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07-105136
` CITY OF � Federal April 21, 2008 Mr. Matt Hough, P.E. CPH Consultants 733 7ch Avenue, Suite 100 Kirkland, WA 98033-5657 CITY HALL Way 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com RE: Permit No. 07-105136-00-EN Federal Way Multi -Family (tka Townhomes) on 333rd - 2245 S 333rd Street Public Works Second Review Dear Mr. Hough: The plans submitted on March 27, 2008 have been reviewed. Please make the following revisions: 1. On Sheet 3.0, correct the drainage structure table to reflect accurate information for existing C132. Sheet 3.1 shows all invert elevations for the existing catch basin C132, but none of them correspond to the inverts shown. 2. Note #4 regarding type of pipe was dropped off of the resubmitted Sheet 3.0. Please add it back. 3. Please update Sheet 3.1 profile views to match Sheet 3.0 Storm Drainage Plan View. 4. Since 24th Ave S will be private, a recorded easement will not be required for the 3- foot pedestrian area adjacent to the road. 5. The proposed 35' radius at the intersection of S 333rd St and the private drive is acceptable. Please relocate the stop bar and stop sign closer to the intersection (sta. 22+70.00) and modify the existing street sign to include the new private street. 6. A new streetlight pole will not be required on S 333rd St if it is possible to utilize the existing utility poles on the north side of the street. A new pole meeting city standards will be required on the corner. All lights on 24th Ave S will be private and are not required to be the city standard. Calculations are no longer required. 7. Show the driveways correctly in plan view and reference the location of the detail on the plan view. We are consistently noticing that contractors build the wings incorrectly due to plan view errors. L:\CSDC\DOCS\SAVE\12214160027. DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No.07-105136-00-EN April 21, 2008 Page Two 8. Several standard details are missing from the plans and are available on the city's website. Please add City of Federal Way Detail 3-29 Street Tree Planting, 3-4 curb, 3-11 curb ramp, 3-12 sidewalk, 3-28 trench restoration, 3-49 street name signs, 3- 50 sign installation, 3-51 sign post, 4-10 vaned grate, and 3-17 roof drain cleanout. 9. The revised conveyance system will need to be shown correctly in the exhibits within the TIR. These can be corrected now, or they can be provided as part of the as - built submittals. Planning Department comments will be sent under separate cover in approximately one week. Please submit one set of revised plans to my attention for final review. Either email or a hard copy will be accepted. As of this date, the legal description and information worksheets that were previously requested also need to be submitted. Please contact me at (253) 835-2732 or at ann.dowerAcityoffederalway.com if you have any questions. Sincerely, r Ann Dower Engineering Plans Reviewer AD:cc cc: William Appleton, P.E., Development Services Manager Sarady Long, Traffic Engineer Jim Harris, Contract Planner sect File / AD Day File L:\CSDC\DOCS\SAVE\12214160027.DOC CONSULTANTS April 30, 2008 Mrs. Ann Dower City of Federal Way 33325-81h Avenue South Federal Way, WA 98033 RE. Federal Way Townhomes, 2245 South 333rd Street — Permit No. 07-105136-00-EN CPH Project No. 0017-06-002 Response to Public Works Comments Dear Mrs. Dower: Site Planning Civil Engineering Project Management Land Development Consulting RESUBMITTED MAY a 2 2008 CITY OF FEDERAL WAY BUILDING DEPT. Enclosed with this letter are the following re -submittal documents for the Federal Way Townhomes on 333rd project (City of Federal Way File #07-100010-00-UP): • 1 — Grading and Drainage Improvements Plans (full-size, folded) • 2 — Revised Technical Information Report (TIR) figures and backwater calculations These items are provided in response to your letter dated April 21, 2008 and responses to each of the City's specific review comments are provided below. Public r:... & SAc9ndl Review Comments 1. On Sheet C3.0, correct the drainage structure table to reflect accurate information for existing CB2. Sheet C3.1 shows all invert elevations for the existing catch basin CB2, but none of them correspond to the inverts shown. The drainage structure table on Sheet C3.0 has been updated to reflect the current storm drainage configuration. Please note that the invert information for existing CB 1 is given in plan view on Sheet C3.0 and in profile view on Sheet C3. 7. 2,, Note #4 regarding type of pipe was dropped off of the resubmitted Sheet C3.0. Please add it back. The general note regarding pipe material has been added onto sheet C3.0 as requested. 3` Please update Sheet C3.1 profile views to match Sheet C3.0 Storm Drainage Plan view. V Profile views on Sheet C3.1 have been updated to reflect the storm drainage system revisions made on Sheet C3.0. 4. Since 24th Ave S will be private, a recorded easement will not be required for the 3-foot pedestrian area adjacent to the road. Noted. 1. The proposed 35' radius at the intersection of S 333rd St and the private drive is acceptable. Please relocate the stop bar and stop sign closer the in intersection (sta. 22+7X.00) and modify the existing street sign to include the new private street. /�` 733 7th Avenue, Suite 100 - Kirkland, WA 98033 - Phone: (425) 285-2390 • Fax: (425) 285-2389 www.cphconsultants.com Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 April 30, 2008 Page 2 of 2 Construction note 7 was added to sheet C 7.1 which specifies that the existing street sign, located east of the intersection of 3331d Street and 24th Avenue, shall be modified to include a new street sign for the private drive. 6. A new streetlight pole will not be required on S 3331d St if it is possible to utilize the existing utility poles on the north side of the street. A new pole meeting city standards will be required on the corner. All lights on 24rh Ave S will be private and are not required to be the city standard. Calculations are no longer required. Sheet 11.01 of the plan set specifies that PSE shall install a new luminaire on the existing utility pole No. 4 located on the north side of South 333rd Street. Further, pole No. 3 and the associated luminaire installation, located on the corner shall be per current COF W standards (see construction notes 2 and 4 on Sheet ILO 1). The owner has been informed that private pole and luminaire assemblies Nos. 1 and 2 can be of architectural design. 7. 'Show the driveways correctly in plan view and reference the location of the detail on the plan view. -/' We are consistently noticing that contractors build the wings incorrectly due to plan view errors. The commercial driveways serving the project have been updated in accordance with the COFW Standard Drawing 3-6A. 8. Several standard details are missing from the plans and are available on the city's website. Please add City of Federal Way Detail 3-29 Street Tree Planting, 3-4 curb, 3-1 1 curb ramp, 3-12 sidewalk, 3-28 trench restoration, 3-49 street name signs, 3-50 sign installation, 3-51 sign post, 4-10 vaned grate, and 4-17 roof drain cleanout. The requested COF W standard details have been added to the plan set on Sheets C3.6 and C3.7. 9. The revised conveyance system will need to be shown correctly in the exhibits within the TIR. These can be corrected now, or they can be provided as part of the as -built submittals. The exhibits and backwater calculations from the project TIR have been updated to reflect the current design. 2 copies of these revised documents are enclosed with this submittal. Please, contact me directly at (425)285-2390 or by e-mail at mgLP_cphc_o_nsuIto nts.rom if you have questions or need any additional information to complete your review and approval of the project. Your prompt response is appreciated. Thank you. Sincerely, CPH Consulta is atthe J ou , E Presiden Enclosures cc: Rob Trent, Dream Builders NW Copy to file CITY OF ti. Federal Way December 26, 2007 Mr. Matt Hough, P.E. CPH Consultants 733 7th Avenue, Suite 100 Kirkland, WA 98033 CITY HALL 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www. cityoffederalway. com RE. Permit No. 07-105136-00 EN Federal Way Multi -Family (fka Townhomes) on 333'd -2245 S 333'd St Engineering Plan Review Comments Dear Mr. Hough: If the engineer and/or owner have any questions regarding this comment letter or the outstanding items needed prior to permit issuance, we would be happy to meet with you in our office to clarify the requirements. Staff has reviewed the plans and reports for the above referenced project and has the following comments. The following items are required prior to Construction Plan acceptance: Maior Ite>r�s 1. The connection to the existing catch basin manhole shall be made where the new pipe matches the crown elevation of the 42-inch culvert. This will raise the entire elevation of the proposed storm system by 2.49 feet. 2. Per the right-of-way modification issued for this project (City file no. 07-100630-00-SM), the vertical curb and gutter along the east side of the private drive shall be continued to the southern property line. 3. Coordination with the adjacent property owner to the west is required with regards to the street lighting system, the storm drainage connection, and the road frontage construction. Civil Plans 1. Review the enclosed "Engineering Review Checklist." Circled items need to be addressed, checked items are complete. Provide structural vault plans and structural design calculations, stamped and sealed by a structural engineer. (The structural review will be done by an outside consultant.) L:\CSDC\DOCS\SAVE\33314046054.DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 2 3. Sheet C0.2: Move Construction Sequence Note #5 to #3 and renumber. (No. 3 becomes #4, #4 becomes #5.) 4. Combine the roadway and paving elements from Sheet C1.1 and C3.0 and create a composite roadway design plan. 5. Per the right-of-way modification issued for this project (City file no. 07-100630-00-SM), the vertical curb and gutter along the east side of the private drive shall be continued to the southern property line. In other words, the thickened edge curb and gutter shown is not acceptable. 6. Sheet C2.0 a. Provide the dimensions and the surface area required for the sediment trap. b. Indicate the trap storage required and the depth. c. Remove any unused construction notes and renumber. 7. Sheet C3.0 a. Renumber the catch basins, beginning with the connection to the existing system as CB 1 and work upstream. Refer to the redline plans for more info. b. The connection to the existing catch basin manhole shall be made where the new pipe matches the crown elevation of the 42-inch culvert. This will raise the entire elevation of the proposed storm system by 2.49 feet. Verify the capacity of the storage vault, redesigning if necessary per the requirements in the KCSVWDM. c. Identify if the ladder needs to be relocated in the existing catch basin. d. Move CB 17 west, out of the curb ramp wings. e. The contours and elevations west (offsite) appear not matched up with those onsite. Verify the survey datum for all areas of the plan and correct. f. Verify the invert elevations of the existing catch basin northwest of the existing storm manhole. g. Show the following information on the adjacent western lot: driveway location, building location, parking lot layout, contours, and any pertinent topographical information. h. List the station and offset for the catch basins located within public right-of-way. i. Place the vault in the drainage structure table. List the elevations and orifice sizes for the Q2, Q1o, and Qloo flows. j. Note that the elevation listed for Q2 outlet is lower than the invert for CB5. k. Identify the type of storm pipe being used. 1. Show the location of the roof downspout and footing drain connections to the storm system. L:\CSDC\DOCS\SAVE\33314046054.DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 3 in. CB's 16 and 17 exceed 5 feet from rim to invert and should be Type H. n. Provide a detail for the Information Plate attached to the control structure. o. Provide roadway and storm plan and profile. 8. Sheet C3.1 a. Note the "Typical Asphalt Pavement Section" is for the onsite parking lots only. This shall not be the pavement section for South 333`a Street or for 240' Avenue South (Private Drive). b. The asphalt section for South 333rd Street and 24th Avenue South shall be 3" of ACP Class B, 2" CSTC, and 5" CSBC minimum. Refer to Standard Details 3-2R and 3- 2Y. c. Detail A: Note that the 4-foot wide planter is measured from the sidewalk to the face of curb (3.5 feet effective planted area). Please change the dimension to reflect. d. Detail A: The subgrade note for the sidewalk is not correct and should be replaced, referencing City Standard Detail 3-12. e. Detail B: Reference the location of the existing 24-foot wide access and utility easement and the proposed new pedestrian access and utility easement. f. Details B and C: Note that curb and gutter is required along the entire eastern edge of the access road and therefore the stationing note on Detail B, and the entire Detail C, may be removed. 9. Sheet C3.2 a. Vault Plan: Show the required 12" vent locations in the four corners, or provide removable panels over the entire vault. b. Vault Plan: The inlet grate on the east end shall be located over the top of the inlet pipe. c. Vault Plan: The inlet access on the west end shall be offset from the outlet control structure. d. Show the location of the gravity drain. e. Provide a grated vent over the second cell that is at least 50 square feet. f. Details A and B water surface elevations do not coincide with each other. g. It appears that the outlet invert elevation (373.08') is lower than the invert for CB5 (373.10'). Please verify and correct. h. Describe why there is a third cell in the vault. i. Detail A: The vault bottom shall be V-shaped. j. Details A & B: List the approximate elevation of finished grade. L:\CSDC\DOCS\SAVE\33314046054.DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 4 k. Detail B: The first cell shall be sloped towards the inlet from 0.5% to 2%. The second cell shall be sloped toward the outlet from 0.5% to 2%. 1. Detail B: Please draw the vertical elevation to some degree of a scale. The WQ WS ELEV = 373.08 is physically drawn higher than the outlet, but in reality they are the same elevation. in. Detail B: Show the location of the ladder in the second cell. 10. Sheet 1I,.01 a. Coordinate the base layers (storm, roadway, etc.) so the information on this sheet is all current. 11. Sheet L 1.02 a. The street trees are to be located within the planter strip, between the sidewalk and the curb along South 333id Street. b. The street tree species on South 333rd Street are not approved (styrax japonica). Refer to Street Detail 3-48 for a list of approved street trees. c. Shrubs and ground cover are not approved within the planter strip. Sod grass is required. Technical Information Report 1. Review the enclosed "Technical Information Report (TIR) Checklist." Circled items need to be addressed, checked items are complete. 2. Section 1 a. Provide the source for the soils map, Figure 3. b. State the sub basin acreages. Use USGS 1:2400 topo as the minimum for the map base. 3. Section 2 a. In Conditions and Requirements Summary, discuss any SEPA mitigations, environmentally sensitive area requirements, and any variances or adjustments needed or issued for this project. Specifically, list the road modification granted for the access road, and the adjustment/variance required for the storm system to be located underground. 4. Section 3 a. The offsite analysis needs study maps of the upstream tributary area to the site and to the downstream system L:\CSDC\DOCS\SAVE\33314046054.DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 5 b. As a summary to the offsite analysis, review the level 1 analysis and determine if a level 2 or 3 analysis is warranted. 5. Section 4 a. List the total pre-dev basin information, including Qz (for each sub basin as well), acreage (per sub basin as well), land cover, etc. b. State how the rainfall region was determined. Provide figure 3.2.2.A and show the site. c. Describe how "till" soil was determined. d. Does the E1 basin (and all others) account for the effective impervious fraction per table 3.2.2.E? If not, describe why. e. Why do we need to break out the pre -developed site into all of the sub basins? Couldn't this be done with one basin analysis? f. Identify in Tables 4.3 and 4.4 the basins bypassing the water quality and flow control facility. g. List the total post-dev basin information, including Qz (for each sub basin as well), acreage (per sub basin as well), land cover, etc. h. Table 4.4 is missing basin information for basins P1 and P2. i. Verify the significant figures between the pre -developed and post -developed areas. Three sig-figs may not be accurate. j. Provide vault sizing, orifice sizes, elevations, facility sketches, and the water quality calculations. 6. Section 5 a. Provide the appropriate design calculations for the conveyance system analysis and design. 7. Section 6 a. Provide the appropriate references to the geotechnical analysis and the structural design required for the vault construction. 8. Section 8 a. Provide a narrative on how the proposed ESC measures comply with the ESC standards in KCSWDM Appendix D and Core Requirement No. 5. b. Note that a Sediment Trap is required. Provide the design calculations and a sketch of this facility. c. This section needs to be written for site specific conditions, not simply cut and paste from other reports. L:\CSDC\DOCS\SAVE\33314046054.DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 6 9. Section 9 a. Provide a completed Federal Way BQW. 10. Appendix D a. The KCRTS Model output for each total basin, as well as each sub basin, needs to be tied to the assumptions so it is very clear as to what data is being entered. b. Show the target release rates for QZ, Q10, and Q100. (Target release rate is the difference from the pre -developed release rate and the developed bypass release rate.) Show the work. c. Use actual elevations in the stage -storage table. d. The Target Release Rates listed in the Stage Storage table appear to be slightly off. Verify and reroute the time series through the redesigned facility. e. More analysis needs to be done with the wetpool volume calculations. Particularly, identify the basins contributing to the areas of impervious surfaces and areas of till grass. Provide figure 6.4. LA and show the site location. Summarize the cell volume requirements, cell geometry, and required surface areas. Provide a facility sketch. Traf c Comments 1. Illumination Plan a. Locate Pole #4 base behind the sidewalk, within the 3-foot utility easement. b. Pole #4 shall be on the PSE non -metered system. Poles #1, 2, and 3 are private, and shall be metered separately and billed to the property. c. Pole #4 shall have a mount height of 30-feet, and an arm length sufficient enough to have a 2-foot lamp overhang in front of the face of curb. The wattage shall be 100. d. Provide line -loss calculations and illumination calculation printouts. 2. Signage Plan: Prepare a signage plan with the following (this plan can be combined with the illumination plan, or on the road plan and profile): a. Install a Stop Sign (Rl-1) at the northbound approach of the intersection (24" Avenue South - Private Road). Approximate station 22+60 Right. b. Install a street name sign ("24"' Ave S" with "Private Road" sign) on the southwest corner of the intersection. c. Install a Type 3 barricade (red and white, angle to center) with a W1-6L sign on the face at the eastern side of the intersection, approximate station 22+96.75 Right. LACSDCTOMSAVE133314046054. DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 7 Planning Comments 1. .The landscape plans need to be revised to incorporate the revisions required in item 7 of the October 1, 2007 Process III Statement of Findings and Conclusions for the project; File No 07-100010-UP. Those items areas follows: a. All groundcover shall be planted at approximately 18-inches on center throughout all required and averaged/modified landscape areas including between shrubs and trees per FWCC Type III landscape standards. This standard is not met on the existing plan in several areas along the north and east perimeters. b. The shrub planting density shall be increased along the north perimeter and along the entire exterior east perimeter (except the east side of the grass recreation area directly east of the tot lot) to meet the Type III requirements by planting large shrubs at a maximum triangular spacing of five -feet on center. c. A minimum of two additional trees shall be planted along the north perimeter to meet the Type III landscape standard of trees at approximately 25-feet on center. d. The Public Works Department standards for right-of-way landscaping shall be met. The following items are required prior to scheduling a preconstruction meeting: 1. Provide a Certificate of Liability Insurance remaining in force until the City issues final construction acceptance. Specify the liability insurance in the amount of not less than one million dollars combined single limit bodily injury and property damage, with a two million dollar aggregate. Include the .City of Federal Way, its officers, and employees as additional insured's with respect to the terms and conditions of the policy. Reference Federal Way Multifamily, 07-105136-00-EN on the Certificate. 