use a neat asphalt binder modified with. an elastomeric polymer to produce a binder meeting requirements of performance or PG 76-22 (PG recommendation for mid-Adantic states). Elastomeric: polymer is a styrene-butadiene-styrene or equal applied at a rate of 3% by total weight of the binder. Thoroughly blend polymer and binder at asphalt refinery prior to loading and transportation, The polymer modified asphalt binder should be heat and storage stable. Hydrated lime is added at a rate of 1.0% by weight of the total dry aggregate to mixes with granite stone to prevent separation of the asphalt From the aggregate and achieve a regiiired tensile strength ratio of ai least80%. Hydrated 1€rne should meet ASTM C; 977. The asphalt mix should be tested for resistance to stripping by water in accordance with ASTM D 3625. If estimated coating area is not above 95%, anti -stripping agents should be added to the asphalt. Asphalt installation * Bituminous surface course mix is laid in one 2.5-inrh lift directly over aggregate storage base. Laying temperature of the mix should be between 240 and 250 degrees Fahrenheit and ambient temperature should not be below 40 degrees Fahrenheit * Compaction of the surface course should occur when the surface is cool enough to resist a 10-ton roller. One or Lwo passes is all that is required for proper compaction and additional rolling can cause a reduction in surface course porosity. Aggregate .base/storage bed material Coarse aggregate is 0,5- to 2.5-inch tuniformly graded stone with a wash loss of no more than 0.5% (AASHTO size riumb.er 3), Aggregate grading: U.S. Standard Sieve Percent Passing 2 1/2" 100 2" 90-100 1 1/2" 35-70 1" 0-15 1/2" 0-5 ® Choker base course aggregate should be 3/8- to 3/44nch uniformly graded stone with a wash loss of no more than 0:5% (AASHTO size number 57), Aggregate grading: U.S. Standard Sieve Percent Passing 1 1Jr" 100 1" 95-100 V2" 25-60 4 0-10 8 0-5 Aggregate base/storage installation * Stabilize area and install. erosion control to prevent runoff and sediment from entering storage bed, Existing suibgrade under base should NOT be compacted or subject to excessive construction equipment traffic prior to installation. 227 o LID Technical Guidance Manual for Puget Sound CITY No exceptions taken [ Note Markings r This review is general .ommenls e.'na!'t"P. Con. and specifications nor debar for confirming and corretat techniques of assembly, and City o1 Federal Way By r 8" O.D.— � 1 '} —6" } 11 114" Square SUBMITT'.L REVIEW ��• - Irk Lzv EW CONTRACTOR NOW o Confirm In WritQ � 8 22" NPS Slipfitter "omrnenle O Resubmit [� 2' Attschrd iarnrance with the design concept end cordract -wurna-nls. Marking or to as roll:.,, ..:. i .g therefrC =51 qle �r Q8 fps nn aeruLACY, of quay uni^_nsiane, for —acting labri4 eri processes, for peg ,iu r Ina isle manner. 4 112" D.D. A" 33325 W Ave S, Fe�r A4 w4PAIAlum- Tube Mounting 1 Wolf Allay 6063—T6 Height und FinIng ish Two 112" 13NC x 5 3/4 "f 1,116" Long Stainless Steel Studbolts With (2) 112 —13NC S.S. Hex. Nuts And (2) Nylon Lockwashers �-4 112" O.D. Notes: flush Joint 1) Pole Assemblies Designed To Support Maximum Luminaire Size Of 1.5 Sq. Ft. E.P.A. And 60 Pounds In An 100 mph Isotach 130 mph Gust Velocity Wind. 2) 4043 Filler Wire Used For Welding. 3) Only The Base Flange Welds Are Heat Treated 4) Wrap Shaft And Arm For Shipment. Tapered Alum, Tube C" Wall Alloy 6063-716 Satin Ground Finish 1/2"-13NC Topped Hole For Grounding Handhole Frame IL — SECTION THRU HANDHOLE (4) 1 "-8NC Golv. Stl. Anchor Bolts, AASHTO M314-90 Grade 55, 10" Of Threaded End Golv. Per ASTM A 153. _ (8) 1 =-BNC Golv. Sti. Hex. Nuts (4) 1 " Galy. St/. Lockwashers (8) 1 " GaM Stl. R7atwashem Hondhole (4" x 6" Nominal) Non —Flush Type, Complete With Reinforcing Frame Alloy 356—T6, Cover And Stainless Steel Hex. Hd. Screws Base Flange Alloy 356-716 With Bolt Covers And Stainless Steel Hex. Hd. Screws zmllwlmn�mm no ffimmWK • �EU®M® 101 •� sit 11 " To 12" Did. Bolt Circle % L� A V q 6" Thread WARNING: 00 NOT INSTALL LIGHTING POLES WITHOUT LUMINAIRES 1ZElnsaNS s+IE hapfntl Abingdon, Va. TrtLE DAVIT POLES tu�MER CITY OF FEDERAL WAY, WA. sc&E 32 DATE 212712004 By LW DW. No. B849JJ OWD UM INSIGHT GEOLOGIC, INC. Geotechnical Services Report Proposed Russian Ukrainian Parousia SDA Church Prepared For: Kirkman Associates RESUBMITTED NOV 13 2013 CITY OF FEDERAL WAY CDS T M INSIGHT GEOLOGIC, INC. October 9, 2013 Kirkman Associates PO Box 816 Auburn, Washington 98071 Report Geotechnical Services Proposed Russian Ukrainian Parousia SDA Church 1860 — S 336th Street Federal Way, Washington Project No. 647-001-01 INTRODUCTION Insight Geologic is pleased to provide our report of geotechnical services for the proposed Russian Ukrainian Parousia SDA Church to be located at 1860 — S 336th Street in Federal Way, Washington. We understand that the proposed church will consist of an approximate 8,800 square foot building with appurtenant parking and walkway areas. The project site is located as approximately shown on the Vicinity Map in Figure 1. SCOPE OF SERVICES The objective of our services was to explore the subsurface site conditions as a basis for evaluating geotechnical parameters for the site soils. Our specific scope of services includes the following tasks: 1. Review published maps pertaining to site geology, topography and landslide hazards. 2. Excavate as many as 6 hang auger borings to a depth of approximately 6 feet to evaluate subsurface conditions. 3. Collect representative soil samples from the borings. 4. Log the geologic materials encountered in the borings in general accordance with ASTM D2487- 06. 5. Prepare a geologic assessment report that provides our opinion regarding site conditions and which includes our recommendations for bearing capacity, site grading and structural fill. 1015 EAST 4TH AVENUE, OLYMPIA, WASHINGTON 98506 PHONE:360.754.2128 FAX:360,754.9299 Proposed Russian Ukrainian Parousia SDA Church Geotechnical Services Report October 9, 2013 SITE CONDITIONS Surface Conditions The site is currently vacant and was the former location of a single family residence which has been demolished. The property is generally flat at an elevation of about 385 feet above mean sea level. The site surface is generally vegetated with grass, scotch broom and blackberry. Subsurface Explorations We explored the subsurface conditions at the site by advancing six hand-augered borings using a manually advanced soil auger. The borings were advanced to depths of between about 2 and 4 feet bgs. The approximate locations of the borings are shown on the Site Plan, Figure 2. A geologist from Insight Geologic monitored the explorations and maintained a log of the conditions encountered. The soils were visually classified in general accordance with the system described in ASTM D2487-06. The exploration logs are contained in Attachment A. Subsurface Conditions Our explorations generally encountered weathered glacial till consisting of loose to moderately dense silty sand with varying amounts of gravel (SP-SM) overlying dense glacial till (SP-SM). Surface materials consisted of 6 inches to about a foot of sod. The less compacted material at the surface is identified as weathered till while the densely compacted sediment is interpreted as glacial till. Groundwater was encountered at a depth of 3 feet in boring HA-3. Laboratory Testing We selected one soil sample for gradation analysis in general accordance with ASTM D-422. The results of our testing indicate the weathered till material has a fines content of about 23 percent with a moisture content of 12 percent. Our laboratory results are provided in Attachment B. CONCLUSIONS AND RECOMMENDATIONS General Based on the results of our subsurface explorations and analyses, it is our opinion that the proposed development on this site is feasible from a geotechnical perspective. The on -site materials proposed to be excavated and used for construction contain a rather large percentage of fines and will be moisture sensitive. Our explorations were performed in the fall with periods of rain during the previous week. The material may need to be dried back to obtain optimum moisture content if construction is started during this time of year. We are available upon request to discuss these issues with the design team.. FILE No. 647-001-01 2 ' ' Proposed Russian Ukrainian Parousia SDA Church Geotechnical Services Report October 9, 2013 Earthwork General We anticipate