2. Provide a performance/maintenance bond referencing Federal Way Multifamily, 07- 105136-00-EN on the bond. Complete the enclosed "Performance/Maintenance Bond Worksheet" and return with revisions. 3. Provide one set of reproducible Mylar plans for approval. Once approved, pick up the Mylar plans and make five copies of full scale drawings and two half -scale drawings and return them to the City. 4. Provide the required Statutory Warranty Deed for the right-of-way dedication along South 333rd Street. Coordination with the adjacent property owner is required for storm, lighting, and frontage improvements. The contact information is: Bill Helsley Site Development Associates, LLC 18322 Bothell Way NE Bothell, WA 98011 (425) 486-6533, x101 L:\CSDC\DOCS\SAVE\-33314046054.DOC Mr. Matt Hough, P.E. CPH Consultants RE: Permit No. 07-105136-00-EN December 26, 2007 Page 8 Their project name and number: Mahan, 122-004-05 All redline prints must be returned with the next submittal. Your next submittal shall consist of five (5) folded complete sets of construction plans and two (2) copies of the final storm drainage analysis. Per WAC 196-23-020(3)(d) "revised plan sheets shall clearly identify on each sheet, the revisions made and shall contain the name and seal of the licensee, and signature of the licensee with the date the revision was made." If you have any questions or comments regarding this letter or redlined prints, please feel free to contact me at (253) 835-2731 or by email at sear.wells(@cityoffederalway.com traffic issues can be directed to Rick Perez at (253) 835-2740 and planning/land use issues can be directed to Jim Harris at (253) 835- 2641. Keo R. Wells, P.E. Senior Engineering Plans Reviewer SRW:cec Enclosures: Engineering Review Checklist Technical Information Report (TIR) Checklist Redline Plans Redline TIR Performance/Maintenance Bond Worksheet Bond Quantities Worksheet Worksheet for Statutory Warranty Deed cc: William Appleton, P.E., Development Services Manager Sarady Long, Traffic Engineer Jim Harris, Contract Planner Project File / SW Day File L:\CSDC\DOCS\SAVE\33314046054.DOC CIT F 'A Federal Way DATE: December 11, 2007 TO: Sean Wells, Public Works MEMORANDUM Community Development Services Department FROM: Jim Harr SUBJECT: PlanningLsion Review - FEDERAL WAY MULTIFAMILY (fka TOWNHOMES) ON 333RD - (07-105136-00-EN) 2245 South 333rd Street The landscape plans submitted with the EN plans are not approved. The landscape plans need to be revised to incorporate the revisions required in item 7 of the October 1, 2007 Process III Statement of Findings and Conclusions for the project file no 07-100010-UP (see italics below). The site plan with the EN application appears to be consistent with the approved site. The landscape plan is approved for the purposes of site plan review. Final review and approval of the landscape plan will occur in conjunction with review of the building permit applications for the proposal. To comply with applicable FWCC landscape standards, the final landscape plan shall be revised to include the following: + All groundcover shall be planted at approximately 18 inches on center throughout all required and averaged/modified landscape areas including between shrubs and trees per FWCC Type III landscape standards. This standard is not met on the existing plan in several areas along the north and east perimeters. • The shrub planting density shall be increased along the north perimeter and along the entire exterior east perimeter (except the east side of the grass recreation area directly east of the tot lot) to meet the Type III requirements, by planting large shrubs at a maximum triangular spacing of five feet on center. + A minimum of two additional trees shall be planted along the north perimeter to meet the Type III landscape standard of trees at approximately 25 feet on center. 0 The Public Works Department standards for right-of-way landscaping shall be met. BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:vlt exit.bwp RESUBMITTED MAY 0 2 2008 Surcharge condition at intermediate junctions Tailwater Elevation: 375.29 feet CITY OF FEDERAL WAY Discharge Range:0. 1 to 1. Step of 0.1 [cfs] BUILDING DEPT. Overflow Elevation:380. feet Weir:NONE Upstream Velocity:3. feet/sec CB2 PIPE NO. 1: 104 LF - 18"CP @ 0.51% OUTLET: 373.35 INLET: 373.88 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 378.88 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.42 375.30 * 0.012 0.12 0.12 1.94 1.94 1.42 1.42 0.15 0.20 1.42 375.30 * 0.012 0.17 0.17 1.94 1.94 1.42 1.42 0.22 0.30 1.42 375.30 * 0.012 0.21 0.20 1.94 1.94 1.42 1.42 0.27 0.40 1.42 375.30 * 0.012 0.24 0.23 1.94 1.94 1.42 1.42 0.31 0.50 1.42 375.30 * 0.012 0.27 0.26 1.94 1.94 1.42 1.42 0.35 0.60 1.42 375.30 * 0.012 0.29 0.28 1.94 1.94 1.42 1.42 0.39 0.70 1.42 375.30 * 0.012 0.32 0.30 1.94 1.94 1.42 1.42 0.42 0.80 1.43 375.31 * 0.012 0.34 0.32 1.94 1.94 1.42 1.43 0.45 0.90 1.43 375.31 * 0.012 0.36 0.34 1.94 1.94 1.42 1.43 0.48 1.00 1.43 375.31 * 0.012 0.38 0.36 1.94 1.94 1.42 1.43 0.51 CB3 PIPE NO. 2: 86 LF - 18"CP @ 0.49% OUTLET: 373.88 INLET: 374.30 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 379.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.01 375.31 * 0.012 0.12 0.12 1.42 1.42 1.01 1.01 0.15 0.20 1.01 375.31 * 0.012 0.17 0.17 1.42 1.42 1.01 1.01 0.22 0.30 1.01 375.31 * 0.012 0.21 0.20 1.42 1.42 1.01 1.01 0.27 0.40 1.01 375.31 * 0.012 0.24 0.23 1.42 1.42 1.01 1.01 0.31 0.50 1.01 375.31 * 0.012 0.27 0.26 1.42 1.42 1.01 1.01 0.35 0.60 1.02 375.32 * 0.012 0.29 0.28 1.42 1.42 1.01 1.02 0.39 0.70 1.02 375.32 * 0.012 0.32 0.31 1.42 1.42 1.01 1.02 0.42 0.80 1.02 375.32 * 0.012 0.34 0.33 1.43 1.43 1.01 1.02 0.45 0.90 1.03 375.33 * 0.012 0.36 0.35 1.43 1.43 1.02 1.03 0.48 1.00 1.04 375.34 * 0.012 0.38 0.36 1.43 1.43 1.02 1.04 0.51 CB4 PIPE NO. 3: 8 LF - 18"CP @ 0.63% OUTLET: 374.30 INLET: 374.35 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.97 375.32 * 0.012 0.12 0.12 1.01 1.01 0.97 0.83 0.01 0.20 0.97 375.32 * 0.012 0.17 0.16 1.01 1.01 0.97 0.83 0.16 0.30 0.97 375.32 * 0.012 0.21 0.19 1.01 1.01 0.97 0.83 0.19 0.40 0.97 375.32 * 0.012 0.24 0.22 1.01 1.01 0.97 0.83 0.22 0.50 0.97 375.32 * 0.012 0.27 0.25 1.01 1.01 0.97 0.83 0.25 0.60 0.97 375.32 * 0.012 0.29 0.27 1.02 1.02 0.97 0.84 0.27 0.70 0.97 375.32 * 0.012 0.32 0.29 1.02 1.02 0.97 0.84 0.29 0.80 0.98 375.33 * 0.012 0.34 0.31 1.02 1.02 0.98 0.90 0.99 375.34 * 0.012 0.36 0.33 1.03 1.03 0.99 1.00 0.99 375.34 * 0.012 0.38 0.34 1.04 1.04 0.99 0.85 0.31 0.86 0.34 0.87 0.36 RESUBMITTED BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:South 333RD.bwp Surcharge condition at intermediate junctions CITY OF FEDERAL WAY Tailwater from HW/TW File:vltin.bwt BUILDING ❑EPT. Discharge Range:l. to 1.15 Step of 0.02 [cfs] Overflow Elevation:380. feet Weir:NONE Upstream Velocity:3. feet/sec CB5 PIPE NO. 1: 17 LF - 12"CP @ 3.59% OUTLET: 373.35 INLET: 373.96 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 379.25 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.29 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* **************** RANGE EXCEEDED IN HW/TW FILE - DATA EXTRAPOLATED **************** 1.00 3.52 377.48 * 0.012 0.43 0.25 4.07 4.07 3.48 3.52 0.58 1.02 3.52 377.48 * 0.012 0.43 0.26 4.07 4.07 3.48 3.52 0.59 1.04 3.53 377.49 * 0.012 0.43 0.26 4.08 4.08 3.48 3.53 0.60 **************** RANGE EXCEEDED IN HW/TW FILE - DATA EXTRAPOLATED **************** 1.06 3.54 377.50 * 0.012 0.44 0.26 4.09 4.09 3.49 3.54 0.60 1.08 3.54 377.50 * 0.012 0.44 0.26 4.09 4.09 3.49 3.54 0.61 1.10 3.55 377.51 * 0.012 0.45 0.27 4.10 4.10 3.50 3.55 0.62 1.12 3.56 377.52 * 0.012 0.45 0.27 4.10 4.10 3.51 3.56 0.62 1.14 3.57 377.53 * 0.012 0.45 0.27 4.11 4.11 3.51 3.57 0.63 1.16 3.58 377.54 * 0.012 0.46 0.27 4.11 4.11 3.52 3.58 0.64 CB10 PIPE NO. 2: 68 LF - 12"CP @ 2.06% OUTLET: 373.96 INLET: 375.36 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 380.80 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.44 2.15 377.51 * 0.012 0.28 0.19 3.52 3.52 2.14 2.15 0.37 0.45 2.14 377.50 * 0.012 0.28 0.20 3.52 3.52 2.13 2.14 0.37 0.45 2.15 377.51 * 0.012 0.28 0.20 3.53 3.53 2.14 2.15 0.37 0.46 2.16 377.52 * 0.012 0.29 0.20 3.54 3.54 2.15 2.16 0.38 0.47 2.16 377.52 * 0.012 0.29 0.20 3.54 3.54 2.15 2.16 0.38 0.48 2.17 377.53 * 0.012 0.29 0.20 3.55 3.55 2.16 2.17 0.39 0.49 2.18 377.54 * 0.012 0.29 0.21 3.56 3.56 2.17 2.18 0.39 0.50 2.19 377.55 * 0.012 0.30 0.21 3.57 3.57 2.18 2.19 0.39 0.51 2.20 377.56 * 0.012 0.30 0.21 3.58 3.58 2.19 2.20 0.40 CB11 PIPE NO. 3: 36 LF - 12"CP @ 2.06% OUTLET: 375.36 INLET: 376.10 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 381.20 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.22 1.41 377.51 * 0.012 0.20 0.14 2.15 2.15 1.41 1.41 0.25 0.22 1.40 377.50 * 0.012 0.20 0.14 2.14 2.14 1.40 1.40 0.25 0.23 1.41 377.51 * 0.012 0.20 0.14 2.15 2.15 1.41 1.41 0.25 0.23 1.42 377.52 * 0.012 0.20 0.14 2.16 2.16 1.42 1.42 0.26 0.24 1.43 377.53 * 0.012 0.20 0.15 2.16 2.16 1.43 1.43 0.26 0.24 1.44 377.54 * 0.012 0.21 0.15 2.17 2.17 1.43 1.44 0.26 0.24 1.44 377.54 * 0.012 0.21 0.15 2.18 2.18 1.44 1.44 0.26 0.25 1.45 377.55 * 0.012 0.21 0.15 2.19 2.19 1.45 1.45 0.27 0.25 1.46 377.56 * 0.012 0.21 0.15 2.20 2.20 1.46 1.46 0.27 CB12 PIPE NO. 4: 44 LF - 12"CP @ 2.05% OUTLET: 376.10 INLET: 377.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.22 0.52 377.52 * 0.012 0.20 0.14 1.41 1.41 0.52 0.39 0.14 0.22 0.51 377.51 * 0.012 0.20 0.14 1.40 1.40 0.51 0.38 0.14 0.23 0.51 377.51 * 0.012 0.20 0.14 1.41 1.41 0.51 0.38 0.14 0.23 0.52 377.52 * 0.012 0.20 0.14 1.42 1.42 0.52 0.39 0.14 0.24 0.53 377.53 * 0.012 0.20 0.15 1.43 1.43 0.53 0.40 0.15 0.24 0.54 377.54 * 0.012 0.21 0.15 1.44 1.44 0.54 0.41 0.15 0.24 0.55 377.55 * 0.012 0.21 0.15 1.44 1.44 0.55 0.42 0.15 0.25 0.56 377.56 * 0.012 0.21 0.15 1.45 1.45 0.56 0.43 0.15 0.25 0.57 377.57 * 0.012 0.21 0.15 1.46 1.46 0.57 0.44 0.15 RESUBMITTED BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:Private Dr.bwp MAY 0 2 2008 Surcharge condition at intermediate junctions CITY OF FEDERAL WAY Tailwater Elevation: 377. 14 feet BUILDING DEPT. Discharge Range:l. to 1.16 Step of 0.02 [cfs] Overflow Elevation:380. feet Weir:NONE Upstream Velocity:3. feet/sec CB5 PIPE NO. 1: 17 LF - 12"CP @ 3.59% OUTLET: 373.35 INLET: 373.96 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 379.25 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.29 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.00 3.24 377.20 * 0.012 0.43 0.25 3.79 3.79 3.20 3.24 0.58 1.02 3.24 377.20 * 0.012 0.43 0.26 3.79 3.79 3.19 3.24 0.59 1.04 3.24 377.20 * 0.012 0.43 0.26 3.79 3.79 3.19 3.24 0.60 1.06 3.24 377.20 * 0.012 0.44 0.26 3.79 3.79 3.19 3.24 0.60 1.08 3.24 377.20 * 0.012 0.44 0.26 3.79 3.79 3.19 3.24 0.61 1.10 3.25 377.21 * 0.012, 0.45 0.27 3.79 3.79 3.19 3.25 0.62 1.12 3.25 377.21 * 0.012 0.45 0.27 3.79 3.79 3.19 3.25 0.62 1.14 3.25 377.21 * 0.012 0.45 0.27 3.79 3.79 3.19 3.25 0.63 1.16 3.25 377.21 * 0.012 0.46 0.27 3.79 3.79 3.20 3.25 0.64 1.16 3.25 377.21 * 0.012 0.46 0.27 3.79 3.79 3.20 3.25 0.64 CB6 PIPE NO. 2: 90 LF - 12"CP @ 0.50% OUTLET: 373.96 INLET: 374.41 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 378.60 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 7.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.44 2.82 377.23 * 0.012 0.28 0.28 3.24 3.24 2.81 2.82 0.37 0.45 2.81 377.22 * 0.012 0.28 0.28 3.24 3.24 2.80 2.81 0.38 0.45 2.81 377.22 * 0.012 0.28 0.28 3.24 3.24 2.80 2.81 0.38 0.46 2.81 377.22 * 0.012 0.29 0.28 3.24 3.24 2.80 2.81 0.38 0.47 2.81 377.22 * 0.012 0.29 0.29 3.24 3.24 2.81 2.81 0.39 0.48 2.82 377.23 * 0.012 0.29 0.29 3.25 3.25 2.81 2.82 0.39 0.49 2.82 377.23 * 0.012 0.29 0.29 3.25 3.25 2.81 2.82 0.40 0.50 2.82 377.23 * 0.012 0.30 0.29 3.25 3.25 2.81 2.82 0.40 0.51 2.83 377.24 * 0.012 0.30 0.30 3.25 3.25 2.82 2.83 0.40 0.51 2.83 377.24 * 0.012 0.30 0.30 3.25 3.25 2.82 2.83 0.40 CB8 PIPE NO. 3: 63 LF - 12"CP @ 0.51% OUTLET: 374.41 INLET: 374.73 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 377.60 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 2.50 377.23 * 0.012 0.10 0.10 2.82 2.82 2.50 2.50 0.12 0.06 2.49 377.22 * 0.012 0.10 0.10 2.81 2.81 2.49 2.49 0.13 0.06 2.49 377.22 * 0.012 0.10 0.10 2.81 2.81 2.49 2.49 0.13 0.06 2.49 377.22 * 0.012 0.10 0.11 2.81 2.81 2.49 2.49 0.13 0.06 2.50 377.23 * 0.012 0.10 0.11 2.81 2.81 2.49 2.50 0.13 0.06 2.50 377.23 * 0.012 0.10 0.11 2.82 2.82 2.50 2.50 0.13 0.06 2.50 377.23 * 0.012 0.11 0.11 2.82 2.82 2.50 2.50 0.13 0.06 2.50 377.23 * 0.012 0.11 0.11 2.82 2.82 2.50 2.50 0.13 0.06 2.51 377.24 * 0.012 0.11 0.11 2.83 2.83 2.51 2.51 0.14 0.06 2.51 377.24 * 0.012 0.11 0.11 2.83 2.83 2.51 2.51 0.14 CB9 PIPE NO. 4: 18 LF - 12"CP @ 0.50% OUTLET: 374.73 INLET: 374.82 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.03 2.42 377.24 * 0.012 0.07 0.08 2.50 2.50 2.42 2.28 -0.05 0.03 2.40 377.22 * 0.012 0.07 0.08 2.49 2.49 2.40 2.26 -0.05 0.03 2.40 377.22 * 0.012 0.07 0.08 2.49 2.49 2.40 2.26 -0.05 0.03 2.40 377.22 * 0.012 0.07 0.08 2.49 2.49 2.40 2.26 -0.05 0.03 2.41 377.23 * 0.012 0.07 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.41 377.23 * 0.012 0:08 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.41 377.23 * 0.012 0.08 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.41 377.23 * 0.012 0.08 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.42 377.24 * 0.012 0.08 0.08 2.51 2.51 2.42 2.28 -0.04 0.03 2.42 377.24 * 0.012 0.08 0.08 2.51 2.51 2.42 2.28 -0.04 CONSULTANTS March 26, 2008 Mr. Sean Wells City of Federal Way 33325-81h Avenue South Federal Way, WA 98033 RESUBMITTED MAR 2 Z008 Ci y OF FEDERAL \Nt\y BUILDING 00` - RE: Federal Way Townhomes, 2245 South 3331d Street — Permit No. 07-105136-00-EN CPH Project No. 0017-06-002 Response to City Comments Dear Mr. Wells: Site Planning Civil Engineering Project Management Land Development Consulting Enclosed with this letter are the following re -submittal documents for the Federal Way Townhomes on 333rd project (City of Federal Way File #07-100010-00-UP): • 5 — Grading and Drainage Improvements plans (3/19/08), folded ■ 2 — Final Technical Information Report (TIR; 3/19/08) ■ 1 — City of Federal Way Bond Quantities Worksheet • 1 — "redline" drawings with City comments • 1 — "redline" Technical Information Report with City comments These items are provided in response to your letter dated December 26, 2007 and responses to each of the City's specific review comments are provided below. The following items are required prior to Construction Plan acceptance: Maior Items 1. 'The connection to the existing catch basin manhole shall be made where the new pipe matches the crown elevation of the 42-inch culvert. This will raise the entire elevation of the proposed storm system by 2.49 feet. The proposed pipe connection has been revised such that the crown of the proposed pipe will be at the same elevation as the crown of the outlet pipe from this existing catch basin structure. The elevations and/or size of the storm drainage systems have been revised accordingly. �j.' Per the right-of-way modification issued for this project (City file no. 07-100630-00-SM), the vertical curb and gutter along the east side of the private drive shall be continued to the southern property line. The site plan has been revised to depict the extension of curb and gutter to the southern property boundary along the eastern edge of the private drive. Further, details B and C of sheet C3.5 have been updated to depict this change. The northerly extent of the curb -and -gutter along the easterly edge of the improved 24rh Avenue South has been reduced to facilitate the existing paving limits at the intersection of 'South 333rd Street that currently encroach on WSDOT right-of-way. /3 Coordination with the adjacent property owner to the west is required with regards to the street q lighting system, the storm drainage connection, and the road frontage construction. 733 71h Avenue, Suite 100 - Kirkland, WA 98033 - Phone: (425) 285-2390 - Fax: (425) 285-2389 www.cphconsultants.com Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 2 of 13 We received electronic (i.e., AutoCAD) files from the engineering firm working on the site design for the adjacent property to the west of our site. This information is shown in the updated plans included with this re -submittal. It is our understanding that this off -site project is currently under review for a Use Process III approval. As such, the utilities and drainage elements required are not yet known. In any case, though, our project has adjusted the alignment of the storm drainage conveyance pipe and connection to the existing manhole west of the property. Civil Plans 1. Review the enclosed "Engineering Review Checklist." Circled items need to be addressed, checked items are complete. The Engineering Review Checklist was reviewed and all circled items have been responded to in the plans andlor by discussion in this letter. 2. Provide structural vault plans and structural design calculations, stamped and sealed by a structural engineer. (The structural review will be done by an outside consultant.) Per our discussions with you subsequent to this comment, the structural design of the vault will be reviewed under a separate building permit or as part of the building permit approval for the townhome buildings. Also, per our discussions, the structural plans and calculations for the on -site vault are not required in order to complete this grading and drainage permit for the proposed site and roadway improvements. 3. Sheet C0.2: Move Construction Sequence Note #5 to #3 and renumber. (No. 3 becomes #4, #4 becomes #5.) The construction sequence notes on sheet C0.2 have been rearranged and renumbered as requested. 4. Combine the roadway and paving elements from Sheet C1.1 and C3.0 and create a composite roadway design plan. Sheet C 1.1 has been updated to include callouts and detail references for the site roadway and paving design elements. 5. Per the right-of-way modification issued for this project (City file no. 07-100630-00-SM), the vertical curb and gutter along the east side of the private drive shall be continued to the southern property line. In other words, the thickened edge curb and gutter shown is not acceptable. The site plan has been revised to depict the extension of curb and gutter to the southern property boundary along the eastern edge of the private drive. Further, details B and C of sheet C3.5 have been updated to depict this change. The northerly extent of the curb -and -gutter along the easterly edge of the improved 20 Avenue South has been reduced to facilitate the existing paving limits at the intersection of South 333rd Street that currently encroach on WSDOT right-of-way. We discovered during our response to these comments that the right-of-way modification that was issued for the project has expired. As such, we are requesting by way of this re -submittal package an extension of that modification as originally written to accompany the approval of the enclosed engineering plans. 6. Sheet C2.0 a Provide the dimensions and the surface area required for the sediment trap. Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 3 of 13 Dimensional information for the on -site sediment trap has been added to sheet C2.0. b. Indicate the trap storage required and the depth. Dimensional information for the on -site sediment trap has been added to sheet C2.0. c. Remove any unused construction notes and renumber. Unused construction notes have been removed from sheet C2.0 and the remaining notes have been renumbered appropriately as requested. 