that site development earthwork will include removing existing surface vegetation, stripping sod and topsoil, excavating for the stormwater basins, and placing and compacting structural fill. We expect that site grading can be accomplished with conventional earthmoving equipment in proper working order. Clearing and Stripping Clearing and stripping should consist of removing surface and subsurface deleterious materials including trees, brush, debris, topsoil and sod, and any other soft or organic materials. Stripping and clearing should extend at least 5 feet beyond all areas to receive structural fill. We estimate that a stripping depth of about 0.5 to 1.0 feet will be required to remove the sod and topsoil encountered in our explorations. Additional stripping will be required in areas where trees are removed. We recommend that trees be removed by overturning so that the majority of the roots are removed. Subgrade Preparation After stripping and excavating to the proposed subgrade elevation, and before placing structural fill, the exposed subgrade should be compacted to a firm and unyielding condition. The exposed subgrade should then be proof -rolled using loaded, rubber -tired heavy equipment. A qualified owner representative should be contacted to observe the proof -rolling prior to the placement of fill. If soft or otherwise unsuitable areas are revealed during proof -rolling or probing, that cannot be compacted to a stable and uniformly firm condition, we recommend that: 1) the subgrade soils be scarified (e.g., with a ripper or farmer's disc), aerated to reduce the moisture content and recompacted; or 2) the unsuitable soils be overexcavated and replaced with granular structural fill. Wet Weather Earthwork Considerations When the moisture content of the soils is more than a few percent above the optimum moisture content, the soil will become unstable and it will be difficult to meet the required compaction criteria. Disturbance of near surface soils should be expected if earthwork is completed during periods of prolonged wet weather. The wet weather season generally begins in October and continues through May in this area. If wet weather earthwork is unavoidable, we recommend that: • Construction traffic is restricted to, specific areas of the site, preferably areas that are surfaced with materials not susceptible to wet weather disturbance. • Construction activities are scheduled so that the length of time that soil is left exposed to moisture is reduced to the extent practical. • Any imported soils for structural fill meet the requirements for select granular fill as defined in this report. FILE No. 647-001-01 3 �.� ' Proposed Russian Ukrainian Parousia SDA Church Geotechnical Services Report October 9, 2013 • Slopes with exposed soil be covered with plastic sheeting or otherwise protected from erosion. • Earthwork activities not take place during periods of heavy precipitation. Contingencies are included in the project schedule and budget to allow for the above elements. Structural Fill Materials General Material used for structural fill should be free of debris, organic material and rock fragments larger than 6 inches. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. On -site Soils It is our opinion that the on -site soils are a suitable source of structural fill provided that they are appropriately moisture conditioned and compacted. Based on our experience with similar soils, loose lifts approximately 4 to 6 inches thick are typically required to meet compaction criteria. During our investigation, on -site soils were found to be near the optimum moisture content for adequate compaction. Shallow Foundation Support General We recommend that the proposed structure be founded on continuous wall or isolated column footings, bearing on a minimum 1-foot thick over -excavation and replacement with structural fill. The structural fill zone should extend to a horizontal distance equal to the over -excavation depth on each side of the footing. The actual over -excavation depth may vary, depending on the conditions encountered. We recommend that an experienced geotechnical professional observe the foundation surfaces before over -excavation and before placing