7. Sheet C3.0 a, Renumber the catch basins, beginning with the connection to the existing system as CB1 and work upstream. Refer to the redline plans for more info. Catch basins have been renumbered as requested. b. The connection to the existing catch basin manhole shall be made where the new pipe matches the crown elevation of the 42-inch culvert. This will raise the entire elevation of the proposed storm system by 2.49 feet. Verify the capacity of the storage vault, redesigning if necessary per the requirements in the KCSWDM. The proposed pipe connection has been revised such that the crown of the proposed pipe will be at the Lf same elevation as the crown of the outlet pipe from this existing catch basin structure. The elevations andlor size of the storm drainage systems have been revised accordingly. c. Identify if the ladder needs to be relocated in the existing catch basin. A note has been added to sheet C3.0 that indicates that the ladder will need to be relocated to the SE portion of this existing structure d. Move CB 17 west, out of the curb ramp wings. CB 17 (now CB 7 0) has been moved further west along South 333rd Street away from the pedestrian ramp approach. The location of this inlet was selected to allow the inflow pipe from CB9 to remain within the dedicated right-of-way. It was also not moved any further west to avoid conflicts with the proposed water services from the existing water main at South 333rd Street. e. The contours and elevations west (offsite) appear not matched up with those onsite. Verify the tI/I survey datum for all areas of the plan and correct. The consultant for the project immediately west and adjacent to our site provided topographic contours and site plan information electronically (i.e., AutoCAD format). This information has been incorporated in the updated plans enclosed with this re -submittal. Additional survey was collected by our project surveyor to increase the coverage and compare conditions with this off -site parcel. We have not been able to confirm the datum for this off -site survey, but it does appear consistent with the vertical datum for our project, which is NA VD 88. L/f. Verify the invert elevations of the existing catch basin northwest of the existing storm manhole Our project surveyor verified the elevations of this mapping efforts performed in response to these co updated plans enclosed with this re -submittal package. Federal Way Townhomes on 333rd CPH Project No. 0017-06-002 March 26, 2008 Page 4 of 13 existing catch basin along with the additional mments. The current information is shown in the g. Show the following information on the adjacent western lot: driveway location, building location, parking lot layout, contours, and any pertinent topographical information. The existing conditions for the street frontage (i.e., driveway, contours, etc.) at the off -site property to the west were collected by the project surveyor and other existing site conditions for this adjacent parcel were provided by the consultant currently working on the site plan for that pending project. This updated, existing condition information is shown on the enclosed updated plans as requested. h. List the station and offset for the catch basins located within public right-of-way. Station and offset information has been added to the structure table for all catch basins within the public right-of-way as shown on sheet C3.0. i. Place the vault in the drainage structure table. List the elevations and orifice sizes for the Q2, Qio, and Qioo flows. For convenience and clarity, the vault design information, including horizontal control data, has been provided on sheet C3.6 along with the other vault details. A reference to sheet C3.6 has been added to plan sheet C3.0. Note that the elevation listed for Qz outlet is lower than the invert for CBS. The invert elevations for all catch basins within the project have been updated to reflect the latest grading and drainage design. k. .Identify the type of storm pipe being used. Construction note 4 has been added to sheet C3.0 to specify that all storm drainage conveyance pipe shall be LCPE unless noted otherwise. I. � Show the location of the roof downspout and footing drain connections to the storm system. Roof downspout and footing drain information has been added to sheet C3.0. �,m. CB's 16 and 17 exceed 5 feet from rim to invert and should be Type II. ✓ Catch basins 16 and 17 are now specified as Type 2 — 48" due to the depths to invert. n. Provide a detail for the Information Plate attached to the control structure. A detail of the Information Plate that will be attached to the control structure (i.e., at the inside wall of the vault near the riser) has been added to sheet C3.6 as requested. o`I'rovide roadway and storm plan and profile. Sheet C3.1 has been added to the plan set to show the requested profile information for the roadway grading and storm drainage information at South 333rd Street and the Private Drive. A reference to Federal Way Townhomes on 333rd CPH Project No. 0017-06-002 March 26, 2008 Page 5 of 13 this new plan sheet has been provided on Sheet C3.0. This alternative for a separate profile sheet was selected in -lieu of creating new plan and profile sheets as allowed by current City standards. 8. Sheet C3.1 a. Note the "Typical Asphalt Pavement Section" is for the onsite parking lots only. This shall not be the pavement Section for South 333,d Street or for 24+h Avenue South (Private Drive). The asphalt pavement section for use on -site is now referenced as the "Typical On -site Asphalt Pavement Section". Further, construction note No. 5 was added to sheet C 1. 7 to clarify that this section is for use only in private, on -site driveway and parking areas. b. The asphalt Section for South 333rd Street and 24th Avenue South shall be 3" of ACP Class B, 2" CSTC, and 5" CSBC minimum. Refer to Standard Details 3-2R and 3-2Y. The material depths shown for Sections A and B of sheet C3.1 have been updated to reflect the material specifications from the City of Federal Way Standard Details 3.2R and 3-2Y. c. Detail A: Note that the 4-foot wide planter is measured from the sidewalk to the face of curb (3.5 feet effective planted area). Please change the dimension to reflect. Detail A from sheet C3.1 has been updated to reflect a 3.5 foot wide sidewalk, measured from the back of curb to the back of walk. d. Detail A: The subgrade note for the sidewalk is not correct and should be replaced, referencing City Standard Detail 3-12. Details A and B from sheet C3.1 have been updated and now specify 2" of crushed surfacing top course to be placed under the concrete sidewalk within the public right-of-way. V e. Detail B: Reference the location of the existing 24-foot wide access and utility easement and the proposed new pedestrian access and utility easement. A 3-foot pedestrian easement has been shown adjacent to the existing 24-foot ingresslegresslutility easement along the eastern edge of the property. This easement is provided in -lieu of a new 27-foot easement to accommodate the improvements as suggested by other City comments. f. Details B and C: Note that curb and gutter is required along the entire eastern edge of the access road and therefore the stationing note on Detail B, and the entire Detail C, may be removed. Details B and C of sheet C3.2 have been updated to depict the extension of curb and gutter to the southern property limit. 9. Sheet C3.2 a. Vault Plan: Show the required 12" vent locations in the four corners, or provide removable panels over the entire vault. The 5' x 10' grated openings at each end of the vault provide ventilation to the vault in excess of the 12-inch diameter vents typically provided for detention -only vaults. As such, it is proposed that the 12-inch diameter vents at each corner of the vault should not be required to meet current City surface water standards. Federal Way Townhomes on 333rd CPH Project No. 00 77-06-002 March 26, 2008 Page 6 of 13 b. Vault Plan: The inlet grate on the east end shall be located over the top of the inlet pipe. The grated inlet at the east end of the vault has been relocated over the top of the inlet pipe. c. Vault Plan: The inlet access on the west end shall be offset from the outlet control structure. The access at the west end of the vault has been revised to a 5'x 10' grate. This grate is positioned over the control structure in a manner that will allow inspection and access into the vault. d. Show the location of the gravity drain. A gravity drain is not proposed for this vault due to topographic constraints and the elevations of the existing manhole at South 333rd Street where this vault discharges. Section 6.4.2 of the FWSWDM allows for the omission of the gravity since this device could not be installed any deeper within the vault then the outlet pipe. fie/ Provide a grated vent over the second cell that is at least 50 square feet. v A 5'x 10' grate has been added to the west end of the vault as requested. f. Details A and B water surface elevations do not coincide with each other. /The water surface elevations shown on details A and B have been updated and now reflect the current design intent. g.,-W appears that the outlet invert elevation (373.08') is lower than the invert for CB5 (373.10'). �/ Please verify and correct. The invert elevations for all catch basins within the project have been updated to reflect the latest design intent. h./Describe why there is a third cell in the vault. (/ The vault consists of two cells separated by a continuous concrete baffle Was detailed on sheet C3.6 and as allowed by F WS WDM standards. Detail A: The vault bottom shall be V-shaped. Per the City of Federal Way Surface Water Design Manual, the first cell of the vault has a V-shaped bottom that slopes towards the vault inlet. The second cell of the vault has a flat bottom that slopes toward the outlet. Note 8 on sheet C3.6 specifies this. Y etails A & B: List the approximate elevation of finished grade. Finished grade spot eleyofions have been added to the plan on sheet C3.6 at each of the vault corners. k. Detail B: The first cell shall be sloped towards the inlet from 0.5% to 2%. The second cell shall be sloped toward the outlet from 0.5% to 2%. Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 7 of 13 The details of the vault cells have been updated to show the first cell sloping towards the vault inlet and the second cell sloping towards the vault outlet. I. Detail B: Please draw the vertical elevation to some degree of a scale. The WQ WS ELEV = 373.08 is physically drawn higher than the outlet, but in reality they are the same elevation. The vault details have been updated to show the water surfaces at a more accurate relative scale as requested. m. Detail B: Show the location of the ladder in the second cell. Access ladders are specified within each cell of the vault as shown on the details on sheet C3.6. 10. Sheet IL.0I a. Coordinate the base layers (storm, roadway, etc.) so the information on this sheet is all current. This plan has been updated to reflect the current site design, including new infrastructure elements by other disciplines. 11. Sheet L1.02 a. ,The street trees are to be located within the planter strip, between the sidewalk and the curb along South 333rd Street. The trees have been moved to the location specified. b. The street tree species on South 333rd Street are not approved (styrax japonica). Refer to Street Detail 3-48 for a list of approved street trees. The trees have been changed to Acer griseum as recommended by Public Works for Type R planting strips that measure four feet wide. rs Shrubs and ground cover are not approved within the planter strip. Sod grass is required. t� pp p p g Q �. The shrubs and ground cover have been replaced with sod grass as requested. Technical Information Report 1. Review the enclosed "Technical Information Report (TIR) Checklist." Circled items need to be addressed, checked items are complete. The enclosed updated Technical Information Report (TIR) has been revised to comply with all applicable items of the City's Checklist. 2. Section 1 a. Provide the source for the soils map, Figure 3. The source of the soils map is currently available King County QIS as verified with on-line information provided by the Natural Resources Conservation Services (NRCS). These sources are specified in the text of Section 1 of the TIR and an additional citation has been added to Figure 3. b. State the sub basin acreages. Use USGS 1:2400 topo as the minimum for the map base. Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 8 of 13 On -site and off -site sub -basin areas are provided in the narrative of the existing and developed site conditions in Section 4 of the TIR. The basis of these areas was available King County GIS data and site - specific survey data. It is our understanding that the King County GIS data used for this analysis is from USGS aerial sources. 3. Section 2 a. In Conditions and Requirements Summary, discuss any SEPA mitigations, environmentally sensitive area requirements, and any variances or adjustments needed or issued for this project. Specifically, list the road modification granted for the access road, and the adjustment/variance required for the storm system to be located underground. f Text has been added to Section 2 of the TIR to identify the additional code modifications and adjustments/variances required for this project. 4. Section 3 a. The offsite analysis needs study maps of the upstream tributary area to the site and to the downstream system Fj-gure 4 depicts the pre -developed conditions for the off -site and on -site sub -basins that contribute to !/the downstream system. Figure 6 depicts the developed conditions of the contributing sub -banns. The land use and specific areas for the individual sub -basins is provided with each Figure. b. As a summary to the offsite analysis, review the level 1 analysis and determine if a level 2 or 3 analysis is warranted. Per the requirements within Section 1.2.2 of the F WS WDM a level 2 or 3 analysis is not warranted for the project. The current site conditions do not contribute to any documented flooding, erosion, or nuisance problems. Further, the proposed site improvements will be in accordance with the current F WS WDM and should not directly contribute to any downstream drainage, erosion, or flooding problems. 5. Section 4 a. List the total pre-dev basin information, including Q2 (for each sub basin as well), acreage (per sub basin as well), land cover, etc. Additional information regarding the pre -developed basins, including 2-year peak design flow (Q2), has been added to the text and tables of Section 4 of the revised TIR. b. State how the rainfall region was determined. Provide figure 3.2.2.A and show the site. Section 3.2.2.1 of the FWSWDM contains an isopluvial map that is used to determine the rainfall region used for the project hydrologic calculations. Text has been added to Section 4 of the updated TIR to clarify the methods used to determine the rainfall region. c. Describe how "till' soil was determined. Site soils were determined to be "till' materials based on the available King County GIS mapping and NRCS sources. Text has been added to Section 4 of the TIR to clarify the source and design criteria. d. Does the E1 basin (and all others) account for the effective impervious fraction per table 3.2.2.E? If not, describe why. Federal Way Townhomes on 333rd CPH Project No. 0017-06-002 March 26, 2008 Page 9 of 13 The updated TIR includes sub -basin summaries that account for the effective impervious fraction per table 3.2.2.E of the Surface Water Design Manual. e. Why do we need to break out the pre -developed site into all of the sub -basins? Couldn't this be done with one basin analysis? The pre -developed site was separated into multiple sub -basins to better relate conditions of the developed site. The analysis could have been accomplished with a single sub -basin, but it has been our experience that segregation into a number of smaller sub -basins that relate to the proposed facilities provides a greater level of accuracy in the analysis and allows greater efficiencies when design adjustments are necessary. f. Identify in Tables 4.3 and 4.4 the basins bypassing the water quality and flow control facility. The Tables of Section 4 have been updated to clarify denote the sub -basin areas bypass the on -site flow control and water quality facility. g. List the total post-dev basin information, including Q2 (for each sub basin as well), acreage (per sub basin as well), land cover, etc. Additional developed sub -basin information has been added to the Tables of Section 4 of the enclosed TIR. h. Table 4.4 is missing basin information for basins P1 and P2. The information regarding sub -basins P 1 and P2 has been added to Table 4.4 of the updated TIR. i. Verify the significant figures between the pre -developed and post -developed areas. Three sig- figs may not be accurate. The accuracy provided by 3 significant figures is necessary to account for the sub -basins with relatively small amounts of impervious surface. Calculations with two significant figures would not capture the contributions of the smaller amounts of impervious surface. The number of significant figures is consistent throughout the pre -developed and developed basin and is accurateljustified based on the measurements used to develop these values. i. Provide vault sizing, orifice sizes, elevations, facility sketches, and the water quality calculations. The relevant calculations for the design of the flow control and water quality facility have been included in appendix D of the revised TIR. A facility sketch has also been included to Appendix I. 6. Section 5 a. Provide the appropriate design calculations for the conveyance system analysis and design. All conveyance calculations have been updated and are included in Appendix A of the Revised TIR, 7. Section 6 a. Provide the appropriate references to the geotechnical analysis and the structural design required for the vault construction. Federal Way Townhomes on 333rd CPH Project No. 0017-06-002 March 26, 2008 Page 10 of 13 Structural design for the below -grade vault, and any site -specific geotechnical investigations that may be necessary, will be provided with the building permit application for this facility. The text of Section 6 has been revised to clarify this requirement. 8. Section 8 a. Provide a narrative on how the proposed ESC measures comply with the ESC standards in KCSWDM Appendix D and Core Requirement No. 5. Additional narrative regarding the proposed ESC measures applicability and appropriateness has been added to Section 8 of the current TIR. b. Note that a Sediment Trap is required. Provide the design calculations and a sketch of this facility. Design calculations for the on -site sediment trap are included in Appendix H of the updated TIR. c. This Section needs to be written for site specific conditions, not simply cut and paste from other reports. This Section of the TIR has been updated to reflect the specific site conditions as requested. 9. Section 9 a. Provide a completed Federal Way BQW. A completed City of Federal Way Bond Quantity Worksheet is included in Appendix B of the Technical Information Report. 10. Appendix D a. The KCRTS Model output for each total basin, as well as each sub basin, needs to be tied to the assumptions so it is very clear as to what data is being entered. b. Show the target release rates for Qz, Qio, and Qioo. (Target release rate is the difference from the pre -developed release rate and the developed bypass release rate.) Show the work. c. Use actual elevations in the stage -storage table. d. The Target Release Rates listed in the Stage Storage table appear to be slightly off. Verify and reroute the time series through the redesigned facility. e. More analysis needs to be done with the wetpool volume calculations. Particularly, identify the basins contributing to the areas of impervious surfaces and areas of till grass. Provide figure 6.4.1.A and show the site location. Summarize the cell volume requirements, cell geometry, and required surface areas. Provide a facility sketch. Per the above comments regarding Appendix D of the TIR, additional information was added to this Section of the TIR. Details regarding the design process, assumptions, and stormwater analysis were added to this Appendix. Please see the resubmitted TIR. Traffic Comments 1. Illumination Plan a. Locate Pole #4 base behind the sidewalk, within the 3-foot utility easement. Sheet IL.01 has been updated per direction from Sarady Long. Luminaire #4 will be mounted by PSElintoRght to an existing power pole on the north side of S 3331d St at approximate station 1 1+70.0, 26,0' LT. Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 11 of 13 b. Pole #4 shall be on the PSE non -metered system. Poles #1, 2, and 3 are private, and shall be metered separately and billed to the property. Sheet IL.01 has been revised as requested. c. Pole #4 shall have a mount height of 30-feet, and an arm length sufficient enough to have a 2- foot lamp overhang in front of the face of curb. The wattage shall be 100. Sheet IL.01 has been revised as requested. d. Provide line -loss calculations and illumination calculation printouts. Illumination calculation printout provided as requested. Line loss calculations are not provided as r :t there are no City owned1maintained circuits proposed for this project. 2. Signage Plan: Prepare a signage plan with the following (this plan can be combined with the illumination plan, or on the road plan and profile): a Install a Stop Sign (R1-1) at the northbound approach of the intersection (24th Avenue South - Private Road). Approximate station 22+60 Right. Siting of a new stop sign at the northbound approach in accordance with current City of Federal Way standards would require encroachment to the adjacent WSDOT right-of-way. Although a portion of this approach is contained within the 24fh Avenue South right-of-way, it would facilitate only that traffic exiting the project site and a single property (with an existing four-plex unit) via the private drive. As such, traffic volumes would be low. Pavement markings are proposed and shown in the updated plans (see drawing sheet C7.7) as an alternative to the stop sign at the north bound approach of this intersection. This alternative would provide a painted stop bar preceded by the text "stop". There is not a City standard for such a marking, but it would achieve the desired control while accommodating the special site c ondi ti ons1cons trai n ts. b. Install a street name sign ("241h Ave S" with "Private Road" sign) on the southwest corner of the intersection. A street name sign has been specified in accordance with City of Federal Way standard drawing number 3-50 at STA 22+57, 24.25' LT. C. Install a Type 3 barricade (red and white, angle to center) with a W 1-6L sign on the face at the eastern side of the intersection, approximate station 22+96.75 Right. There is an existing beam guardrail barricade and directional sign at the easterly limit of the 24+h Avenue South pavement. These existing features are located on WSDOT right-of-way and it is proposed that these would remain in -lieu of a new Type 3 barricade with W 1-6L sign as shown on sheet C 1.1 of the updated plans. Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 12 of 13 Planning Comments 1. The landscape plans need to be revised to incorporate the revisions required in item 7 of the October 1, 2007 Process III Statement of Findings and Conclusions for the project; File No 07-100010-UP. Those items are as follows: a. All groundcover shall be planted at approximately 18-inches on center throughout all required and averaged/modified landscape areas including between shrubs and trees per FWCC Type III landscape standards. This standard is not met on the existing plan in several areas along the north and east perimeters. Groundcover has been placed throughout all beds, including between trees and shrubs as requested. The only groundcover species that do not meet the 18-inch on center requirement are Pennisetum and Miscanthus grasses which are clumping grasses that get much larger than 18 inches.. These symbols have been appropriately sized given the average width of these species. b. The shrub planting density shall be increased along the north perimeter and along the entire exterior east perimeter (except the east side of the grass recreation area directly east of the tot lot) to meet the Type III requirements by planting large shrubs at a maximum triangular spacing of five -feet on center. This density is now being met through tighter spacing of large shrubs and the addition of shrubs with smaller overall widths that can be spaced closer together. c. A minimum of two additional trees shall be planted along the north perimeter to meet the Type III landscape standard of trees at approximately 25-feet on center. The requested trees have been added to the plan. d. The Public Works Department standards for right-of-way landscaping shall be met. The enclosed, updated landscape plans are in accordance with City of Federal Way Public Works Department standards. The following items are required prior to scheduling a preconstruction meeting: 1. Provide a Certificate of Liability Insurance remaining in force until the City issues final construction acceptance. Specify the liability insurance in the amount of not less than one million dollars combined single limit bodily injury and property damage, with a two million dollar aggregate. Include the City of Federal Way, its officers, and employees as additional insured's with respect to the terms and conditions of the policy. Reference Federal Way Multifamily, 07-105136-00-EN on the Certificate. A Certificate of Liability Insurance for the project will be provided prior to scheduling the pre -construction meeting for the project and it will remain in force until final construction acceptance as requested. 2. Provide a performance/maintenance bond referencing Federal Way Multifamily, 07-105136-00-EN on the bond. Complete the enclosed "Performance/Maintenance Bond Worksheet" and return with revisions. Federal Way Townhomes on 333rd CPH Project No. 0077-06-002 March 26, 2008 Page 13 of 13 A standard City of Federal Way PerformancelMaintenance Bond Worksheet has been completed for this project and is included with this re -submittal. The bond itself will be posted prior to scheduling the pre - construction meeting for the project as directed. 3. Provide one set of reproducible Mylar plans for approval. Once approved, pick up the Mylar plans and make five copies of full scale drawings and two half -scale drawings and return them to the City. One complete set of reproducible Mylar plans will be submitted to the City for final approval upon notification by you that the enclosed plan revisions satisfy the permit requirements for the project. 4. Provide the required Statutory Warranty Deed for the right-of-way dedication along South 333rd Street. A Statutory Warranty Deed for the right-of-way dedication along South 333,d Street will be provided for City acceptance prior to scheduling the pre -construction meeting for the project. Please, contact me directly at (425)285-2390 or by e-mail at matt c hconsultants.com if you have questions or need any additional information to complete your review and approval of the project. Your prompt response is appreciated. Thank you. Sincerely, CPH Consultant Matthew J. Hough, PE President Enclosures cc: Robert Trent, Dream Builders NW (Owner/Applicant) Copy to file wQ 000 cm of ! V F Federal way PERMIT COMMWAMDEVELOPMENTSERVICES �+F SF MF CO ME EL PL D�FP 33325 D RALWIE,WA 9• PO 63BOX9718 S` �AP LI CATI O N TO FEDERAL WAY, WA 9806 5-260 253-835-2607• FAX 253-835-2609 �..r - wr dlrrolfedercaluiaMCOM CITY OF FEDERAL WP` - The following is required,4949 hT Qfelncomplete application will not be accepted. Please print legibly (in ink) or type. PROPERTY•. • SITE ADDRESS _2245 South 333,d Street, Federal Way, WA 98003 SUITE/UNIT # ASSESSOR'S TAX/PARCEL if 7978200180 LOT SIZE (sf) 27.748 LEGAL DESCRIPTION (e.g. Acme Estates, Lot 1) - See Exhibit A [Attached (Attach separate page for lengthy legal descriptfon) E PROJECT INFORMATION TYPE OF PERMIT ❑ BUILDING ❑ PLUMBING ❑ MECHANICAL ■ DEMOLITION ❑ ELECTRICAL ■ ENGINEERING ❑ FIRE PREVENTION SYSTEM PROJECT DESCRIPTION (Provide detailed description of work included on this permit onlul The oraiect nronoses to demolish two existing single-family residences and construct nine townhome units along with supportiu Access , water and sari sewer improvements. The subject property is a E2?±RAtel a.64 acres and is currently zoned RM-2400. This zoning allows for a maximum of eleven units on the site and the Use Process III permit approving the current site plan is pending. PROJECT NAME (Name of Business or Owner Last Name) Federal Way 1A t1- ��Nitl l PEOPLE•- • PROPERTY OWNER CONTRACTOR APPLICANT NAME Rob Trent (Dream Builders NW) PRIMARY PHONE (253) 677-2800 MAILING ADDRESS 110 Stewart Avenue East CITY, STATE, ZIP IPuyallup, WA 98371 E-MAIL ADDRESS scottradreambuildersnw.com COMPANY NAME TBD APPLICANT NAME TBD OFFICE PHONE ( ) - MAILING ADDRESS CITY, STATE, ZIP CELL PHONE CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER EXPIRATION DATE FAX NUMBER l ) - CONTRACTOWS REGISTRATION NUMBER EXPIRATION DATE E-MAIL ADDRESS COMPANY NAME APPLICANT NAME OFFICE PHONE Dream Builders NW Rob Trent (253) 677-2800 MAILING ADDRESS CITY, STATE, ZIP CELL PHONE 110 Stewart Avenue East Puyallup, WA 98371 253 677-2800 RELATIONSHIP TO PROJECT FAX NUMBER ❑ Architect ❑ Tenant ❑ Agent ■ Other Property Owner PROJECT NAME PRIMARY PHONE E-MAIL ADDRESS CONTACT Matt Hough, PE (CPH Consultants/Agent) 1 (425) 285-2390 matt&phconsultants.com LENDER NAME TBD PerRCW 19.27.095. Lender information is required ifproject value exceeds $S,000 MAILING ADDRESS CITY, STATE, ZIP PHONE ( ) EXISTING USE Single -Family Residential PROPOSED USE Multi -Family Residential EXISTING ASSESSED/APPRAISED VALUE $ 150,000 VALUE OF PROPOSED WORK $ 500,000 SPRINKLERED BUILDING? ❑ YES ■ NO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED? ■ YES ❑ NO WATER SERVICE PROVIDER ■ LAKEHAVEN ❑ HIGHLINE ❑ TACOMA ❑ PRIVATE (WELL) SEWER SERVICE PROVIDER ■ LAKEHAVEN ❑ HIGHLINE ❑ PRIVATE ■ ■■- a EXISTINk S .FT. AREA DESE SIGN 7FIRST PROPOSED S . FT. TOTAL S . FT. SECOND THIRD ADDITIONAL FLOORS (DESCRIBE) DECK (❑ COVERED OR ❑ UNCOVERED?) GARAGE ❑ CARPORT ❑ NUMBER OF FLOORS swstwa raorosso :ornc mrac �srnvc sr mrac rnaeosen sr rar.>z sr "NEWHOMES ONLY" NUMBER OF BEDROOMS ESTIMATED SELLING PRICE $ Indicate number of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. MECUAA7CAL Value of Mechanical Work $ (A COPY OF BID OR ESTIMATE MUST BE INCLUDED WITHAPPLICATION) AIR HANDLING UNITS EVAPORATIVE COOLERS GAS PIPE OUTLETS WOODSTOVES BBQS FANS GAS WATER HEATERS MISC (Describe) BOILERS FIREPLACE INSERTS HOODS (commercial) COMPRESSORS FURNACES RANGES DUCTS GAS LOG SETS REFRIG. SYSTEMS BATHTUBS (or Tub/shower combo) LAVS (Bathroom sinks) URINALS MISC (Describe) DISHWASHERS RAINWATER SYST VACUUM BREAKERS DRINKING FOUNTAINS SHOWERS WATER CLOSETS (T,olet) ELECTRIC WATER HEATERS SINKS WASHING MACHINES HOSE BIBBS SUMPS I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance the city, including its of and employees, upon the accuracy of the information supplied to the city as apart of t1 'ruppdicatja— SIGNATURE: Owner q- /3 -07 FOR OFFICE USE ONLY ❑ NEW ❑ ADDITION ❑ ALTERATION ❑ REPAIR ❑ TENANT IMPROVEMENT BUILDING SHELL ONLY? ❑ YES ❑ NO BASIC PLAN? ❑ YES ❑ NO ZONING DESIGNATION CHANGE OF USE? ❑ YES ❑ NO NEW ADDRESS REQUIRED? ❑ YES ❑ NO UP/SEPA/SU? ❑ YES ❑ NO PLATTED LOT? ❑ YES ❑ NO DEMO PERMIT REQUIRED? ❑ YES ❑ NO Bulletin # 100 —August 16, 2007 Page 2 of 4 k\fIandouts\Permit Application M U a 0 fM CM LV d 0 U c O U) m m d T m (0 L U 11"o. I'm VAULT PLAN Nth 1/4, NE I/4 SEC 3C, TINE° 26N R4E, WX N 4899.24 CONT. FND. DRAIN E 487T.01 SEA SECTION (TYP.) ' :./,./•;:. -. ••%fir/fir/,';; `i�= i lrrfli;:l:'f/f/.: VA T 2 N 4B8&3B E 4939.D1 _-_------ ��__�__T.____ ��� ;' --- %8 CC7I4G SAFFI E F�38D { I ------`---------- - J - ACCESS AND 1 PRIVATE STORM f _ _ • UTILITY ESMT.J DRAIN ESMT. (TYP.) FINISHED GRADE, SEE PLAN TOP = 37770 �- IFF 375.26 1 Bor.= 369:35 \ - SUITABLE UNDISTURBED NATIVE OR COMPACT STRUCTURAL FRL MATERIAL, SEE NOTE 7 ,q SECTION NOT TO SCALE GRATE AND FRAME, UTILITY VAULT 5496-HIO OR APPROVED EQUAL (TYP R W 7 37G28 ® 1� sy ® OUT)- 374 i PROVIDE POLY DROP o RUNG STEPS OR LADDER SECURED TO VAULT WALLS AT ALL ACCESS LOCATIONS FLUS.�R 73.0• GRAVEL BASE FOLINDA TTON MATERIAL TOP = 377.70 r J 1 i< CONN. FND. DRAIN TO C83- i 3 1 h z I k • �r rI HOT- 369.35 r PRECAST OR CAST -IN-PLAC J' CONC. VAULT CB4 I' 0 10 20 SCALE IN FEET ELBOW RESTRICTOR w/0.88' DIA. ORIFICE IEa375 ZB��� C"T, 6- PERF PVC ORA VAULT FOUNDATION, CON TO PERMANENT STORM D OR DAYLIGHT TO APPRO 16' DIAM. RISER ASSEMBLY SOLID PLATE w/1.56" DIAM. ORIFICE PRECAST OR CAST -IN -PLACE GONG. VAULT VE IN AT NECT DRAIN RAIN SYSTEM g SECTION NOT TO SCALE GRATE AND FRAME, UTILITY VAULT 5496-HIO OR APPROVED EQUAL (TVP.) 100 YR WS = 377.23 FINISHED GRADE, SEE PLAN 2SYR WS f 377,19 12' COVER (MIN.) t .. - 1 10- YR WS - 377. FB OZ W I rRISER ASSEMBLY i 2.0' MAX. SEE SECTION A A.1 W EYE 375.35 THIS SHEET rn NEWS E'Y= 37A38 CONC. BAFFLE - 1E=373,Z a V� 37235 r Q 30 � 17' S=0. SR S--I.S% L,?m `SEDIMENT POINT = 369.61 SUITABLE UNDISTURBED NA77VE STORAGE DEPTH (SEE NOTE 8) OR COMPACT STRUCTURAL FILL MATERIAL, SEE NOTE 7 68.0, VAULT PERFORMANCE DATA MINIMUM REQUIRED DETENTION VOLUME(CF) DETENTION VOLUME PROWDED(CF) AS -BUILT DETENTION VOLUME(CF) 2,434 2,501 MINIMUM REQUIRED WATER QUALITY AS -BUILT WATER QUALITY WATER QUALITY VOLUME VOLUME(CF) VOLUME(CF7 PROWDED(CF) 3,132 3,536 FEDERAL WAY TOWNHOMES DE O PER 4GNFEDERAALMANUAAY SURFACE DAMR PERMIT N0: 07-105136-00-EN OUTFLOW PERFORMANCE LEVEL -I DEVELOPER: DREAM BUILDERS NORiNMEST RELEASE MECHANISM: MULTI -ORIFICE RISER ENGINEER: MATTHEW HOUGH, PE RISER M/YDTL 374.35 CPH CONSULTANTS ORIFICE 1: 156, IE-37235 CONTRACTOR: ORIFICE 2: 0.68. IE=376.28 CONSTRUCTED: RISER OVERFLOW=J77T8 INSPECT MONTHLY. MAINTAIN AS NEEDED. REMOVE SEDIMENT ACCUMULATION ONCE IT STAGE (FT) VOL (CU. FT.) DISCHARGE (CFS) REACHES A DEPTH OF 1.50 FEET. I 8e4 0.046 2.00 1,766 0,086 2.83 2,502 0.120 3.00 2,652 L 177 3.33 2,944 530 NOTE.* 1. VAULT INFORMATION PLATE SHALL BE MOUNTED INSIDE THE VAULT IN PROXIMITY TO THE OUTLET RISER ASSEMBLY IN ACCORDANCE WITH COFW DEVELOPEMENT STANDARDS. VAULT INFORMATION PLATE NOT TO SCALE PROVIDE POLY DROP RUNG STEPS OR LADDER SECURED TO VAULT WALLS AT ALL ACCESS LOCATIONS u, V o FRAM CB4 0 GRAVEL BACKFILL FOR WALLS PER WSOOT SPEC. SEC77ON 9-03.12(2) NOTES: 1. VAULT SHALL BE PRECAST OR CAST -IN -PLACE CONCRETE, MANUFACTURED FACILITY DESIGNED TO SUPPORT A MINIMUM HS-20 TRAFFIC LOAD. VAULT MANUFACTURER OR DESIGNER SHALL PROVIDE CALCULA77ONS AND SHOP DRAWINGS STAMPED BY A PROFESSIONAL STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON VERIFYING VAULT CAPACITY AND COMPLIANCE WITH ALL PROJECT REQUIREMENTS INCLUDING PERFORATED WALLIFOUNDA77ON DRAIN ELEVATIONS, SOIL BEARING CAPACITY, AND GROUNDWATER CONDITIONS. RECORD COPIES OF THESE STRUCTURAL CALCULA77ONS AND SHOP DRAWINGS SHALL BE PROVIDED TO THE BUILDING DEPARTMENTS PRIOR TO CONSTRUCTION. 2. ALL VAULTS SHALL MEET THE STRUCTURAL REQUIREMENTS FOR OVERBURDEN SUPPORT UNDER A MINIMUM HS-20 TRAFFIC LOADING. 3. ALL METAL PARTS SHALL BE CORROSION RESISTANT STEEL PARTS SHALL BE STAINLESS STEEL, OR EQUIVALENT. 4. PROVIDE WATER STOP AT ALL CAST -IN -PLACE CONSTRUCTION JOINTS PRECAST VAULTS SHALL HAVE AN APPROVED WATER TIGHT, RUBBER GASKET SYSTEM. 5. ALL VAULTS SHALL BE PROVIDED WITH A MINIMUM OF ONE POINT OF SURFACE ACCESS TO EACH INTERIOR CHAMBER AREA, AND EACH ACCESS SHALL BE EQUIPPED WITH LADDER/RUNGS. ACCESS LIDS SHALL BE ALIGNED AT THE INLET AND OUTLET PIPE LOCA71ONS (MINIMUM). AN ADDITIONAL POINT OF SURFACE ACCESS, EQUAL IN DIMENSION TO THOSE PROVIDED AT THE INLET AND OUTLET PIPES SHALL BE PROVIDED AT THE MIDDLE EDGE OF THE LENGTH OF THE VAULT FOR ALL VAULTS WITH A TOTAL INTERIOR LENGTH GREATER THAN OR EQUAL TO 100 FEET AND LESS THAN OR EQUAL TO 120 FEET. 6. RIM ELEVA7IONS SHALL BE ADJUSTED AS REQUIRED TO ACCOMMODATE ACTUAL ACCESS LOCATIONS AND FINISHED GRADE CONDITIONS. 7. ALL UNSUITABLE SOILS SHALL BE REMOVED FROM FOOTPRINT OF VAULT AND TO A DISTANCE BEYOND THE VAULT EQUAL TO THE DEPTH OF OVER EXCAVATED MATERIAL IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, AND AS DIRECTED BY THE ENGINEER. ALL UNSUITABLE MATERIAL SHALL BE REPLACED WITH SUITABLE COMPACT STRUCTURAL FILL MATERIAL 8. FUTURE BUILDING FOUNDATION DESIGNS SHALL CONSIDER DEPTH AND Y.3 '�LLOOgCA71ON (I.E.,IRRj PPOMMITY) OF ST. I(TOORRM DRAINAGE VAULT. �7 flESl�pp 'M 1�ED MAY 12 2003 CALL BEFORE YOU DIG CITY OF FEDERAL 1-000-424-5555 BUILDIN DEF PERMIT NO. 07-105136-00-EN 36545 '0Frs7 T11, ORAL EXPIRES 11R71 V) ~ W LLI � � o Oz J Z Q 3 o -� Q G _1 � 3 L.LW � w W b o 11 > W U CLIENT MR. SCOTT ROBERTS 110 STEWART AVE EAST PUYALLUP, WA 98371 PHONE: (253) 677-2800 CP IH CONSULTANTS 4Y Plaenml•Gnl Mgonml P�ohn Yenoglmeet • lold I11tlaMml (eeletlmg 733 71h Avenue, SO, 100 W,IJand, WA 9W33 PhZ(.4(42512YS2390 FAX 142512BS23B9 - 0-0..-PROJECT NO 0017-06-002 APPROVED m 911 C 20M--1 - A'Ri0S R- SHEET XX OF XX iJ NW 1/4, NE .1/4, SEC 36, TWP 26N R4E, Vl! M. NCINITY OFOP17602 CBAS/NS-EXIST OCIS-2 CSIT17602 ASBLT17602 13 a O M fM N cL U C N Io In d T `m s U T ' 11+00 ter•' � �I FEDERAL WAY TOWNHOMES CITY OF FEDERAL WAY KING COUNTY, WA f ! APRIL 28, 2008 I2.00 S, 333PL S: ii PROJE&SITE —.s--"6TNsT I n . I� i y p16 VICINITY MAP NOT TO SCAL GENERAL SITE INFORMATION PROPERTY ADDRESS. 2245 S 333RD ST, FEDERAL WAY, WA 98003 KC PARCEL NO.: 7978200180 TOTAL SITE AREA: 27,748.21 SF (0.64 AC) ZONING: RM-2400 BASIN SUMMARY BASIN E1 TOTAL AREA = 0.652 AC BASING E1 EFFECTIVE IMPERVIOUS AREA = 0.104 AC BASIN E1 TOTAL PERVIOUS AREA = 0.548 AC BASIN E01-A TOTAL AREA = 0.042 AC BASING E01-A EFFECTIVE IMPERVIOUS AREA = 0.025 AC BASIN E01-A TOTAL PERVIOUS AREA = 0.017 AC BASIN E01-B TOTAL AREA = 0.054 AC BASING E01-B EFFECTIVE IMPERVIOUS AREA = 0.019 AC BASIN E01-B TOTAL PERVIOUS AREA = 0.035 AC BASIN E02 TOTAL AREA = 0.475 AC BASIN E02 EFFECTIVE IMPERVIOUS AREA = 0.057 AC BASIN E02 PERVIOUS AREA = 0.418 AC RESUBMITTED MAY 0 g 2008 CITY OF FEDERAL WAY BUILDING DEPT. ti. 1• 'C 1 V �. IYUTES r" - 1. YlffMD PARCEL DATA, INCLUDING PARCEL BOUNDARIES, SITEAREA, AND PLANIMETRICAND TOPOGRAPHIC INFORMAnONARE PER CURRENTCITYcl /y ALE S j 20 40 OFFEDERAL WAYGIS OR KING COUNTYASSESSORS YOY GIG - 1-806d2d5554 - INFORMATION. SCALE IN FEET - -' - - _ - •-+-� --- CapriQln074plomira�rq,LC �n�ly.rA¢ 9 36iFi L4.y`� EIEx FrYLOUI ES+ E1[i'0TE511R%T5 L,i O z � z O o 0 z O J LLJ C] w W LLi 41 LL 4 CLIENT DREAM BUILDERS NW MR. ROBERT V. TRENT 110 STEWART AVE. EAST PUYALLUP, WA 98371 PHONE: (253) 677-2800 cplH CONSULTANTS Akl�•0dfgeeml how ll qs l•LkrcMpllIauNol 733 71h Awwe, Suite 100 YaNaAWA93033 Phoee:I42512952390 FA%(425) 28S2389 mrw.cphwnwldnttcpn 0017-0G002 DRAWING FIGURE 4 SHEET -OF XX NCINITY CSIT17602b OTOPI7602 CGRD17502 CBASINS-DEVELOP CSITY7602 CUSDI7602 ASBL F17602 U n O cM M N 0- U C W ca m [L a� m t U Q NW 1/4, NE 1/4, SEC 36, TWP 26N R4E, W.M. FEDERAL WAY TOWNHOMES CITY OF FEDERAL WAY KING COUNTY, WA 1 APR/L 28, 2008 EXIST.ARIL/EWAY '• i f � - (OFF -SITE) TO REMALN E fST.50 r•0^ I ! - - +- - - - �- - 4 � 1 � Gawx E>vsr. T - A P01 A ZWT. ORIVEWAT; P01-& — _ SD PIPE . FD 6E REIifpY> II III TOHm7ttOSrEs I d UNITS +' II 1 4 I `I �------ EXIST. RESIDENCE � . '� ;I 1 I TOBEREMOVED 1 11 �1 _ 1 EXIST. EDGEAC I L-----•------ IL- -1-- � PAVEMENT(TYP.) J) ! +; P02 E-z Td,s.�rlrcli.fqes� , : 1 I 3 UNITS I. iI. COMMON OPEN SPACE r r R lr ii f 1��� •� II 1 ;� h TDNNrw.MEs � ► I I TOlir:wC.51C5 I I I + 1 I + I I P4 , E � 0 20 40 _ SCALE IN FEET L -.; ..; - ( I L -' —�-- I / 7 �l PROJECT SITE J-1 N Sa3.i1x,Si n / c � o.. _ A N_ r f VICINITY MAP NOT 7O SCALF i��o't ni7sy7��� �Y� r 7YCTCA'FL E� EXPIRF511/27M6 GENERAL SITE INFORMATION Lu z 0 PROPERTY ADDRESS. 