structural fill in over -excavations. This professional should confirm that adequate bearing surfaces have been prepared and that the soil conditions are as anticipated. Unsuitable foundation bearing soils should be recompacted or removed and replaced with compacted structural fill, as recommended by the geotechnical engineer. Bearing Capacity and Footing Dimensions We recommend an allowable soil bearing pressure of 3,000 pounds per square foot for shallow foundations that are supported on compacted structural fill, as recommended. This allowable bearing pressure applies to long-term dead and live loads exclusive of the weight of the footing and any overlying backfill. The allowable soil bearing pressure can be increased by one-third when considering total loads, including transient loads such as those induced by wind and seismic forces. FILE No. 647-001-01 4 ... Proposed Russian Ukrainian Parousia SDA Church Geotechnical Services Report October 9, 2013 We recommend a minimum width of 18 inches for continuous wall footings and 2 feet for isolated column footings. Perimeter footings should be embedded at least 12 inches below the lowest adjacent grade where the ground is flat. Interior footings should be embedded a minimum of 6 inches below the nearest adjacent grade. Settlement We estimate that total settlement of footings that are designed and constructed as recommended should be less than 1 inch. We estimate that differential settlements should be 'h inch or less between comparably loaded isolated footings or along 50 feet of continuous footing. We anticipate that the settlement will occur essentially as loads are applied during construction. Lateral Load Resistance Lateral loads on shallow foundation elements may be resisted by passive resistance on the sides of footings and by friction on the base of footings. Passive resistance may be estimated using an equivalent fluid density of 360 pounds per cubic foot, assuming that the footings are backfilled with structural fill. Frictional resistance may be estimated using 0.25 for the coefficient of the base friction. The lateral resistance values provided above incorporate a factor of safety of 1.5. The passive earth pressure and friction components can be combined, provided that the passive component does not exceed two-thirds of the total. The top foot of soil should be neglected when calculating passive resistance, unless the foundation perimeter area is covered by a slab -on -grade or pavement. Retaining walls If retaining walls are proposed for the site, we recommend using an active lateral earth pressure 25 pounds per cubic foot (equivalent fluid density) and a passive pressure of 360 pcf. These values apply to walls that are free to rotate. The recommended pressures do not include the effects of surcharges from surface loads. These pressures are based on the assumption that backfill placed within 2 feet of the wall is compacted by hand -operated equipment and that adequate wall drainage measures are included. If vehicles will be operated within one-half the height of the wall, a traffic surcharge should be added to the wall pressure. The traffic surcharge can be approximated by assuming an additional 2 feet of backfill behind the wall. Retaining walls founded on undisturbed native soil or structural fill extending to the undisturbed native soil may be designed using the allowable soil bearing pressure and lateral resistance criteria presented above in the "Foundation Support"' section of our report. We estimate settlement of retaining structures should be similar to the values previously presented for shallow foundations. FILE No. 647-001-01 5 Proposed Russian Ukrainian Parousia SDA Church Geotechnical Services Report October 9, 2013 SEISMIC DESIGN CONSIDERATIONS General We understand that seismic design will be performed using the 2012 IBC standards. The following parameters may be used in computing seismic base shear forces: Seismic Design Parameters Spectral Response Accel. at Short Periods (SS) = 0.92 Spectral Response Accel. at 1 Second Periods (S1) = 1.06 Site Class = C Site Coefficient (FA) = 1.2 Site Coefficient (FV) = 1.6 Ground Rupture Because of the location of the site with respect to the nearest known