2245 S 333R0 ST, FEDERAL WAY, WA 98003 0 0 KC PARCEL NO.: 7978200180 z `3 TOTAL SITE AREA: 27,748.21 SF (0.64 AC) z ZONING. RM-2400 BASIN SUMMARY O BASIN P1 TOTAL AREA = 0.516 AC BASIN P1 TOTAL IMPERVIOUS AREA = 0.405 AC Q BASIN PI TOTAL PERVIOUS AREA = 0.111 AC z BASIN P2 TOTAL AREA = 0.018 AC Q 0- BASIN P2 TOTAL IMPERVIOUS AREA = 0.018 AC Lu z BA51N P3 TOTAL AREA = 0.104 AC Q z o BASIN P3 TOTAL IMPERVIOUS AREA = 0.002 AC LuQ 0 BASIN P3 TOTAL PERVIOUS AREA = 0.102 AC Lj— Z Y BASIN P4 TOTAL AREA = 0.024 AC CLIENT BASIN P4 TOTAL IMPERVIOUS AREA = 0.024 AC DREAM BUILDERS BASIN P01-A TOTAL AREA = 0.037 AC NW BASIN POI -A TOTAL IMPERVIOUS AREA = 0.033 AC MR. ROBERT V. TRENT BASIN POI -A TOTAL PERVIOUS AREA = 0.004 AC 110 STEWART AVE EAST PUYALLUP, WA 98371 PHONE: (253) 677-2800 BASIN P01-B TOTAL AREA = 0.048 AC RESUBMITTED BASIN P01-B TOTAL IMPERVIOUS AREA = 0.044 AC BASIN POI-B TOTAL PERVIOUS AREA = 0.004 AC MAY 02 2008 c P BASIN P02 TOTAL AREA = 0.475 AC CONSULTANTS BASIN P02 TOTAL IMPERVOUS AREA = 0.072 CITY OF FEDERAL WAYngmYwgaxm•LdRrtk,mHuWB, BASIN P02 TOTAL PERVIOUS AREA = 0.403 AC BUILDING DEPT. T33 14A 1AvenueWA S.it3.9W3300 M Ph—(425) 2052390 FA'(425) 28S2389 NO7ES mnv cphmnsuhantscpn —PRO JECT NO.. 1. 97E AND PARCEL DATA, INCLUDING PARCEL BOUNDARIES, SITE AREA, AND PLANIME7RIC AND 0017-06-002 TOPOGRAPNIC INFORMA7701V ARE PER CURRENT CITY CALL BEFONE oRnwlrvc OF FEDERAL WAY CIS OR KING COUNTY ASSESSORS INFORMARON YOU DIG < +-6DO2 Z55 FIGURE 6 I tav;••c :>a rn•er�a•r.cue unn...wc SHEET OF XX J` v J J CP H CONSULTANTS 733 7TM AVENUE, SUITE 100 KIRKLAND, WA 98033 P. (425) 285-23901 F. (425) 285-2389 W W W.CPHCONSULTANTS.COM FEDERAL WAY TOWNHOMES n TECHNICAL INFORMATION REPORT March 19, 2008 Prepared For: Dream Builders NW Prepared By: CPH Consultants Matthew Hough, PE CPH Project No. 1706002 RESUBMITTED MAR 2 T 2008 CITY Of::+i50ERAL WAY, BUILDING DEPT. J Site Planning Civil Engineering Project Management Land Development Consulting CPI CONSULTANTS 733 7TH AVENUE, SUITE 100 KIRKLAND, WA 98033 P: (425) 285-2390 1 F (425) 285-2389 W W W.CPHCONSULTANTS.COM FEDERAL WAY TOWNHOMES TECHNICAL INFORMATION REPORT March 19, 2008 r Prepared For: Dream Builders NW Prepared By: CPH Consultants Matthew Hough, PE CPH Project No. 1706002 -�- AIf Site Planning Civil Engineering Project Management Land Development Consulting CP�H CONSULTANTS TECHNICAL INFORMATION REPORT (TIR) FOR FEDERAL WAY TOWNHOMES TABLE OF CONTENTS SECTION 1 — PROJECT OVERVIEW FIGURE 2 — VICINITY MAP FIGURE 3 — SOILS MAP SECTION 2 — CONDITIONS AND REQUIREMENTS SUMMARY 3 SECTION 3 — OFFSITE ANALYSIS 5 SECTION 4 — FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN 7 SECTION 5 — CONVEYANCE SYSTEM ANALYSIS AND DESIGN 1 1 SECTION 6 — SPECIAL REPORTS AND STUDIES 12 SECTION 7 — OTHER PERMITS 13 SECTION H — ESC ANALYSIS AND DESIGN 14 SECTION 9 — BOND QUANTITIES, FACILITY SUMMARIES, AND COVENANTS 17 SECTION 10 — OPERATIONS AND MAINTENANCE MANUAL 18 FIGURES FIGURE 1 — TIR WORKSHEET FIGURE 4 — DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS FIGURE 5 — AERIAL PHOTOGRAPH OF SITE VICINITY (CIRCA 1 977) FIGURE 6 — DRAINAGE PLAN APPENDICES APPENDIX A — CONVEYANCE CALCULATIONS APPENDIX B — BOND QUANTITY WORKSHEET APPENDIX C — KCRTS MODEL OUTPUT AND WATER QUALITY WORKSHEET APPENDIX D — LEVEL-1 DOWNSTREAM ANALYSIS APPENDIX E — MRCS SOILS INFORMATION APPENDIX F — OPERATIONS AND MAINTENANCE APPENDIX G — TESC CALCULATIONS APPENDIX H — FACILITY SKETCH AND SUMMARY SHEET Site Planning Civil Engineering Project Management Land Development Consulting Federal Way Townhomes Technical Information Report SECTION 1 - PROJECT OVERVIEW This Technical Information Report (TIR) is provided to describe the storm water conditions and proposed drainage improvements for the Federal Way Townhomes project. It summarizes the analysis criteria of the proposed storm drain collection and conveyance systems as well as the adequacy of existing storm water detention and water quality facilities for the project. The TIR also documents the basis of design of temporary erosion control and sediment retention facilities to be implemented during construction. Figure 1 provides the completed TIR Worksheet for this project. The Federal Way Townhomes project site is located at 2245 S. 333'd Street in the City of Federal Way. This site fronts the southerly edge of S. 333rd Street west of 24th Ave South. The property is located in the NE 114 of Section 36, Township 26 North, Range 4 East, W.M., King County, Washington and consists of a total of approximately 0.64 acres. Figure 2 provides a vicinity map highlighting the regional location of the project. S 330TH ST c� S 333RD Q Z n, S 336THST `PROJECT .1.57 `E NOT TO SCALE Figure 2 — Vicinity Map The current project proposes to develop 9 multifamily residential townhome units on the developable portion of the site in general accordance with the applicable City of Federal Way (COFW) codes and development standards. Access to these units will be provided by a paved private drive which runs southerly from the intersection of 24th Avenue South 333'd Street. Each residential unit contains a two car garage. Water and sanitary sewer service to the units will be provided by an extension of the existing Lakehaven Utility District (LUD) mains located along the north and south property boundaries. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 1 Federal Way Townhomes Technical Information Report Storm water flow control for the project is proposed by means of an on -site, below grade vault facility. The lower volume of this vault will accommodate a permanent wetpool for water quality treatment. This facility is to be located in the northern portion of the development (under the private driveway that serves the northerly townhome units). A series of on -site and off -site catch basin inlets and underground pipes will collect and convey surface water runoff from the majority of the developed site to the stormwater vault. Detained and treated discharges from the vault are conveyed northerly and westerly by a series of underground pipes to an existing catch basin located along the southern edge of South 333rd Street west of the northwest corner of the property. Onsite Soil Conditions Onsite soils have been identified as Alderwood gravelly, sandy, loam (AgB) according to current Natural Resources Conservation Service (NRCS) sources. These soils are characterized as SCS hydrologic class C soils in the City of Federal Way Surface Water Design Manual (FWSWDM). This soil group generally supports slopes ranging from 0-6%, and has slow infiltration rates when thoroughly wetted, and the type C category consists primarily of soils with an underlying layer that impedes the downward movement of water, or soils with moderate to fine textures according to NRCS. Figure 3 below provides a regional soils map for the vicinity of the project site as obtained from available King County GIS sources. A copy of the NRCS on-line soils map and associated data summary are provided in Appendix E of this report. AgB AgB 7 m JJ )DROJECT SI TE Tu � NOT TO SCALE Figure 3 — Soils Map CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 2 Federal Way Townhomes Technical Information Report SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY Compliance with Project Drainage Requirements The storm water facilities for this project were evaluated in accordance with the 1998 King County Surface Water Design Manual (KCSWDM) as supplemented by the Federal Way Surface Water Design Manual (FWSWDM). These Manuals specify eight core and five special requirements that shall be met for the project. In addition, there are some drainage -related development criteria specific to this project that shall be achieved or otherwise considered in facilities design. Compliance with each of these conditions/criteria are summarized as follows: F WS WDM Core Requirements 1. Discharge at Natural Location: The project site has natural or existing grades that slope very moderately southerly and westerly. A small area covering the southeastern portion of the access drive drains southerly toward an existing off -site development. Site discharges travel as sheet and shallow flow concentrated flows toward an existing culvert outfall located southwest of the property. The proposed development of the property will maintain this general natural discharge pattern in general accordance with FWSWDM standards. The existing site conditions are further described in Section 3 of this report. 2. Offsite Analysis: Summarized in Section 3 — Offsite Analysis. 3. Flow Control: Level 1 Flow Control standards are proposed for the project in accordance with FWSWDM criteria. 4. Conveyance System: Summarized in Section 5 - Conveyance System Analysis and Design. 5. Erosion and Sediment Control: Described in Section 8 - Erosion and Sedimentation Control Analysis and Design. 6. Maintenance and Operations: The on -site drainage facilities are proposed to be privately maintained and operated. Section 10 of this report provides additional information regarding facility maintenance and operations. 7. Financial Guarantees and Liability: See Section 9 - Bond Quantity Worksheet. 8. Water Quality: A permanent wet pool volume is proposed beneath the active storage volume in the detention vault to provide basic water quality treatment in accordance with current FWSWDM standards. F WS WDM Special Requirements 1. Other Adopted Area -Specific Requirements: No area -specific requirements apply to this project site. 2. Flood Hazard Area Delineation: The limits of this project are not located within a 1 00-year floodplain. 3. Flood Protection Facilities: Not applicable. 4. Source Control: No additional source control is proposed. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 3 Federal Way Townhomes Technical Information Report 5. Oil Control: Oil control for storm water discharges will be provided by the configuration of the riser control structure within the combined detention and water quality vault facility. Additional City of Federal Way Project Requirements 1. Road Modification: The City of Federal Way has granted a roadway modification for the project (Permit No.: 07-100630-00-SM). This modification will allow a non-standard street section along the private drive that runs north -south along the eastern boundary of the project. 2. Stormwater Modification: The City of Federal Way has allowed the project to utilize a combined underground water quality and detention vault. This facility will adhere to the design standards set forth in the current FWSWDM. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 4 Federal Way Townhomes Technical Information Report SECTION 3 - OFF -SITE ANALYSIS Task 1: Study Area Definition and Maps The project site is fronted by South 333rd Street along its north property line and is located west of 24th Ave South. There are two existing single family residences located on the parcel near the northern property boundary. The properties south and west of the site are developed and directly east of the site lies Interstate 5. More generally, the site is located in the SW '/a of Section 16, Township 21 North, Range 4 East of King County, Washington (see Figure 2, Vicinity Map). The project site has a total area of 0.64 acres with a net developable area of approximately 0.45 acres. Task 2: Resource Review No wetland or stream resources are located on the project site according to observations and available agency data. The project lies in an area that has a low probability of ground water contamination per current King County GIS resources. There are drainage complaints listed on parcels near the site, but none of these complaints have occurred within the last ten years and were not results of conditions related to the subject property. As such, they have been omitted from this report. There were no drainage complaints pertaining directly to the proposed project site according to review of the available resources. The project site is not located within a delineated 100-year flood plain area. Hylebos Creek and an unnamed Class 2S stream, are located downstream of the project site. Both waterways flow southerly within 200 feet of the western property boundary. The stream reaches in proximity to the project site are currently continued in an underground 42-in. pipe. This pipe discharges to a daylight outfall approximately 150 feet southwest of the southwest property corner. Task 3: Field Inspection A field investigation of the site was conducted on Tuesday, May 16, 2006 on a clear and dry day. The temperature on the day of this visit was approximately 60 degrees. This investigation included observations of current land use, ground cover, topographic conditions, and existing drainage patterns. Currently there are two single-family residences located on -site, but only one of the residences is inhabited. The neighboring properties to the west and south are developed with single-family residences. The site is generally flat with slopes ranging from 1 % to 3%. This site is currently cleared with some gravel surfacing and areas of managed, grass landscape. The majority of the developable area of the property drains southerly and westerly toward an existing off -site Class 2S stream and Hylebos Creek. These existing site conditions are shown in Figure 3. The Off -site Analysis Table provided in Appendix D lists the components of the downstream drainage system and conditions of each individual reach. Downstream Basin Surface water runoff from the existing site travels as mostly sheet flow toward the off -site Class 2S stream as well as Hylebos Creek which are both located to the west of the site. The surface water runoff travels in a southwesterly direction onto the neighboring properties before being discharged to the two streams. The neighboring properties are currently developed with multi -family residential lots and are mostly cleared with moderate landscape cover and paved driveway areas. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 5 Federal Way Townhomes Technical Information Report Upstream Basin The general topography of the site and improved conditions of South 333'd Street effectively limit off - site, upstream runoff contributions to a portion of the paved roadway area north of the site and an area east of the site that is currently covered with tall grass and shrubs (shoulder and slope areas of Interstate 5). These off -site contributing areas drain toward the north and east property boundaries. These off -site contributing areas have been accounted for in the hydrologic analysis for this project as described in Section 4 of this report. Task 4: Drainage System Description The on -site storm water collection, conveyance, and water quality systems supporting this project are proposed in general accordance with the provisions of the Federal Way Surface Water Design Manual (FWSWDM). This on -site system includes a series of catch basins that will collect the surface water runoff from the developed portions of this site. A series of underground pipes will convey the surface water to a vault designed for both flow control (i.e., detention) and water quality purposes. The vault will discharge to a series of catch basins and underground pipes that will convey the surface water runoff northerly and westerly to an existing off -site catch basin along the south edge of South 333'd Street. This catch basin discharges southerly via an approximately 370-foot length of 42-in. pipe to a daylight outf all located approximately 150-feet southwest of the project site. The proposed site drainage improvements are shown on Figure 6 of this report. Task 5: Mitigation of Existing or Potential Problems There are no documented downstream flooding or drainage system problems that would require specific mitigation by the proposed project. The proposed drainage systems for the project have been designed in accordance with current FWSWDM standards including Level 1 Flow Control criteria. As such, the proposed storm water collection, conveyance, and water quality systems are anticipated to provide adequate measures to mitigate any potential impacts to the downstream system. Temporary Erosion and Sedimentation Control (TESC) measures will be implemented during construction operations in accordance with development standards. All TESC facilities will be actively inspected and maintained by the contractor during construction to minimize impacts to the downstream system as described in Section 8 of this report and the project plans. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 6 Federal Way Townhomes Technical Information Report SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The hydrologic analysis of the runoff conditions for the project site is based on drainage characteristics such as basin area, soil type, and land use (i.e., pervious, impervious, density). The King County Runoff Time Series (KCRTS) software was used to evaluate the storm water runoff conditions for the project site and to design the on -site flow control facilities. For modeling purposes, pervious surfaces were considered to be "till" land cover. On -site soils have been identified as Alderwood series soils which are classified as "till" according to table 3.2.2.B of the FWSWDM. Predeveloped impervious surfaces were measured and multiplied by the effective impervious ratio, per Table 3.2.2.E of the FWSWDM. Further, using the isopluvial map within section 3.2.2.1 of the FWSDM, the project site was determined to be within the SeaTac Rainfall Region. For all KCRTS modeling a scale factor of 1.0 was used in accordance with Figure 3.2.2.A of the FWSWDM. All KCRTS time series generated for the hydrologic analysis were produced using hourly time -steps. The following is a summary of the results of the analysis and the proposed drainage facility improvements for this project: Existing Site Hydrology The existing on -site and off -site drainage sub -basins and associated contributing areas are shown on Figure 4 of this report. The contributing runoff area of the site that will contain the proposed improvements is designated as Basin E1. The topography within this on -site basin tends southwesterly toward low points near the central portion of the west property boundary and at the intersection of the south and west property boundary. An upland off -site area east of the site drains westerly toward the subject property and has been designated as E02. Slopes within this subject area range from approximately 2% to 3%. Pre -developed conditions were considered as cleared and partially improved based on available records, including a circa 1977 aerial photograph provided by Aero-Metric (see Figure 5). This aerial photograph shows the subject property as being cleared and developed with dirt/gravel driveways and two residential structures (as still exist today). Table 4.1 summarizes the Basin areas and KCRTS input parameters used in the analysis of the pre -developed (i.e., existing) site conditions. Table 4.2 is a summary of the discharges generated under predeveloped conditions. Table 4.1 - Existing Drainage Area Summary, On -site* Basin ID Total Area (acres) Land Cover (acres) Impervious Till Grass Till Pasture El 0.652 0.103 0.548 0.000 EO 1-A 0.042 0.025 0.017 0.000 EO 1 -B 0.054 0.019 0.035 0.000 E02 0.475 0.057 0.418 0.000 Total 1.22 1 0.204 1.02 0.000 * Appendix C of this TIR contains the KCRTS model results based on the input values provided in this table CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 7 Federal Way Townhomes Technical Information Report Table 4.2 — Predeveloped Basin Discharge Rates Basin ID 2yr (cfs) IOyr (cfs) 25yr (cfs) 100yr (cfs) El 0.047 0.077 0.092 0.165 EO 1-A 0.007 0.009 0.010 0.015 EO 1-B 0.007 0.008 0.009 0.016 E02 0.031 0.053 0.064 0.116 Predeveloped TS 0.091 0.147 0.175 0.312 Developed Site Hydrology The site will be re -graded and existing services/facilities will be extended to accommodate the proposed multi -family residential improvements. The grading efforts, and associated drainage collection and conveyance systems, will generally maintain the existing discharge patterns of the subject site and neighboring properties. Figure 6 shows the proposed grading and drainage improvements and sub -basin delineation for the developed site. Sub -basin P1 contains the on -site pavement areas, landscaping and the residential townhome buildings proposed with the project. The majority of the private access drive is also included in sub -basin P1. A limited portion of the private access drive in the vicinity of the south east corner of the site is too low to be collected by the on -site conveyance system and is considered as a bypass in the hydrologic analysis for the project. This sub -basin has been designated as P4. Two additional areas of the developed site along the north frontage will also bypass the project's conveyance, flow control, and water quality systems — the south half of South 333,d Street (including pavement widening and sidewalk improvements) and a limited portion of landscape strip — as delineated by sub-basen POI -A (see Figure 6). Sub -basin P3 delineates an 6n-site bypass area that includes the landscaped portion along the west property boundary. Sub -basin P02 includes an off -site, upland area with an existing cover of tall grass, shrubs, and paved roadway areas within the right-of-way of Interstate 5. The surface grades within this sub -basin area ten easterly at varying slopes between 2% to 3%. The current conditions of this sub -basin area are proposed to remain undisturbed with the project. An additional off -site, upland area designated as POI -B has also been included in the site hydrologic analysis to include impervious surfaces and limited landscape areas outside of the project site boundary. This developed sub -basin slopes easterly along the north property frontage at grades ranging from 2% to 2.5%. Impervious area contributions from sub -basins P02 and POI -B to the on -site flow control and water quality facilities are equivalent to that of the bypassed sub -basins (P3, P4, P01-A) that will not otherwise be collected by the onsite systems. Table 4.4 is a summary of the discharges from the un- captured bypass sub -basins and the equivalent sub -basin to be captured, as calculated using the King County Runoff Time Series (KCRTS) program. Summaries of the measured pervious and impervious areas for each subbasin under developed site conditions are shown below in Table 4.3. The total on -site impervious area shown in this table represents roadway, parking, sidewalks, and building roofs with any adjustments as discussed above. On -site pervious areas have been considered as till grass land cover for this analysis. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 8 Federal Way Townhomes Technical Information Report Table 4.3 - Developed Drainage Area Summary, On -site* Basin ID Total Area (acres) Land Cover (acres) Impervious Till Grass Till Pasture Pi 0.516 0.405 0.1 1 1 0.000 P2 0.018 0.018 0.000 0.000 P3 (bypass) 0.104 0.002 0.102 0.000 P4 (bypass) 0.024 0.024 0.000 0.000 P01-A (bypass) 0.037 0.033 0.004 0.000 PO 1-B 0.048 0.044 0.004 0.000 P02 0.475 0.072 0.403 0.000 Total 1.22 0.598 0.624 0.000 * Appendix C of this TIR contains the KCRTS model results based on the input values provided in this table Table 4.4 - Developed Basin Discharge Rates Basin ID 2yr (cfs) l0yr (cfs) 25yr (cfs) 100yr (cfs) P 1 0.108 0.129 0.150 0.215 P2 0.004 0.005 0.007 0.008 P3 (bypass) 0.005 0.010 0.012 0.023 P4 (bypass) 0.006 0.007 1 0.009 0.012 P01-A (bypass) 0.008 0.010 0.012 0.017 P01-B 0.011 0.013 0.016 0.021 P02 0.034 0.055 0.066 0.119 Performance Standards Storm drainage facilities for this project are proposed to provide Level 1 Flow Control in general accordance with current FWSWDM Table 1.2.3.A. On -site water quality treatment facilities are required for the project according to section 1.2.8 of the FWSDWDM. Table 4.5 summarizes the design criteria for the on -site vault facility. Table 4.5 - Performance Standards Water Quality Treatment Facility Flow Control Standard Standard On -site Vault Level 1 Basic Flow Control and Water Quality Facilities Section 4.5.1 of the City of Federal Way Public Works Development Standards recommends that retention/detention facilities be constructed above ground in open ponds. Further, section 4.4.6 of the City of Federal Way Public Works Development Standards requires water quality facilities for residential projects be constructed above ground. These standards and current FWSWDM standards provide for alternate below grade facilities if existing site constraints justify such considerations. A below grade vault facility is proposed for this project to accommodate both existing site constraints and to allow for other site features required by other City of Federal Way Municipal Code and Public Works design standards. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 9 Federal Way Townhomes Technical Information Report The 0.61 acre site is zoned RM-2400 and allows for a maximum of 11 multi -family residential units. The proposed residential density has been reduced to 9 units to allow for site access and required common/recreational space areas on -site. The zoning and current city design standards also require 10-foot perimeter landscape buffers at adjacent property boundaries and 20-foot buffer screens along all street frontages (including the existing easement along the east boundary). Surface stormwater facilities are not compatible with the design requirements of these required landscape features. The remaining on -site open space areas not occupied by structures, access drives, or required landscape and common/recreation areas are not adequate for surface drainage facilities. An existing 24-foot utility and ingress/egress easement encumbers the eastern edge of the project site. This easement occupies a significant amount of the property and requires additional zoning setbacks (including landscape screens) that further constrain the property and limits available open space for surface type stormwater facilities. The shape of the property, current topography, and location of existing storm drainage facilities (for connection by on -site features) further constrain the project and serve as justification for below grade flow control and water quality facilities. The site currently drains toward the south and west. There are no easements or existing storm drainage facilities for connection at the south or west property boundaries. As such, the project proposes to re - grade the site to collect on -site and contributing off -site drainage areas to convey volumes to the existing street drainage system at South 333rd Street. The current site topography and existing depth of the street drainage system — combined with the other discussed site constraints — make a below grade drainage system the most efficient and practical solution to optimize the residential density and maintain aesthetic features for the property. A standard flow control riser is proposed at the outlet of the on -site detention vault to control the release rate of storm water to the offsite, downstream systems. The size and number of control orifices on this riser have been designed to control the on -site release rate to pre -developed site conditions for the 2-year and 10-year storm events. The calculated release rates of the off -site and on -site bypass areas have been subtracted from the allowable release rates from the vault. Table 4.6 provides a summary of the flow control criteria determined for the project. The KCRTS model results and/or calculations for this detention volume sizing are provided in Appendix C. Table 4.6 — Detention Vault Sizing Summary* Vault Min. Required Detention Volume Allowable Release Rates (cfs) (cf) 2-Year 10-Year On -site 2,434 0.079 0.130 * see Appendix C for detailed KCRTS model results The lower portion of this vault facility contains a permanent wet pool volume designed in accordance with FWSWDM standards for basic water quality treatment. Table 4.7 provides a summary of the minimum dimensional requirements of the wet pool volume and the proposed design results. Appendix C contains the wet vault facility sizing calculations. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 10 Federal Way Townhomes Technical Information Report Table 4.7 — Wet vault / Wet pool Sizing Summary Vault Wetpool Volume (cf) Min. Required Design On -site 3,132 3,536 CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 11 Federal Way Townhomes Technical Information Report SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance analysis for the project was performed in accordance with Chapter 4 of the FWSWDM which requires that new pipe systems be designed with sufficient capacity to convey and contain the 25-yr peak flow. The design flow rate for conveyance/backwater analysis is based on peak flow rates calculated using the Rational Method using developed conditions for improved tributary areas and existing conditions for any off -site tributary areas. The King County Backwater (KCBW) conveyance modeling program was used to determine the adequacy of the proposed conveyance system. The results of the conveyance system analysis for the project are included in Appendix A CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 12 Federal Way Townhomes Technical Information Report SECTION 6 - SPECIAL REPORTS AND STUDIES No special reports or studies have been prepared for the project at this time. Prior to building permit issuance structural calculations shall be prepared and submitted for the below -grade vault system as well as for the on -site building's foundations. A geotechnical investigation may be required for the structural analysis of these systems. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 13 Federal Way Townhomes Technical Information Report SECTION 7 - OTHER PERMITS Permits to be obtained prior to site development approval for the project include: • Commercial Site Development Permit — City of Federal Way • Right-of-way Use Permit — City of Federal Way ■ Multi -family Building Permit — City of Federal Way The following permits/entitlements exist for the project: • Use Process III Site Plan Entitlement — City of Federal Way • Water and Sewer Developer Extension Agreement — Lakehaven Water and Wastewater District CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 14 Federal Way Townhomes Technical Information Report SECTION 8 - CSWPPP ANALYSIS AND DESIGN TESC Plan Analysis and Design Site specific details and provisions for temporary erosion and sediment control (TESC) facilities are provided with the site improvement plans that accompany this TIR. The proposed facilities have been selected in accordance with FWSWDM standards. In addition to these site -specific TESC measures, the following general Best Management Practices (BMPs) for sediment control shall also be implemented: Clearing Limits Construction clearing limits fence or silt fence will be installed by the contractor along the entire project corridor to prevent disturbance of project areas not designated for construction. These fences will be installed prior to clearing and grading activities where appropriate. 2. Cover Measures Temporary and permanent cover measures will be provided by the contractor to protect disturbed areas. Disturbed areas will be seeded and mulched to provide permanent cover measure and to reduce erosion within seven days, if those areas not scheduled for immediate work. 3. Perimeter Protection The contractor will install silt fences as indicated on the drawings prior to any up slope clearing, grading and trenching activities in order to reduce the transport of sediment offsite. 4. Traffic Area Stabilization Stabilized pads of quarry spalls will be installed by the contractor at all egress points from the project site as required to reduce the amount of sediment transported onto paved roads or other offsite areas by motor vehicles. 5. Sediment Retention Sediment retention will be provided by silt fencing and catch basin inlet protection at the locations and dimensions shown on the project drawings. A sediment trap will also be utilized to control the release of sediment. Calculations supporting the sediment trap sizing are given in Appendix G. 6. Surface Water Control Surface water control will include ditches, temporary culverts check dams, and/or other inlet and outlet protection as required and/or at the locations and dimensions shown on the drawings. 7. Dust Control Water and/or street sweeping equipment will be used by the contractor to control dust emissions during construction operations as required. 8. Wet Season Requirements If soils are exposed during the period of October 1 to March 31, the contractor will mulch and seed or otherwise cover as much disturbed area as possible by the first week of October, in order to provide protective ground cover for the wet season. The contractor will also conform to the following wet season special provisions: CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 15 Federal Way Townhomes Technical Information Report A. Apply cover measures to disturbed areas that are to remain unworked for more than two days. B. Protect stockpiles that are to remain unworked for more than 12 hours. No area is to be left uncovered/denuded longer than 12 hours during the winter months. C. -Provide onsite stockpiles of cover materials sufficient to cover all disturbed areas. D. Seed all areas that are to be unworked during the wet season by the end of the first week of October. E. Apply mulch to all seeded areas for protection. F. Provide onsite storage of 50 linear feet of silt fence (and the necessary stakes) for every acre of disturbed area. Straw bales are to be stockpiled onsite for use in an emergency. G. Provide construction road and parking lot stabilization areas for all sites. H. Provide additional sediment retention as required by the City of Federal Way Engineer. I. Provide additional surface water controls as required by the City of Federal Way Engineer. J. Implement construction phasing and more conservative BMPs for construction activity near surface waters (to be evaluated). K. Review and maintain TESC measures on a weekly basis and within 24-hours after any runoff - producing event. 9. Sensitive Areas Restrictions The project site lies in proximity to a Type 2S stream and also the Hylebos Creek. The project also lies within an area that has a low susceptibility to ground water contamination. In accordance with current City of Federal Way standards, the project will not be subject to any additional sensitive area restrictions/requirements. The project does not require any disturbance of soils within steep slope or erosion hazard areas. Construction shall be limited to the dry season (April 1 to September 30). If weather or construction conditions result in erosion or sediment discharge, or if additional sensitive areas are identified during construction, the Contractor will install additional controls to meet the requirements of Section D.5.3, and as approved by the Engineer. 10. Maintenance Requirements All TESC measures will be maintained and reviewed on a regular basis following the standard maintenance requirements identified in the project drawings. A TESC supervisor will be designated by the contractor and the name, address and phone number of the TESC supervisor will be given to the City prior to the start of construction. A sign will be posted at the primary entrance to the project site identifying the TESC supervisor and his/her phone number. The TESC supervisor will inspect the site at least once a month during the dry season, weekly during the wet season, and within 24 hours of each runoff -producing storm. A standard TESC maintenance report will be used as a written record of all maintenance. The contractor will be responsible for phasing of erosion and sediment controls during construction so that they are coordinated with construction activities. The contractor will also be responsible for maintenance of temporary controls during construction, including removal of accumulated sediment, and for the removal of the controls and remaining accumulated sediment at the completion of construction. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 16 Federal Way Townhomes Technical Information Report 11. Final Stabilization Prior to obtaining final construction approval, the site shall be stabilized, the structural ESC measures removed and drainage facilities cleaned. To obtain final construction approval, the following conditions must be met: All disturbed areas of the site should be vegetated or otherwise permanently stabilized in accordance with project BMPs. At a minimum, disturbed areas should be seeded and mulched to'provide a high likelihood that sufficient cover will develop shortly after final approval. The plans include erosion control notes and specifications for hydro -seeding and mulching disturbed areas. Structural measures such as silt fences, pipe slope drains, storm drain inlet protection and sediment traps shall be removed once the proposed improvements are complete and vegetated areas are stabilized. All permanent surface water facilities shall be cleaned completely and restored to working order prior to removal of TESC facilities. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 17 Federal Way Townhomes Technical Information Report SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Bond Quantities Worksheet A completed, standard City of Federal Way Bond Quantity Worksheet is provided in Appendix B of this report. Flow Control and Water Quality Facility Summary Sheet and Sketch A flow control and water quality summary sheet and facilities sketch are provided in Appendix H of this report. Declaration of Covenant for Privately Maintained Flow Control and WO Facilities A Declaration of Covenant for the on -site vault facility and appurtenances will be recorded prior to issuance of the site development permit. Declaration of Covenant for Privately Maintained Flow Control BMPs A Declaration of Covenant for the privately maintained flow control facilities will be recorded prior to issuance of the site development permit. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 18 Federal Way Townhomes Technical Information Report SECTION 10 - OPERATIONS AND MAINTENANCE MANUAL Copies of the applicable pages from the Maintenance Requirements for Flow Control, Conveyance, and WO Facilities section of the FWSWDM (Appendix A) are included in Appendix F of this TIR. CP I H CONSULTANTS March 19, 2008 CPH Project No. 1706002 Page 19 CP H CONSULTANTS FIGURES Site Planning Civil Engineering Project Management Land Development Consulting King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Scott Roberts — Dream Builders NW Address 6813 80th Street East Puyallup, WA 98371 Phone: (253) 677-2800 Project Engineer: Matt Hough, PE Company: CAH Consultants Address/Phone: 733 7th Avenue, Suite 100 Kirkland, WA 98033 (425) 285-2390 Part 3 TYPE OF PERMIT APPLICATION I ❑ Subdivison ❑ Short Subdivision Grading ■ Commercial ■ Other: Drainage and Site Improvements Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Federal Way Townhomes Location Township 26N Range 4E Section 36 Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Federal Way Drainage Basin H lebos Creek Part 6 SITE CHARACTERISTICS ❑ River ❑ Stream ❑ Critical Stream Reach ❑ Depression s/Swa les ❑ Lake ❑ Steep Slopes Federal Way Townhomes CPH Proi. No. 1706002 ❑ Shoreline Management ❑ Rockery ■ Structural Vaults ❑ Other ❑ Floodplain ❑ Wetlands ❑ Seeps/Springs ❑ High Groundwater Table ❑ Groundwater Recharge ❑ Other Figure 1 Page 1 of 3 Part 7 SOILS Soil Type Slopes Erosion Potential Aq,B 0-6% Slicht ❑ Additional Sheets Attached j Part 8 DEVELOPMENT LIMITATIONS REFERENCE ■ Ch. 4 — Downstream Analysis El ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION ■ Sedimentation Facilities ■ Stabilized Construction Entrance ■ Perimeter Runoff Control ■ Clearing and Grading Restrictions ■ Cover Practices ■ Construction Sequence ❑ Other Erosive Velcoties LIMITATION/SITE CONSTRAINT None Known MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION ■ Stabilize Exposed Surface ■ Remove and Restore Temporary ESC Facilities ■ Clean and Remove All Silt and Debris ■ Ensure Operation of Permanent Facilities ■ Flag Limits of SAO and open space preservation areas ❑ Other Federal Way Townhomes Figure 1 CPH Proj. No. 1706002 Page 2 of 3 Part 10 SURFACE WATER SYSTEM ❑ Grass Lined Channel ■ Pipe System ❑ Open Channel ❑ Dry Pond ❑ Wet Pond ❑ Tank ■ Vault ❑ Energy Dissipater ❑ Wetland ❑ Stream ❑ Infiltration ❑ Depression ❑ Flow Dispersal ❑ Waiver ❑ Regional Detention Method of Analysis KCRTS Compensation/Mitigati on of Eliminated Site Storage Level 1 Flow Control Brief Description of System Operation: On -site runoff is collected and conveyed to a below grade vault. This vault is designed as a combined detention and wetvault. Controlled flows from this facility are conveyed off -site via a new pipe system to an outfall at the existing structure along the south edge of South 333ro Street. Facility Related Site Limitations Reference Facility Limitation Part11 STRUCTURAL ANALYSIS ■ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 12 EASEMENTS/TRACTS ❑ Drainage Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Federal Way Townhomes Figure 1 CPH Proi. No. 1706002 Page 3 of 3 OTOP27602 CS/T17602 ASBLT17602 13 a 0 M M N CL 0 U C y cc (D m L U Q CD M Do 0 O N N (e7 0) m _ _j' Y O _>> 04 �3 I•�.J p `y0 I J � —2 CD O " j U (D Ja W 1 -am PROJECT SLTE - . • . . - .. _ 333RD ST J 5 1 MAP NOT TCI SCALE INFORMATION I 45 S 333RD ST• FEDERAL WAY, WA 98003 10180 8.21 SF (0.64 AC) �IRY I ).652 AC TWOUS AREA = 0.104 AC :AREA = 0.548 AC = 0.042 AC NPERWOUS AREA = 0.025 AC )US AREA = 0.017 AC = 0.054 AC WERWOUS AREA = 0.019 AC )US AREA = 0.035 AC 0.475 AC RV70US AREA = 0.057 AC I = 0.418 AC - --1 INCLUDING PARCEL ' I . AND PLANMIE7RIC AND TTONAREPER CURRENTCITY 1 KING COUNTYASSESSORS YOU f)GALL BEFORE T�001245555 4-5 Corr+O ]000 [..