active crustal faults, and the presence of a relatively thick layer of glacial outwash deposits, it is our opinion that the risk of ground rupture at the site due to surface faulting is low. Soil Liquefaction Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore water pressures in saturated soils, and a subsequent loss of stiffness in the soil occurs. Liquefaction also causes a temporary reduction of soil shear strength and bearing capacity, which can cause settlement of the ground surface above the liquefied soil layers. In general, soils that are most susceptible to liquefaction include loose to medium dense, clean to silty sands and non -plastic silts. Based on our review of the Liquefaction Susceptibility Map available from the Washington Department of Natural Resources, the project site is identified to have a low potential risk for soil liquefaction. Based on our experience with detailed seismic studies in the Federal Way area, including areas that are mapped within the same glacial till soil deposits as the project site, we concur with the reviewed map. Seismic Compression Seismic compression is defined as the accrual of contractive volumetric strains in unsaturated soils during strong shaking from earthquakes. Loose to medium dense clean sands and non -plastic silts are particularly prone to seismic compression settlement. Seismic compression settlement is most prevalent on slopes, but it can also occur on flat ground. It is our opinion that the soil profile at the site has a low risk for seismic compression settlement. Seismic Slope Instability In our opinion, there is a low risk of seismic slope instability at the project site . FILE No. • 01 6 N'r GOLD,GIC. INc. Proposed Russian Ukrainian Parousia SDA Church Geotechnical Services Report October 9, 2013 Lateral Spreading Lateral spreading involves the lateral displacement of surficial blocks of non -liquefied soil when an underlying soil layer liquefies. Lateral spreading generally develops in areas where sloping ground or large grade changes are present. Based on our understanding of the subsurface conditions, it is our opinion that there is a low risk for the development of lateral spreading as a result of an IBC design level earthquake. LIMITATIONS We have prepared this geotechnical report for the exclusive use of Kirkman Associates and their authorized agents, for the proposed Russian Ukrainian Parousia SDA Church in Federal Way, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. Please refer to Attachment C titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. q ► — — We appreciate the opportunity to be of service to you on this project. Please contact us if you have questions or require additional information. Respectfully Submitted, INSIGHT GEOLOGIC, INC, William E. Halbert, L.E.G., L.HG, Principal Attachments FILE No. 647-001-01 7 FIGURES � ate.-'• 1-�tr� � � •` � . y ... �FP O v CFV �f 111 NYI R s` I {: y. • 11 '` �. I /'' `.rr r *•-' BARK .:�a f •:� .' `� t .r�} [ •� 341 • I lu }��• r + - - •' Y711AT rYaEcrmwEun�l� l,���r • � . r' ! -:�' ./ ��,�l� i.: } %`r Source: Map[ech, Inc. Ic> 1997 SCALE: 1: 24000 INSIGHT GEOLOGIC, INC. i.="kno • POVERTY BAY, WASHINGTON 7.5 MINUTE QUADRANGLE Year Created 1961, Revised 1994 RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Figure 1 Vicinity Map 1 1 I ryl i i Ni*ix•�'r lvlln IAV l5 •�l NAM f . Zrp S77 tttal '17j I'! -• •» � 00.1M111. , it 19011 1.17 bUj 'hpi s{'`I�jl I ; HA-2 i !s na' t -•i' r--- — -_'� - `"'---=#t-----f�`tii'sj.li3i'""�'= � __ -= sa,� 1iaAi•_,.T:-tw-- — � . i -f iYt� I.' ' 1--iv SCALE: 1' 50' Sawa: Kllkman Aswdakis INSIGHT, INC. I F(.FNn. HA-1 CO APPROXIMATE HAND AUGER LOCATION APPROXIMATE PROJECT BOUNDARY RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Figure 2 Site Plan ATTACHMENT A EXPLORATION LOGS SOIL CLASSIFICATION CHART MAJOR DMSIONS SYMBOLS GROUP NAME p GW WELL -GRADED GRAVEL, GRAVEL CLEAN FINE TO COARSE GRAVEL AND GRAVEL GP POORLY GRADED GRAVEL GRAVELLY c5%FINES SOILS MORETHAN50% COARSE OF COARSE GRAVEL GM SILTY GRAVEL GRAINED REMNED WITH FINES ' + GC CLAYEY GRAVEL SOILS ONNO. 4SIEVE >12%FINES SW WELL -GRADED SAND, SAND CLEAN FINE TO COARSE SAND MORETNAN50% AND SAND SP POORLY GRADED SAND RETAINED ON Na 2DosIEVE SANDY