•[w.wti uC. nrp•. n.•...a LLI O z z O 0 O U J 0 LLI 0 w LLI LLl L.L_ cL DREAM BUILDERS NW MR. ROBERT V. TRENT 110 STEWART AVE. EAST PUYALLUP' WA 98371 PHONE: (253) 677-2800 CPS CONSULTANTS f4ells9'Gdfgrnnl hryM Idryum • lu! qnY� fwYy T33 TN Avenue SuAe IOO YJ,hla d.WA93033 PWw:(425)2952390 FAX:(425) 2852389 wxw.wlimnsunamsmn PROJECT NO, 0017-06-002 DRAWING FIGURE 4 SHEET —OF XX 1 �J w0m tr orpnlrsaa cca0+7sc� CL+ASbVS•DE IELOP CSl Tl7✓Spp clrwr7ao�. ASBL i77bfiP U a M N d i 0 U C O N C OJ a (D aD `m L � U �o o� Co CD i N (D N (M 3 w vl m i O) Ii. Y 0 0 3 N 0 CD O O O U N O r r r PRaiECTSffE F.MST. 50 I I+on _ •. '.#9fflksrt�� —� — -- • ! ff _ ..• CaW. EXIST. t Y I P NFORMA T/ON EXIST. RESIDENCE I �245 S 333RD ST, FEDERAL WAY, WA 98003 TO BE REMOVED ?00180 N ` '48.21 SF (0.64 AC) N Y 0.516 AC _?VS AREA 0.405 AC r''S AREA = 0.111 AC 0.018 AC Y. AREA = 0.018 AC 0.104 AC XG AREA = 0.002 AC 'S AREA = 0.102 AC I 0.024 AC 7US AREA = 0.024 AC i �7 = 0.037 AC RHOUS AREA = 0.033 AC 'PIOUS AREA = 0.004 AC I I = 0.048 AC I WOUS AREA = 0.044 AC f OUS AREA = 0.004 AC ! 1 I I 0.475 AC OJS AREA = 0.072 AC I I S AREA = 0.403 AC �r' = J -A, INCLUDING PARCEL I A, AND PLANIMETRIC AND '77ON ARE PER CURRENT CITY OR KING COUNTY ASSESSORS ;t ��°Wtiu• � . R T �= . lSSr�VAL E%PlRESFf71TIY6 cn W z r Oz 2 Z rn 3 O z J W 0 CL W C7 z � Lu /Qy U z x CLIENT DREAM BUILDERS NW MR. ROBERT V. TRENT 110 STEWART AVE. FAST PUYALLUP, WA 98371 PHONE: (253) 677-2800 CPlH CONSULTANTS Sae Meuq•Gd 6linn�! NgmYegmen• WdMnNp�YGR9y rn7m .9W FOC RirhlaMiM, ,WAWA 98033 PFmre:la2512852390 FAC IA25I28S1399 www.wh—ftaR— PROJECT NO 0017-06001 GALL BEFORE YDIG DRAWING �00424-5555 FIGURE 6 [ap�rl¢M a zoos CFH Cmanene uc NI Rl—R— SHEET_ OF XX CPIH CONSULTANTS APPENDIX A CONVEYANCE CALCULATIONS Site Planning Civil Engineering Project Management Land Development Consulting SECnON 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.1.0 25-YEAR 24-HOUR ISOPLUVIALS KING COUNTY -+:.�_� ~• ,-� � fir: � ,`:-`-�` � [[ �- , 92 .K ',r,. .V _':+: •.`ram_ .:.-y •J.:S yam. _ •1 ,�. .-. '�� ., [ L .la.5.0 •ly, _ .! � � 1 � rye/RJ}_. � � � CUP CY [RCE CUN OTY ►i/l WESTERN �-- cT s` � KING COUNTY H 25-Year 24-Hour �, 4.S l Precipitation `�• 1\ in Inches °"" �• `�• `' 9/1198 1998 Surface Water Design Manual 3-16 3.2.1 RATIONAL METHOD FIGURE 3.2.1JD 100-YEAR 24-HOUR ISOPLUVL4LS —7.; T Co!!tT'r kkkk Ou It It oumry WESTERN KING COUNTY N 100-Year 24-Hour -+ Precipitation tv in Inches 2 4 Miles � 1998 Surface Water Design Manual 3-17 L. I T -r. -6.5 6.0 ;.5 9/l/98 25-yr Runoff Computations Using Rational Method Federal Way Townhomes 25-yr Equations (Section 4.3.3) Definitions R = retum Periodipp yr QR = CIRA A = subbasin are 2,61 iR = aRTc bR SR. bR = coefcI8 0,63 IR = POR C = runoff ooef C 4.10 Tc = Max of Tpipe + Tc prev, 6.3, or Tt IR = unit peak rail Tt = U60V IR = peak rainfall V = kR(S.)' 5 kR = values for T, L = flow length (fi 0.48 0.31 Federal Way Townhomes CPH Project 1706002 2/16/2008 Page 1 of 1 100-yr Runoff Computations Using Rational Method Federal Way Townhomes 100-yr Equations (Section 4.3.3) Definitions R = return per! 100 yr QR = CIRA A = subbasin i 2.61 iR = ajT bR aR, bR = COelff 0.63 IR = PR'R C = runoff coe 4.10 Tc = Max of Tpipe + Tc prev, 6.3, or Tt iR = unit peak t Tt = U60V IR = peak rainfi V = kR(So)05 kR = values foi L = flow length Trunkline Basin C81culkulations Impervious Pervious Basin C1 Al C2 A2 C� Qf Qt Qf Vpipe Tpipe To CB Qratio CB09 0.90 0.01 0,25 0.00 0.90_ CB07 0.00 CB08 0.90 0.01 0,25 0,00 0.90 CB05 1.00 CB06 0.90 0.09 0.25 0.04 0.70 CB04 9.00 CB05 0.90 0.05 0.25 0.04 0.61 Vault 1.33 CB12 0.90 0.09 0.25 0.03 0.74 C610 0,00 CB11 0.90 0.09 0.25 0.03 0.74 CB09 0.00 CB10 0.90 0.09 025 0.03 0.74 CB04 1.00 Laterals Basin CaleulatiOnions CB07 0.90 0.04 0,25 0.14 0.39 CB12 0.00 0.48 I 0.31 Federal Way Townhomes CPH Project 1706002 2/16/2008 Page 1 of 1 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:vlt exit.bwp Surcharge condition at intermediate junctions -.� Tailwater Elevation:374.84 feet Discharge Range:0.1 to 1. Step of 0.1 [cfs] Overflow Elevation:380. feet Weir:NONE Upstream Velocity:3. feet/sec CB4 PIPE NO. 1: 24 LF - 18"CP @ 0.50% OUTLET: 373.34 INLET: 373.46 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 378.80 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI } ******************************************************************************* 0.10 1.39 374.85 * 0.012 0.12 0.12 1.50 1.50 1.39 1.39 0.15 0.20 1.39 374.85 * 0.012 0.17 0.17 1.50 1.50 1.39 1.39 0.22 0.30 1.39 374.85 * 0.012 0.21 0.20 1.50 1.50 1.39 1.39 0.27 0.40 1.39 374.85 * 0.012 0.24 0.23 1.50 1.50 1.39 1.39 0.31 0.50 1.39 374.85 * 0.012 0.27 0.26 1.50 1.50 1.39 1.39 0.35 0.60 1.39 374.85 * 0.012 0.29 0.28 1.50 1.50 1.39 1.39 0.38 0.70 1.39 374.85 * 0.012 0.32 0.30 1.50 1.50 1.39 1.39 0.42 0.80 1.39 374.85 * 0.012 0.34 0.32 1.50 1.50 1.39 1.39 0.45 0.90 1.39 374.85 * 0.012 0.36 0.34 1.50 1.50 1.39 1.39 0.47 1.00 1.39 374.85 * 0.012 0.38 0.36 1..50 1.50 1.39 1.39 0.50 CB3 PIPE NO. 2: 83 LF - 18"CP @ 0.51% OUTLET: 373.46 INLET: 373.88 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 378.88 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 i } Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.98 374.86 * 0.012 0.12 0.12 1.39 1.39 0.98 0.98 0.15 0.20 0.98 374.86 * 0.012 0.17 0.17 1.39 1.39 0.98 0.98 0.22 ] 0.30 0.98 374.86 * 0.012 0.21 0.20 1.3.9 1.39 0.98 0.98 0.27 0.40 0.98 374.86 * 0.012 0.24 0.23 1.39 1.39 0.98 0.98 0.31 0.50 0.98 374.86 * 0.012 0.27 0.26 1.39 1.39 0.98 0.98 0.35 1 0.60 0.99 374.87 * 0.012 0.29 0.28 1.39 1.39 0.98 0.99 0.39 0.70 0.99 374.87 * 0.012 0.32 0.30 1.39 1.39 0.98 0.99 0.42 0.80 0.99 374.87 * 0.012 0.34 0.32 1.39 1.39 0.98 0.99 0.45 0.90 0.99 374.87 * 0.012 0.36 0.34 1.39 1.39 0.98 0.99 0.48 1.00 1.00 374.88 * 0.012 0.38 0.36 1.39 1.39 0.98 1.00 0.51 CB2 - PIPE NO. 3: 86 LF - 18"CP @ 0.50% OUTLET: 373.88 INLET: 374.31 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 379.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.10 0.56 374.87 * 0.012 0.12 0.12 0.98 0.98 0.56 0.56 0.15 0.20 0.56 374.87 * 0.012 0.17 0.17 0.98 0.98 0.56 0.56 0.22 0.30 0.57 374.88 * 0.012 0.21 0.20 0.98 0.98 0.56 0.57 0.27 0.40 0.57 374.88 * 0.012 0.24 0.23 0.98 0.98 0.56 0.57 0.31 0.50 0.58 374.89 * 0.012 0.27 0.26 0.98 0.98 0.56 0.58 0.35 ,� 0.60 0.59 374.90 * 0.012 0.29 0.28 0.99 0.99 0.57 0.59 0.39 } 0.70 0.60 374.91 * 0.012 0.32 0.30 0.99 0.99 0.57 0.60 0.42 _ 0.80 0.61 374.92 * 0.012 0.34 0.32 0.99 0.99 0.57 0.61 0.45 0.90 0.63 374.94 * 0.012 0.36 0.34 0.99 0.99 0.58 0.63 0.48 1.00 0.64 374.95 * 0.012 0.38 0.36 1.00 1.00 0.58 0.64 0.51 CB1 PIPE NO. 4: 8 LF - 18"CP @ 0.50% OUTLET: 374.31 INLET: 374.35 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.53 374.88 * 0.012 0.12 0.12 0.56 0.56 0.53 0.39 0.01 0.20 0.53 374.88 * 0.012 0.17 0.17 0.56 0.56 0.53 0.39 0.08 0.30 0.53 374.88 * 0.012 0.21 0.20 0.57 0.57 0.53 0.40 0.20 0.40 0.54 374.89 * 0.012 0.24 0.23 0.57 0.57 0.54 0.41 0.23 0.50 0.54 374.89 * 0.012 0.27 0.26 0.58 0.58 0.54 0.42 0.26 0.60 0.56 374.91 * 0.012 0.29 0.28 0.59 0.59 0.56 0.44 0.28 0.70 0.57 374.92 * 0.012 0.32 0.30 0.60 0.60 0.57 0.46 0.30 0.80 0.57 374.92 * 0.012 0.34 0.32 0.61 0.61 0.57 0.47 0.32 0.90 0.59 374.94 * 0.012 0.36 0.34 0.63 0.63 0.59 0.50 0.34 1.00 0.60 374.95 * 0.012 0.38 0.36 0.64 0.64 0.60 0.51 0.36 vltin.bwt Data file used during backwater analysis (into vault). stage / discharge information taken from rdout.tsf file (vault discharge) from KCRTS. 1.24 0.05 1.50 0.06 1.94 0.08 2.63 0.11 2.65 0.11 2.83 0.13 2.84 0.15 2.86 0.27 2.88 0.34 374.35 Page 1 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:Private Dr.bwp Surcharge condition at intermediate junctions Tailwater Elevation:377.14 feet Discharge Range:l. to 1.16 Step of 0.02 [cfs] Overflow Elevation:380. feet Weir:NONE Upstream Velocity:3. feet/sec CB5 PIPE NO. 1: 17 LF - 12"CP @ 3.59% OUTLET: 373.35 INLET: 373.96 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 379.25 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.29 Q(CFS) HW(PT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.00 3.24 377.20 * 0.012 0.43 0.25 3.79 3.79 3.20 3.24 0.58 1.02 3.24 377.20 * 0.012 0.43 0.26 3.79 3.79 3.19 3.24 0.59 1.04 3.24 377.20 * 0.012 0.43 0.26 3.79 3.79 3.19 3.24 0.60 1.06 3.24 377.20 * 0.012 0.44 0.26 3.79 3.79 3.19 3.24 0.60 1.08 3.24 377.20 * 0.012 0.44 0.26 3.79 3.79 3.19 3.24 0.61 1.10 3.25 377.21 * 0.012 0.45 0.27 3.79 3.79 3.19 3.25 0.62 1.12 3.25 377.21 * 0.012 0.45 0.27 3.79 3.79 3.19 3.25 0.62 1.14 3.25 377.21 * 0.012 0.45 0.27 3.79 3.79 3.19 3.25 0.63 1.16 3.25 377.21 * 0.012 0.46 0.27 3.79 3.79 3.20 3.25 0.64 1.16 3.25 377.21 * 0.012 0.46 0.27 3.79 3.79 3.20 3.25 0.64 CB6 PIPE NO. 2: 90 LF - 12"CP @ 0.50% OUTLET: 373.96 INLET: 374.41 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 378.60 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 7.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.44 2.82 377.23 * 0.012 0.28 0.28 3.24 3.24 2.81 2.82 0.37 0.45 2.81 377.22 * 0.012 0.28 0.28 3.24 3.24 2.80 2.81 0.38 0.45 2.81 377.22 * 0.012 0.28 0.28 3.24 3.24 2.80 2.81 0.38 0.46 2.81 377.22 * 0.012 0.29 0.28 3.24 3.24 2.80 2.81 0.38 0.47 2.81 377.22 * 0.012 0.29 0.29 3.24 3.24 2.81 2.81 0.39 0.48 2.82 377.23 * 0.012 0.29 0.29 3.25 3.25 2.81 2.82 0.39 0.49 2.82 377.23 * 0.012 0.29 0.29 3.25 3.25 2.81 2.82 0.40 0.50 2.82. 377.23 * 0.012 0.30 0.29 3.25 3.25 2.81 2.82 0.40 0.51 2.83 377.24 * 0.012 0.30 0.30 3.25 3.25 2.82 2.83 0.40 0.51 2.83 377.24 * 0.012 0.30 0.30 3.25 3.25 2.82 2.83 0.40 CB8 PIPE NO. 3: 63 LF - 12"CP @ 0.51% OUTLET: 374.41 INLET: 374.73 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 377.60 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 2.50 377.23 * 0.012 0.10 0.10 2.82 2.82 2.50 2.50 0.12 0.06 2.49 377.22 * 0.012 0.10 0.10 2.81 2.81 2.49 2.49 0.13 0.06 2.49 377.22 * 0.012 0.10 0.10 2.81 2.81 2.49 2.49 0.13 0.06 2.49 377.22 * 0.012 0.10 0.11 2.81 2.81 2.49 2.49 0.13 0.06 2.50 377.23 * 0.012 0.10 0.11 2.81 2.81 2.49 2.50 0.13 0.06 2.50 377.23 * 0.012 0.10 0.11 2.82 2.82 2.50 2.50 0.13 0.06 2.50 377.23 * 0.012 0.11 0.11 2.82 2.82 2.50 2.50 0.13 0.06 2.50 377.23 * 0.012 0.11 0.11 2.82 2.82 2.50 2.50 0.13 0.06 2.51 377.24 * 0.012 0.11 0.11 2.83 2.83 2.51 2.51 0.14 0.06 2.51 377.24 * 0.012 0.11 0.11 2.83 2.83 2.51 2.51 0.14 CB9 PIPE NO. 4: 18 LF - 12"CP @ 0.50% OUTLET: 374.73 INLET: 374.82 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.03 2.42 377.24 * 0.012 0.07 0.08 2.50 2.50 2.42 2.28 -0.05 0.03 2.40 377.22 * 0.012 0.07 0.08 2.49 2.49 2.40 2.26 -0.05 0.03 2.40 377.22 * 0.012 0.07 0.08 2.49 2.49 2.40 2.26 -0.05 0.03 2.40 377.22 * 0.012 0.07 0.08 2.49 2.49 2.40 2.26 -0.05 0.03 2.41 377.23 * 0.012 0.07 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.41 377.23 * 0.012 0.08 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.41 377.23 * 0.012 0.08 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.41 377.23 * 0.012 0.08 0.08 2.50 2.50 2.41 2.27 -0.05 0.03 2.42 377.24 * 0.012 0.08 0.08 2.51 2.51 2.42 2.28 -0.04 0.03 2.42 377.24 * 0.012 0.08 0.08 2.51 2.51 2.42 2.28 -0.04 BACKWATER COMPUTER PROGRAM FOR PIPES 1 Pipe data from file:South 333RD.bwp Surcharge condition at intermediate junctions Tailwater from HW/TW File:vltin.bwt Discharge Range:l. to 1.15 Step of 0.02 [cfs] Overflow Elevation:380. feet Weir:NONE Upstream Velocity:3. feet/sec } CB5 PIPE NO. 1: 17 LF - 12"CP @ 3.59% OUTLET: 373.35 INLET: 373.96 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 379.25 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.29 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* **************** RANGE EXCEEDED IN HW/TW FILE - DATA EXTRAPOLATED 1.00 3.52 377.48 * 0.012 0.43 0.25 4.07 4.07 3.48 3.52 0.58 1.02 3.52 377.48 * 0.012 0.43 0.26 4.07 4.07 3.48 3.52 0.59 1.04 3.53 377.49 * 0.012 0.43 0.26 4.08 4.08 3.48 3.53 0.60 **************** RANGE EXCEEDED IN HW/TW FILE - DATA EXTRAPOLATED **************** 1.06 3.54 377.50 * 0.012 0.44 0.26 4.09 4.09 3.49 3.54 0.60 1.08 3.54 377.50 * 0.012 0.44 0.26 4.09 4.09 3.49 3.54 0.61 1.10 3.55 377.51 * 0.012 0.45 0.27 4.10 4.10 3.50 3.55 0.62 1.12 3.56 377.52 * 0.012 0.45 0.27 4.10 4.10 3.51 3.56 0.62 1.14 3.57 377.53 * 0.012 0.45 0.27 4.11 4.11 3.51 3.57 0.63 1.16 3.58 377.54 * 0.012 0.46 0.27 4.11 4.11 3.52 3.58 0.64 CB10 1 PIPE NO. 2: 68 LF - 12"CP @ 2.06% OUTLET: 373.96 INLET: 375.36 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 380.80 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.44 2.15 377.51 * 0.012 0.28 0.19 3.52 3.52 2.14 2.15 0.37 0.45 2.14 377.50 * 0.012 0.28 0.20 3.52 3.52 2.13 2.14 0.37 0.45 2.15 377.51 * 0.012 0.28 0.20 3.53 3.53 2.14 2.15 0.37 0.46 2.16 377.52 * 0.012 0.29 0.20 3.54 3.54 2.15 2.16 0.38 0.47 2.16 377.52 * 0.012 0.29 0.20 3.54 3.54 2.15 2.16 0.38 0.48 2.17 377.53 * 0.012 0.29 0.20 3.55 3.55 2.16 2.17 0.39 0.49 2.18 377.54 * 0.012 0.29 0.21 3.56 3.56 2.17 2.18 0.39 0.50 2.19 377.55 * 0.012 0.30 0.21 3.57 3.57 2.18 2.19 0.39 0.51 2.20 377.56 * 0.012 0.30 0.21 3.58 3.58 2.19 2.20 0.40 CB11 } PIPE NO. 3: 36 LF - 12"CP @ 2.06% OUTLET: 375.36 INLET: 376.10 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 381.20 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ' 0.22 1.41 377.51 * 0.012 0.20 0.14 2.15 2.15 1.41 1.41 0.25 0.22 1.40 377.50 * 0.012 0.20 0.14 2.14 2.14 1.40 1.40 0.25 0.23 1.41 377.51 * 0.012 0.20 0.14 2.15 2.15 1.41 1.41 0.25 0.23 1.42 377.52 * 0.012 0.20 0.14 2.16 2.16 1.42 1.42 0.26 0.24 1.43 377.53 * 0.012 0.20 0.15 2.16 2.16 1.43 1.43 0.26 0.24 1.44 377.54 * 0.012 0.21 0.15 2.17 2.17 1.43 1.44 0.26 0.24 1.44 377.54 * 0.012 0.21 0.15 2.18 2.18 1.44 1.44 0.26 0.25 1.45 377.55 * 0.012 0.21 0.15 2.19 2.19 1.45 1.45 0.27 0.25 1.46 377.56 * 0.012 0.21 0.15 2.20 2.20 1.46 1.46 0.27 CB12 PIPE NO. 4: 44 LF - 12"CP @ 2.05% OUTLET: 376.10 INLET: 377.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.22 0.52 377.52 * 0.012 0.20 0.14 1.41 1.41 0.52 0.39 0.14 0.22 0.51 377.51 * 0.012 0.20 0.14 1.40 1.40 0.51 0.38 0.14 0.23 0.51 377.51 * 0.012 0.20 0.14 1.41 1.41 0.51 0.38 0.14 0.23 0.52 377.52 * 0.012 0.20 0.14 1.42 1.42 0.52 0.39 0.14 0.24 0.53 377.53 * 0.012 0.20 0.15 1.43 1.43 0.53 0.40 0.15 0.24 0.54 377.54 * 0.012 0.21 0.15 1.44 1.44 0.54 0.41 0.15 0.24 0.55 377.55 * 0.012 0.21 0.15 1.44 1.44 0.55 0.42 0.15 0.25 0.56 377.56 * 0.012 0.21 0.15 1.45 1.45 0.56 0.43 0.15 0.25 0.57 377.57 * 0.012 0.21 0.15 1.46 1.46 0.57 0.44 0.15 CPIH , 11=111IIMMM APPENDIX B BOND QUANTITY WORKSHEET Site Planning Civil Engineering Project Management Land Development Consulting CtTY OF Federal Way PUBLIC WORKS DEPARTMENT BOND QUANTITIES WO RKSH E ET Project Name: Federal Way Townhomes Date: 03/24/08 Project No.: 07-105136-00-EN By:, Matthew Hough, PE Site Address: 2245 South 333rd Street Federal Way, WA 98003 Fill in those items which pertain to this project and return to the Public Works Department SITE STABILIZATION/EROSION CONTROL Quarry Spalls TN 75.00 Seeding/Mulch Acre 3,000.00 Silt Fence LF 4.00 Netting Jute Mesh SY 13.00 Sediment Pond Standpipe EA 200.00 Sensitive Area Fencing LF 3.00 Catch basin inserts EA 70.00 ROAD CONSTRUCTION Clearing & Grubbing LS Bid Estimate Sawcutting LF 1.30 Excavation & Embankment CY 18.00 AC Pavement TN 70.00 CSTC TN 20.00 Cement Concrete Curb/Gutter LF 15.00 Extruded Asphalt Curb LF 5.00 Concrete Sidewalk SY 25.00 Concrete driveway approach SY 45.00 Monument in case EA 155.00 Adjust ex. monument to grade EA 330.00 Adjust ex. cb to grade EA 500.00 DRAINAGE PIPE 6" Pipe LF 12.00 8" Pipe LF 28.00 12" Pipe LF 44.00 18" Pipe LF 44.00 24" Pipe LF 58.00 36" Pipe LF 101.00 48" Pipe LF 94.00 54" Pipe LF 117.00 60" Pipe LF 143.00 72" Pipe LF 235.00 CATCH BASINS Inlet & Grate EA 475.00 CB Type I & Grate EA 900.00 CB Type II 48" & Grate EA 1,900.00 CB Type II 54" & Grate EA 2,000.00 CB Type II 60" & Grate EA 3,200.00 CB Type II 72" & Grate EA 5,000.00 CB Type II 84" & Grate EA 9,100.00 CB Type II 96" & Grate EA Bid Estimate Round solid locking lid EA 360.00 Abandon exiting cb EA 325.00 Public Roadway Private On -Site Improvements I Improvements $ 5 $375.00 $ 0.65 $1950.00 $ 350 $1400.00 6 $420.00 6 $420.00 Subtotal $4145.00 1 $5000.00 200 $260.00 50 $3500.00 35 $700.00 225 $3375.00 $ 80 $2000.00 $ ':,l 1111 No 1 We 720.00 p:\project\0017\06002\reports\tir\080222\bond quantites worksheet2-6-07.doc Last Revised. FES 2007 Page 1 CITY or Federal Way RETENTION/DETENTION CONTROL Pond Excavation & Spillway Restrictor/Separator Vault Gravel Access Road Rip Rap Outfall Protection Bollards Fencing (around pond) Infiltration Trench w/12" Perf Flow Spreader Trash Racks WATER QUALITY Bioswale Wetvault Stormfilter Vault Stormwater wetland Sand Filter Catch basin inserts Oil/Water Separator High Flow Bypass RETAINING WALLS & STRUCTURES Retaining Walls Bridges TRAFFIC & LIGHTING Signalization Channelization Signs Streetlights (City Center) Streetlights (Standard) RIGHT-OF-WAY LANDSCAPING Street Trees Sod Shrubs (City Center) Tree Grates (City Center) CY EA EA LF CY EA LF LF LF EA EA EA EA EA EA EA EA EA SF LS LS LS EA EA EA EA SY EA EA 7.00 750.00 Bid Estimate 15.00 17.00 500.00 12.00 18.00 20.00 200.00 Bid Estimate Bid Estimate Bid Estimate Bid Estimate Bid Estimate 800.00 Bid Estimate Bid Estimate $ 23.00 1 145 $3335.00 Bid Estimate $ Bid Estimate Bid Estimate 100.00 5,000.00 3,000.00 300.00 10.00 6.00 700.00 Firm Name Telephone Number 1 $500.00 2 $200.00 1 t3000.00 2 1 1600.00 1 Subtotal 'A„ $40,470.00 From Private On -Site Improvements Section (Pg 1) Subtotal "B" $4J45.00 THE FOLLOWING INFORMATION WILL BE COMPLETED BY THE CITY OF FEDERAL WA Y PUBLIC WORKS DEPARTMENT: Public Roadway Improvements (Subtotal "A'): $ Private Erosion/Sedimentation Control (Subtotal "B'): $ Subtotal ("A" + "B ): CONTINGENCY (20%) TOTAL BOND AMOUNT p:\project\0017\06002\reports\tir\080222\bond quantites worksheet2-6-07.doc Last Revised. FEB 2007 Page 2 CONS U-LTANTS IJ' 3 APPENDIX C KCRTS MODEL OUTPUT AND WATER QUALITY WORKSHEET Site Planning Civil Engineering Project Management Land Development Consulting SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0 ST 1.1 ST 1.1 J -PROTECT' 51 TE R A 11,1 F A LL- RE610K) 5EArAL l,a ST 1.0 Rainfall Regions and Regional Scale Factors Incorporated Area �...- River/Lake Major Road ST 1.01 LA 0.8 LA 0.9 LA,1o0w„N COVNT7 LA 1.2 Ali; vounsr 31 r ' �i4 ='`i w.,S'7 ✓' k •��� �����.i1MH�:'�� _ p.. fir,. �x- •� - ianwxar- ':i LANDSBUR urnwra .. . - - i e CDUNTr � ' a ST 1.0/ LA 0.8 LA 0.9 LA 1.0 LA 1.2 1 911/98 1998 Surface Water Design Manual 3-22 CPIH CONSULTANTS Client/Project Subject I tvl.. r Sp_ r; P s, i t,. <e f-;[)�t i Project No. rN-_-�_t• L,-� r Prepared by r-FI) Date g Checked by Date k�rrALyf-EnGlprt cl yr 0.o 3Cc�.�U) - o_,oI , u.035 Ac_' 1? {,ra_5 �-7 z Cc . �a] = d. ti 5'i A '�_ %� . W lSS +SIC T l � �� r o, . I Pre- T=�— I i l i TI• I I l i I[ I i 1 1. — k T— • -- — — — — — — — — —. ---- r — —. -- — —- Ti —---- - �•— — — --� ._. _i _ ._ 1. _ -— —1—: —I—i-- — ... . --- — _, o _ —77 ill— 7�j— �L I . Site Planning • Civil Engineering - Project Management • Land Development Consulting Sheet of El.pks Flow Frequency Analysis Time series File:el.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.074 4 2/09/01 2:00 0.165 1 100.00 0.990 0.047 6 1/05/02 16:00 0.092 2 25.00 0.960 0.092 2 2/27/03 7:00 0.077 3 10.00 0.900 0.036 8 8/26/04 2:00 0.074 4 5.00 0.800 0.047 7 10/28/04 16:00 0.071 5 3.00 0.667 0.077 3 1/18/06 16:00 0.047 6 2.00 0.500 0.071 5 11/24/06 3:00 0.047 7 1.30 0.231 0.165 1 1/09/08 6:00 0.036 8 1.10 0.091 Computed Peaks 0.140 50.00 0.980 Page 1 EO1-A.pks Flow Frequency Analysis Time series File:eol-a.tsf Project LOcation:Sea-Tac ---Annual Peak FLOW Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.007 6 2/09/01 2:00 0.015 1 100.00 0.990 0.006 8 1/05/02 16:00 0.010 2 25.00 0.960 0.009 3 2/27/03 7:00 0.009 3 10.00 0.900 0.006 7 8/26/04 2:00 0.008 4 5.00 0.800 0.008 5 10/28/04 16:00 0.008 5 3.00 0.667 0.008 4 1/18/06 16:00 0.007 6 2.00 0.500 0.010 2 10/26/06 0:00 0.006 7 1.30 0.231 0.015 1 1/09/08 6:00 0.006 8 1.10 0.091 Computed Peaks 0.013 50.00 0.980 Page 1 Eol-a.pks Flow Frequencyy Analysis Time series File:eol-b.