c5%FINES SOILS MORE TiAN 50% OF COARSE SAND SM SILTY SAND SON PASSING WITH FINES NO.4 SIEVE >12%FINES Sc CLAYEY SAND SILTS I ML SILT AND INORGANIC CL CLAY FINE CLAYS GRAINED ORGANIC OL ORGANIC SILT, SOILS LIQUID LIMrr LESS TWI 50 ORGANIC CLAY U11 SILT OF HIGH PLASTICITY, SILTS MH ELASTIC SILT MORETHAN5 % AND INORGANIC CH CLAY OF HIGH PLASTICITY, 200 SIEVE CLAYS FAT CLAY LIQUID UM1r OH ORGANIC CLAY, 50ORMORE ORGANIC rr rrr r r r ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT 70 60 k 50 O Z 40 V 30 a 20 10 V IV LV JV ?V VV vv ,v vv vv •vv LIQUID LIMIT SOIL MOISTURE MODIFIERS: DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO THE TOUCH MOIST - DAMP, BUT NO VISIBLE WATER WET- VISIBLE FREE WATER OR SATURATED, USUALLY SOIL IS OBTAINED BELOW WATER TABLE INSIGHT GEOLOGIC, INC. ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL DESCRIPTION CC CEMENT CONCRETE AC ASPHALT CONCRETE CR CRUSHED ROCK/ QUARRY SPALLS TS TOPSOIL/SOD/DUFF GROUNDWATER EXPLORATION SYMBOLS MEASURED GROUNDWATER LEVEL IN EXPLORATION, WELL, OR PIEZOMETER I GROUNDWATER OBSERVED AT TIME OF EXPLORATION PERCHED WATER OBSERVED AT TIME OF EXPLORATION MEASURED FREE PRODUCT IN WELL OR PIEZOMETER STRATIGRAPHIC CONTACT APPROXIMATE CONTACT BETWEEN SOIL STRATA OR GEOLOGIC UNIT _-_ APPROXIMATE LOCATION OF SOIL STRATA CHANGE WITHIN GEOLOGIC SOIL UNIT APPROXIMATE GRADUAL CHANGE BETWEEN SOIL STRATA OR GEOLOGIC SOIL UNIT APPROXIMATE GRADUAL CHANGE OF SOIL STRATA WITHIN GEOLOGIC SOIL UNIT LABORATORY/ FIELD TEST CLASSIFICATIONS %F PERECENT FINES MD MOISTURE CONTENT AND AL ATTERBERG LIMITS DRY DENSITY CA CHEMICAL ANALYSIS OC ORGANIC COMPOUND CP LABORATORY PM PERMEABILITY OR COMPACTION TEST HYDRAULIC CONDUCTIVITY CS CONSOLIDATION TEST PP POCKET PENETROMETER IDS DIRECTSHEAR SA SIEVE ANALYSIS HA HYDROMETER ANALYSIS TX TRIAXIAL COMPRESSION MC MOISTURE CONTENT UC UNCONFINED COMPRESSION VS VANESHEAR SAMPLER SYMBOLS 2.4 INCH I.D. SPLIT BARREL ® SHELBY TUBE DIRECT -PUSH ® PISTON STANDARD PENETRATION TEST ® BULK OR GRAB SHEEN CLASSIFICATIONS INS NO VISIBLE SHEEN SS SLIGHT SHEEN MS MODERATE SHEEN HS HEAVY SHEEN NT NOT TESTED Key to Exploration Logs HA-1 LEGEND: PROJECT NO.: 647-001-01 DATE: OCTOBER 2, 2013 TOTAL DEPTH: 2 FEET DRILLING EQUIPMENT: HAND AUGER LOGGED BY: KEVIN VANDEHEY INSIGHT GEOLOGIC, INC. RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Exploration Log HA-1 LEGEND: PROJECT NO.: 647-001-01 DATE: OCTOBER 2, 2013 TOTAL DEPTH: 2.5 FEET DRILLING EQUIPMENT: HAND AUGER LOGGED BY: KEVIN VANDEHEY INSIGHT GEOLOGIC, INC. RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Exploration Log HA-2 HA-3 REMARKS AND U S.C.S. LITHOLOGY SOIL DESCRIPTION wORATORY �TH TS 0 Brown fine to coarse sand with fine to coarse gravel and silt, medium dense, • moist (till) 1 Grades to light brown, very dense rn z 3 Groundwater encountered at 3 feet 4 5-1 J LEGEND: PROJECT NO.: 647-001-01 DATE: OCTOBER 2, 2013 TOTAL DEPTH: 3.5 FEET DRILLING EQUIPMENT: HAND AUGER RUSSIAN UKRAINIAN LOGGED BY: KEVIN VANDEHEY PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON INSIGHT GEOLOGIC, INC. Exploration Log HA-3 HA-4 REMARKSAND DEPTH U.5.C.S. LiTHOLbGY SOIL DESCRIPTION LABORATORY (� i7 TEST RESULTS 0 Sod U) 0 Dark brown fine to coarse sand with fine to coarse gravel and silt, medium dense, moist (till) 1 Grades to light brown, very dense IL U) 2 3 Groundwater not encountered 4 5 ._ LEGEND: PROJECT NO.: 647-001-01 DATE: OCTOBER 2, 2013 TOTAL DEPTH: 3 FEET DRILLING EQUIPMENT: HAND AUGER LOGGED BY: KEVIN VANDEHEY INSIGHT GEOLOGIC, INC. RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Exploration Log HA-4 HA-5 T REMARKS AND DEPTH $ C S. LITHOLOGY SOIL DESCRIPTION LABORATORY (FT)U �] TEST RESULTS 0 Sod Dark brown fine to coarse sand with fine to, coarse gravel and silt, medium ` dense, moist (till) 1 Grades to light brown, very dense a 2 I• 3 Groundwater not encountered 4 5 — � LEGEND: PROJECT NO.: 647-001-01 DATE: OCTOBER 2, 2013 TOTAL DEPTH: 3 FEET DRILLING EQUIPMENT: HAND AUGER LOGGED BY: KEVIN VANDEHEY INSIGHT GEOLOGIC, INC. RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Exploration Log HA-5 REMRKS AN D DEPTH U.S.G.S. LiTHOLOGY SOIL DESCRIPTION LABORATORY (FT) TEST RESULTS 0 Sod CD Dark brown fine to coarse sand with fine to Coarse gravel and silt, medium dense, moist (till) Grades to light brown, very dense Cn 2 Groundwater not encountered 3 4 5 _ LEGEND: PROJECT NO.: 647-001-01 DATE: OCTOBER 2, 2013 TOTAL DEPTH: 2.5 FEET DRILLING EQUIPMENT: HAND AUGER LOGGED BY: KEVIN VANDEHEY �1 INSIGHT GEOLOGIC, INC. RUSSIAN UKRAINIAN PAROUSIA SDA CHURCH FEDERAL WAY, WASHINGTON Exploration Log HA-6 ATTACHMENT B LABORATORY ANALYSES I Gradation Analysis Summary Data Job Name: Russian Ukrainian Church Sample Location: HA-4 Job Number: 647-01-01 Sample Name: HA-4 0'-2.0' Date Tested: 10/7/13 Depth: 0 - 2 Feet Tested By: Kevin Vandehey Moisture Content (%) 12.0% Percent Percent by Sieve Size Passing Size Fraction Weight 3.0 in. (75.0) 100.0 Coarse Gravel 5.5 1.5 in. (37.5) 100.0 Fine Gravel 16.3 3/4 in. (19.0) 94.5 3/8 in. (9.5-mm) 87.1 Coarse Sand 10.1 No. 4 (4.75-mm) 78.2 Medium Sand 14.9 No. 10 (2.00-mm) 68.1 Fine Sand 30.1 No. 20 (.850-mm) 60.8 No. 40 (.425-mm) 53.1 Fines 23.1 No. 60 (.250-mm) 42.5 Total" 100.0 No. 100 (.150-mm) 34.0 No. 200 (.075-mm) 23.1 LL PL - PI - Djo 0.00 D30 0.13 D60 0.80 D90 14.00 Cc - Cu - ASTM Classification Group Name: Silty Sand with Gravel Symbol: SM INSIGHT GEOLOGIC, INC. 0 O O 0 CD IN F � ��■�i���rM�f� I�II�I�E����I�f ICI � }y6iaM Aq 6uissed;uaaJad z C Z U) w w Q O U w Z J w i7 w w O U N w J m m O V U :3 p z CL =' N c) Q fLn V cn V ) 3 cz Q :3 o W 0- cu C: cu_ -a •� ``Lnn V L D cz .Cl) �i O 0- 0 L CL ATTACHMENT C REPORT LIMITATIONS AND GUIDELINES FOR USE ATTACHMENT C REPORT LIMITATIONS AND GUIDELINES FOR USE' This attachment provides information to help you manage your risks with respect to the use of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND PROJECTS This report has been prepared for the exclusive use of our client and their authorized agents. This report may be made available to regulatory agencies for review. This report is not intended for use by others, and the information contained herein is not applicable to other sites. Insight Geologic Inc. structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our agreement with the client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT -SPECIFIC FACTORS Insight Geologic, Inc. considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless Insight Geologic specifically indicates otherwise, do not rely on this report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or • project ownership. If important changes are made after the date of this report,. Insight Geologic should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org . SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or ground water fluctuations. Always contact Insight Geologic before applying a report to determine if it remains applicable. MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Insight Geologic reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from Insight Geologic's professional judgment and opinion. Insight Geologic's recommendations can be finalized only by observing actual subsurface conditions revealed during construction. We recommend that Insight Geologic be retained to perform construction monitoring. Alternatively, if Insight Geologic is not retained for construction observation, a full and complete record of construction activity including compaction measurements by a qualified individual should be retained by the client. Sufficient monitoring, testing and consultation by Insight Geologic or other qualified individual should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining Insight Geologic for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having Insight Geologic confer with appropriate members of the design team after submitting the report. Also retain Insight Geologic to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having Insight Geologic participate in pre -bid and pre -construction conferences, and by providing construction observation. DO NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with Insight Geologic and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on -site personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. Insight Geologic includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with Insight Geologic if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project.