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.008 5 2/09/01 2:00 0.016 1 100.00 0.990 0.005 7 1/05/02 16:00 0.009 2 25.00 0.960 0.009 2 2/27/03 7:00 0.008 3 10.00 0.900 0.005 8 8/26/04 2:00 0.008 4 5.00 0.800 0.007 6 10/28/04 16:00 0.008 5 3.00 0.667 0.008 3 1/18/06 16:00 0.007 6 2.00 0.500 0.008 4 10/26/06 0:00 0.005 7 1.30 0.231 0.016 1 1/09/08 6:00 0.005 8 1.10 0.091 Computed Peaks 0.014 50.00 0.980 Page 1 Eo2.pks Flow Frequency Analysis Time series File:eo2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.051 4 2/09/01 2:00 0.116 1 100.00 0.990 0.031 6 1/05/02 16:00 0.064 2 25.00 0.960 0.064 2 2/27/03 7:00 0.053 3 10.00 0.900 0.022 8 8/26/04 2:00 0.051 4 5.00 0.800 0.030 7 1/05/05 8:00 0.048 5 3.00 0.667 0.053 3 1/18/06 16:00 0.031 6 2.00 0.500 0.048 5 11/24/06 3:00 0.030 7 1.30 0.231 0.116 1 1/09/08 6:00 0.022 8 1.10 0.091 Computed Peaks 0.098 50.00 0.980 Page 1 CP H CONSULTANTS Client/Project Subject Project No. on t-i F A] e--w,% � Prepared by rr-Q Date Checked by Date _-T.�_ le) I -- t] , v 0 4L T'; i l '3 4.OvA eWit, Isasr �I A41. _ I ' 'it+!- i J— _ _l Lfi - ... - -- Ax- I �I� I I 1 I•-- 1 r dw, i LrL i f I E I _ tg.ie�. �a t. �►�� Pt i� — —: t i I E ! I ' _—_�—� 1 • �•' � 11 I �i i i 1 - _ ----- - - - , — f � ._ �µ�- ..f . r.. .. --- -•- --- f --- _. I I I Ili 1 _ _ 1 I ��1)�;tItifi _� � � ---- � _� -- '- - I I I -�-1 r +.^r IL T Site Planning • Civil Engineering • Project Management • Land Development Consulting Sheet of Pl.pks Flow Frequency Analysis Time series File:pl.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.108 6 2/09/01 2:00 0.215 1 100.00 0.990 0.092 8 1/05/02 16:00 0.150 2 25.00 0.960 0.129 3 12/08/02 18:00 0.129 3 10.00 0.900 0.103 7 8/26/04 2:00 0.123 4 5.00 0.800 0.123 4 10/28/04 16:00 0.115 5 3.00 0.667 0.115 5 1/18/06 16:00 0.108 6 2.00 0.500 0.150 2 10/26/06 0:00 0.103 7 1.30 0.231 0.215 1 1/09/08 6:00 0.092 8 1.10 0.091 Computed Peaks 0.193 50.00 0.980 Page 1 P2.pks Flow Frequency Analysis Time series File:p2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.004 7 12/30/00 4:00 0.008 1 100.00 0.990 0.004 8 1/05/02 16:00 0.007 2 25.00 0.960 0.005 3 12/08/02 18:00 0.005 3 10.00 0.900 0.004 5 8/26/04 2:00 0.005 4 5.00 0.800 0.005 4 10/28/04 16:00 0.004 5 3.00 0.667 0.004 6 1/18/06 13:00 0.004 6 2.00 0.500 0.007 2 10/26/06 0:00 0.004 7 1.30 0.231 0.008 1 1/09/08 6:00 0.004 8 1.10 0.091 Computed Peaks 0.008 50.00 0.980 Page 1 P3.pks Flow Frequency Analysis Time Series File:p3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.010 3 2/09/01 2:00 0.023 1 100.00 0.990 0.005 7 1/05/02 16:00 0.012 2 25.00 0.960 0.012 2 2/27/03 7:00 0.010 3 10.00 0.900 0.002 8 8/26/04 2:00 0.010 4 5.00 0.800 0.005 6 1/05/05 8:00 0.009 5 3.00 0.667 0.010 4 1/18/06 16:00 0.005 6 2.00 0.500 0.009 5 11/24/06 3:00 0.005 7 1.30 0.231 0.023 1 1/09/08 6:00 0.002 8 1.10 0.091 Computed Peaks 0.019 50.00 0.980 Page 1 Flow Frequency Analysis Time Series File:p4.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.006 6 12/30/00 4:00 0.005 8 1/05/02 16:00 0.007 3 12/08/02 18:00 0.006 7 8/26/04 2:00 0.007 4 10/28/04 16:00 0.006 5 1/18/06 16:00 0.009 2 10/26/06 0:00 0.012 1 1/09/08 6:00 Computed Peaks P4.pks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.012 1 100.00 0.990 0.009 2 25.00 0.960 0.007 3 10.00 0.900 0.007 4 5.00 0.800 0.006 5 3.00 0.667 0.006 6 2.00 0.500 0.006 7 1.30 0.231 0.005 8 1.10 0.091 0.011 50.00 0.980 Page 1 P01-A.pks Flow Frequency Analysis Time series File:pol-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.008 6 2/09/01 2:00 0.017 1 100.00 0.990 0.007 8 1/05/02 16:00 0.012 2 25.00 0.960 0.010 3 12/08/02 18:00 0.010 3 10.00 0.900 0.008 7 8/26/04 2:00 0.010 4 5.00 0.800 0.010 4 10/28/04 16:00 0.009 5 3.00 0.667 0.009 5 1/18/06 16:00 0.008 6 2.00 0.500 0.012 2 10/26/06 0:00 0.008 7 1.30 0.231 0.017 1 1/09/08 6:00 0.007 8 1.10 0.091 computed Peaks 0.015 50.00 0.980 Page 1 P01-B.pks Flow Frequency Analysis Time series File:pol-b.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.011 6 2/09/01 2:00 0.021 1 100.00 0.990 0.009 8 1/05/02 16:00 0.016 2 25.00 0.960 0.013 3 12/08/02 18:00 0.013 3 10.00 0.900 0.011 7 8/26/04 2:00 0.013 4 5.00 0.800 0.013 4 10/28/04 16:00 0.012 5 3.00 0.667 0.012 5 1/18/06 16:00 0.011 6 2.00 0.500 0.016 2 10/26/06 0:00 0.011 7 1.30 0.231 0.021 1 1/09/08 6:00 0.009 8 1.10 0.091 Computed Peaks 0.020 50.00 0.980 Page 1 Po2.pks Flow Frequency Analysis Time series File:po2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.053 4 2/09/01 2:00 0.119 1 100.00 0.990 0.034 6 1/05/02 16:00 0.066 2 25.00 0.960 0.066 2 2/27/03 7:00 0.055 3 10.00 0.900 0.025 8 8/26/04 2:00 0.053 4 5.00 0.800 0.033 7 10/28/04 16:00 0.051 5 3.00 0.667 0.055 3 1/18/06 16:00 0.034 6 2.00 0.500 0.051 5 11/24/06 3:00 0.033 7 1.30 0.231 0.119 1 1/09/08 6:00 0.025 8 1.10 0.091 computed Peaks 0.101 50.00 0.980 Page 1 landuse2.exc KCRTS Program... File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.02 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.03 0.00 0.000000 Impervious EO1-A.tSf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.04 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.02 0.00 0.000000 Impervious E01-B.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.42 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.06 0.00 0.000000 Impervious E02.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.55 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.10 0.00 0.000000 Impervious E1.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass Page 1 landuse2.exc 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.03 0.00 0.000000 Impervious P01-A.t5f T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.04 0.00 0.000000 Impervious POQ-B.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.11 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.41 0.00 0.000000 Impervious Pl.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.02 0.00 0.000000 Impervious P2.tsf T 1.00000 T [C] CREATE a new Time Series ST 0600 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.10 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.00 0.00 0.000000 Impervious P3.tsf T Page 2 landuse2.exc 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.02 0.00 0.000000 Impervious P4.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.40 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.07 0.00 0.000000 Impervious Po2.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies po2.tsf Po2.pks [P] Compute PEAKS and Flow Frequencies pot-b.tsf Pal-B.pks [P] Compute PEAKS and Flow Frequencies pot-a.tsf P01-A.pks [P] Compute PEAKS and Flow Frequencies p4.tsf P4.pks [P] Compute PEAKS and Flow Frequencies p3.tsf P3.pks [P] Compute PEAKS and Flow Frequencies p2.tsf P2 , p ks [P] Compute PEAKS and Flow Frequencies pl.tsf Pi.pks [P] Compute PEAKS and Flow Frequencies eo2.tsf E02.pks [P] Compute PEAKS and Flow Frequencies eol-b.tsf E01-B.pks [P] Compute PEAKS and Flow Frequencies eol-a.tsf E01-A.pks [P] Compute PEAKS and Flow Frequencies el.tsf Page 3 landuse2.exc El.pks [R] RETURN to Previous Menu [XI eXit KCRTS Program Page 4 predeveloped.pks Flow Frequency Analysis Time series File:predeveloped.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Flow Rate Rank Time of Peak - - Peaks (CFS) (CFS) 0.140 4 2/09/01 2:00 0.312 0.090 7 1/05/02 16:00 0.175 0.175 2 2/27/03 7:00 0.147 0.070 8 8/26/04 2:00 0.140 0.091 6 10/28/04 16:00 0.135 0.147 3 1/18/06 16:00 0.091 0.135 5 11/24/06 3:00 0.090 0.312 1 1/09/08 6:00 0.070 Computed Peaks 0.266 Page 1 Frequency Analysis------- - - Rank Return Prob Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 Flow Frequencyy Analysis Time series File:developed.tsf Project Location:sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.177 5 2/09/01 2:00 0.139 8 1/05/02 16:00 0.214 2 2/27/03 7:00 0.144 7 8/26/04 2:00 0.175 6 10/28/04 16:00 0.187 4 1/18/06 16:00 0.209 3 10/26/06 0:00 0.364 1 1/09/08 6:00 computed Peaks developed.pks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.364 1 100.00 0.990 0.214 2 25.00 0.960 0.209 3 10.00 0.900 0.187 4 5.00 0.800 0.177 5 3.00 0.667 0.175 6 2.00 0.500 0.144 7 1.30 0.231 0.139 8 1.10 0.091 0.314 50.00 0.980 Page 1 Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.024 4 2/09/01 2:00 0.017 7 1/05/02 16:00 0.029 2 2/27/03 7:00 0.017 8 8/26/04 2:00 0.021 6 10/28/04 16:00 0.025 3 1/18/06 16:00 0.024 5 10/26/06 0:00 0.050 1 1/09/08 6:00 Computed Peaks bypass.pks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.050 1 100.00 0.990 0.029 2 25.00 0.960 0.025 3 10.00 0.900 0.024 4 5.00 0.800 0.024 5 3.00 0.667 0.021 6 2.00 0.500 0.017 7 1.30 0.231 0.017 8 1.10 0.091 0.043 50.00 0.980 Page 1 landuse.exc KCRTS Program... File Directory: C:\KC-SWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 1.02 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.20 0.00 0.000000 Impervious predeveloped.tkf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.52 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.54 0.00 0.000000 Impervious developed.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.11 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.06 0.00 0.000000 Impervious bypass.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies bypass.tsf by ass.pks [P� Compute PEAKS and Flow Frequencies developed.tsf developed.pks [P] Comppute PEAKS and Flow Frequencies predeveloped.tsf predeveloped.pks [R] RETURN to Previous Menu [X] eXit KCRTS Program Page 1 vltl.bwt Data file used during vault sizing. stage / discharge information taken from vlt exit.doc (vault discharge) backwater analysis. 10 0.53 0.10 0.53 0.20 0.53 0.30 0.54 0.40 0.54 0.50 0.56 0.60 0.57 0.70 0.57 0.80 0.59 0.90 0.60 1.00 374.35 Page 1 } '1 '1 } Retention/Detention Facility 1 Type of Facility: Detention Vault -� Facility Length: 29.33 ft Facility Width: 29.33 ft 1 Facility Area: 860. sq. ft �?Jf Effective Storage Depth: 2.83 ft Stage 0 Elevation: 374.35 ft 'l Storage Volume: 2434. cu. ft Z1 Riser Head: 2.83 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.56 0.111 .� 2 1.93 0.88 0.020 4.0 Top Notch Weir: None Outflow Rating Curve: vltl.bwt Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 374.35 0. 0.000 0.000 0.00 0.02 374.37 17. 0.000 0.001 0.00 0.03 374.38 26. 0.001 0.002 0.00 0.05 374.40 43. 0.001 0.002 0.00 0.07 374.42 60. 0.001 0.002 0.00 0.08 374.43 69. 0.002 0.002 0.00 0.10 374.45 86. 0.002 0.002 0.00 0.11 374.46 95. 0.002 0.002 0.00 0.13 374.48 112. 0.003 0.002 0.00 0.23 374.58 198. 0.005 0.002 0.00 0.33 374.68 284. 0.007 0.002 0.00 0.43 374.78 370. 0.008 0.002 0.00 0.53 374.88 456. 0.010 0.002 0.00 0.63 374.98 542. 0.012 0.021 0.00 0.73 375.08 628. 0.014 0.030 0.00 0.83 375.18 714. 0.016 0.036 0.00 0.93 375.28 800. 0.018 0.042 0.00 1.03 375.38 886. 0.020 0.047 0.00 1.13 375.48 972. 0.022 0.051 0.00 1.23 375.58 1058. 0.024 0.055 0.00 1.33 375.68 1144. 0.026 0.059 0.00 1.43 3.75.78 1230. 0.028 0.063 0.00 1.53 375.88 1316. 0.030 0.066 0.00 1.63 375.98 1402. 0.032 0.070 0.00 1.73 376.08 1488. 0.034 0.073 0.00 1.83 376.18 1574. 0.036 0.076 0.00 1.93 376.28 1660. 0.038 0.078 0.00 1.94 376.29 1668. 0.038 0.079 0.00 1.95 376.30 1677. 0.038 0.080 0.00 1.96 376.31 1686. 0.039 0.081 0.00 ' 1.97 376.32 1694. 0.039 0.082 0.00 1.98 376.33 1703. 0.039 0.085 0.00 1.99 376.34 1711. 0.039 0.085 0.00 2.00 376.35 1720. 0.039 0.086 0.00 2.10 376.45 1806. 0.041 0.092 0.00 2.20 376.55 1892. 0.043 0.097 0.00 2.30 376.65 1978. 0.045 0.101 0.00 2.40 376.75 2064. 0.047 0.105 0.00 2.50 376.85 2150. 0.049 0.109 0.00 } 2.60 376.95 2236. 0.051 0.112 0.00 2.70 377.05 2322. 0.053 0.116 0.00 } 2.80 377.15 2408. 0.055 0.119 0.00 2.83 377.18 2434. 0.056 0.120 0.00 2.93 377.28 2520. 0.058 0.585 0.00 3.03 377.38 2606. 0.060 1.430 0.00 3.13 377.48 2692. 0.062 2.530 0.00 3.23 377.58 2778. 0.064 3.830 0.00 1 3.33 377.68 2864. 0.066 5.300 0.00 3.43 377.78 2950. 0.068 6.730 0.00 y 3.53 377.88 3036. 0.070 7.260 0.00 3.63 377.98 3122. 0.072 7.750 0.00 _ 3.73 378.08 3208. 0.074 8.220 0.00 3.83 378.18 3294. 0.076 8.660 0.00 y 3.93 378.28 3380. 0.078 9.080 0.00 4.03 378.38 3466. 0.080 9.470 0.00 4.13 378.48 3552. 0.082 9.860 0.00 4.23 378.58 3638. 0.084 10.230 0.00 4.33 378.68 3724. 0.085 10.580 0.00 1 4.43 378.78 3810. 0.087 10.930 0.00 4.53 378.88 3896. 0.089 11.260 0.00 4.63 378.98 3982. 0.091 11.580 0.00 4.73 379.08 4068. 0.093 11.900 0.00 4.83 379.18 4154. 0.095 12.210 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.36 0.34 2.88 377.23 2474. 0.057 2 0.19 0.15 2.84 377.19 2439. 0.056 3 0.18 0.13 2.83 377.18 2436. 0.056 4 0.21 0.11 2.65 377.00 2278. 0.052 5 0.18 0.11 2.63 376.98 2263. 0.052 6 0.17 0.08 1.94 376.29 1665. 0.038 7 0.14 0.07 1.50 375.85 1288. 0.030 8 0.14 0.06 1.24 375.59 1063. 0.024 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.34 0.05 ******** ******* 0.38 2 0.15 0.02 ******** ******* 0.17 3 0.13 0.02 ******** 0.15 0.15 4 0.11 0.03 ******** ******* 0.13 5 0.11 0.02 ******** ******* 0.13 6 0.08 0.02 ******** 0.09 0.09 7 0.07 0.02 ******** ******* 0.07 8 0.06 0.02 ******** ******* 0.06 --------------------------------- Route Time Series through Facility Inflow Time Series File:developed.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 0.364 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.336 CFS at 7:00 on Jan 9 in Year 8 Peak Reservoir Stage: 2.88 Ft Peak Reservoir Elev: 377.23 Ft Peak Reservoir Storage: 2474. Cu-Ft 0.057 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0.381 CFS at 7:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.113 5 2/09/01 7:00 0.065 7 1/05/02 17:00 0.114 4 2/27/03 10:00 0.055 8 8/26/04 4:00 0.079 6 10/28/04 19:00 0.148 2 1/18/06 17:00 0.130 3 11/24/06 5:00 0.336 1 1/09/08 7:00 Computed Peaks Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.129 5 2/09/01 6:00 0.073 7 1/05/02 17:00 0.130 4 2/27/03 9:00 0.062 8 8/26/04 3:00 0.089 6 10/28/04 18:00 0.166 2 1/18/06 17:00 0.147 3 11/24/06 5:00 0.381 1 1/09/08 7:00 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.336 2.88 1 100.00 0.990 0.148 2.84 2 25.00 0.960 0.130 2.83 3 10.00 0.900 0.114 2.65 4 5.00 0.800 0.113 2.63 5 3.00 0.667 0.079 1.94 6 2.00 0.500 0.065 1.50 7 1.30 0.231 0.055 1.24 8 1.10 0.091 0.274 2.86 50.00 0.980 -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.381 1 100.00 0.990 0.166 2 25.00 0.960 0.147 3 10.00 0.900 0.130 4 5.00 0.800 0.129 5 3.00 0.667 0.089 6 2.00 0.500 0.073 7 1.30 0.231 0.062 8 1.10 0.091 0.310 50.00 0.980 SECTION 5.3 DETENTION FACT1LTI7ES Riser Overflow The nomograph in Figure 5.3.4.H can be used to determine the head (in feet) above a riser of given diameter and for a given flow (usually the 100-year peak flow for developed conditions). ,00 5.0 , FIGURE 5.3.4.11 RISER INFLOW CURVES M036. ENNEN 33 0000 30 10000 27 .00000 24 MEN PMM ���III I�III 0.1 10 HEAD IN FEET (measutred from crest of riser) Qweir=9.739 DH3/2 Q orifice=3.782 D 2 H 112 Q in cfs, D an-d H in feet Slope change occurs at weir -orifice transition 9/l/98 1998 Surface Water Design Manual 5-50 Wetpool Volume Calculation Based on King County Surface Design Manual (KCSWDM, 1998) Per section 6.4.1.1 Area of impervious surface: t 5A_g, Iy e. -. p I t F Z +- t�01— 3 t 1?0 Z-) Ai := 23480ft2 Area of till soil covered with grass: [-S iv S% 1?I i- P2 ip0I-3 i- PoZ) Atg := 22547ft2 Area of till soil covered with forest: Atf := Oft Area of outwash soil covered with gross or forest: Ao := Oft RainFall from mean annual storm: r := 0.039ft Volume of runoff from mean annual storm: Vr:= (0.9•Ai + 0.25•Atg + 0.10•Atf + O.OIAo)•(r) Vr = 1044 ft3 Volume of Required Wetpool f := 3.0 Vb := f•Vr Vb = 3132 ft3 4' + 3 IM Lk-, .{._ 15 r-Cc.1 I = 1 ? (%3) << = 8 $ y �- f 3 l5T C - I I p 0-� +4>1-4-1 Vol u +Ao- 3 s 3 CP = 0. -Z Vv!LLv4'- Zk" (2e-tl = 51 e13] Z, (.15'Z 4� } 3 Z el /3, 534, =6.7S = -75 L w- t o CPH Consultants Project No. 0017-06-002 2/16/2008 wetpool volume-revised.xmcd Page 1 of 1 CP H CONSULTANTS APPENDIX ❑ LEVEL-1 DOWNSTREAM ANALYSIS Site Planning Civil Engineering Project Management Land Development Consulting 0 King County Federal Way Townhomes - Offshe Analysis •f! j!_;rlrNryrl I juf9li_I!6{ ,i•!y � , ca ;•urge+i_�!G•il 5 �M•1 �U's�flfl�[� G7 I 4' 3!:1�CIc i rl tit+ 7y; rSzr_EI'GG - ru, S�'J:l!G_i Ju+fic flJ j��! - S 335iD ST i. dera WWay SC1 �55 Kmg CcarHy ; 4 4521t '. Legend M5ale-zled Parcels Par als 19 IR L] County Boundary Parks !" Na - Neglar�lud s�; ws r✓ X Nbunlain Peaks Llnin•larporated KCZoriing ® C3 •purr nn:; ri:.1r %ranlaurs (511 1rghli A 10 Ag"." ra am,- x- 10 ace -cc � �� �cyaq $�s crew I l5)l 1J?l -- A35 Ag-ciwj u•r--DJ:P=75a-_-m- 4 fi=ca Highways d y.re�a � C•w Forest Prodj-:Ibr1 Distri,-t Boandary- RA25 :Zra A-u a/---a:c- 51-t: f1, Agrr ulluralI Proci3_tian Gisiri�,1 Boundary -RA i RJ"a A -ea aw-:' J 7_ :1:7_''Cs Urban Gra 1h Araa Line Vie\ 10 RJ J A-e-a x- kla.-ac• f In:;raraorated Area 7 1 Rac ck_-ra am : J x- x-a 5!r_ets -1t 7r.:3rca- vJ:lu-a_c ' 1 Trx;J- Z G ZC, f1`T.a ti --J 7L•'.l-C A-w- a s u 3ewJxra ti ' J x- a.'c _rti:l R 12 7-_-:drra 12-1 :v--, w-e j Lakes and Large icreers I— '21ci �C>dYr-:1 1:ivJ:e'a�'C "u• StTe.ams .2- Tribal Lan•J_ cu'i: e information Included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County kes no representations or warranties, express or implied• as to accuracy, completeness, timeliness, or rights to the use of such information- King County hall not be liable for any general, special, indirect, incidental, or consequential damages including, but not Gmilted to, lost revenues or lost proTds resulting from the use or misuse of the information contained on this map. Any sale of this map or infomration on this map is prohibited except by written permission of King County. Date' 1 1-20-2008 Source: King County MAP - Property Infvrmatdon (httpJ/www.metrokc.9ovOSMMP) V 32 a i 2.9 N N N N N o O O to W W dl C1 W c 'o m o 0 aDi aDi a�i a�i 0 U U U U U U = 0 O d m L C W d Qd _ ccm CO, n O 0 O 0 O Li O :i O �" O 0 a 0 C �aa�i C -O O M cc E of N 6 c c c c m— oa2 z zz zz .0 ao a C o 0.0 a�.a c ti gismo `m�CU =moo` Ci6= I.) c o C v to ,� CL V m O O O O O O x 0 Wa � y'- .aa U N N N N N 3>.0V) 0 0 0 0 0 0 z z z z z z m� C) o N a o 0 0 0 0 0 0 o N Vn N 4 p., > 04 ++ r .. m m LS U y Cs m cd ni -•� o 0) w N .OvL6j U j CZ CL � >cc m_ O yyO P,4' �l i� CC d cd O C] E a, N.t cd �.�. O 10 1+ N o an cC > N to 'Ly 4 ❑ 0 0 C� G m m:m s' � 3 c � w ;� - o cd � 'b Cd '00 a, CL 6 O o t= •- 3-Qm 3 4 3 •- 0 M m m uJ .� c m t.N 'm cd 1O •O 0 .d a me v) : �, E 40 CO Ste" ❑ E E �s iS m m o ci 0 C� Q� .� x oz yn O " O O > O U t� m E cM It vl m m N m CP H CONSULTANTS APPENDix E NRCS SOILS INFORMATION Site Planning Civil Engineering Project Management Land Development Consulting Soil Map —King County Area, Washington (Federal Way Townhomes) N mmm A o zo ao so 120 Feet 0 50 100 200 300 USDA_ Natural Resources Web Soil Survey 2.0 2/6l2008 Conservation Service National Cooperative Soil Survey Page 1 of 3 Z W W J a Ol N O OI a w c o- oo 0 3 c N O O N 2 !0 O N atm v o� ��t Nv w rn c o,E m Z, 0 c' c 'om E E c 0 0 N U co �ECc magi z w'o EN d Q N CV2O. O Z tCL 3 wE yO c e O NpO N pw oQ °cCL � � ON Z .-.> O cv o E -- m a� Em tcM to -0 �t� ° 00 o aai mm 0)CO m Ncy 3 D a�i3O cd o yaL0En o� Y 310 EO>. W oy �� °' •�"cm y �AC=EN myNv f0 NE -00E "0>w :C "mOa 'o w O °= .0L O to °Za sU)am c o o �>ocE COcrn cF CO �Qom rn rna °� o m = Z :� N E m E OS o f (D 0 Hw v1US a FL- 8 E o N co O C lTa n � U m m N C N r a1 y a1 O7 m a7 M M a� y � >. at r y t N at a1 N a7 N c 'm It fA al i9 la Lot N «S O > O e_ a, fA O +• �z U > > O to y J J LL '1' Q y 1rL _a .V 0 c ❑ A U. m 4t w e g A 1+ a 3 On Q o m 0 co > a a.> CL w a. ° COLL w>> on mO O °LL. 3 n O Q CO +N+ •+ 3 c O >C>N N aJ l0O _ O q UaC Co Y 'Nc O nO Q .-m m a a a � M CO M fA fA W CO in a o 'D® x; x o o >+ X III o n� o ns y a y ao M O ..- O O N m N a d Z co IV 'p N CO Z N co (n O L O yU O toi N O C � a+ L 7 Z 0 Soil Map -King County Area, Washington Federal Way Townhomes Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI AgB Alderwood gravelly sandy loam, 0 to 6 percent slopes Totals for Area of Interest (AOI) Percent of AOI 9.1 100.0% 9.1 10am] USDA Natural Resources Web Soil Survey 2.0 2/6/2008 Conservation Service National Cooperative Soil Survey Page 3 of 3 CP CONSULTANTS ,APPENDIX F OPERATIONS AND MAINTENANCE (FWSWDM, APPENDIX A) Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FAC XrIFS NO.3 - CLOSED DETENTION SYSTEMS (PIPESI TANKS) Maintenance defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at Vents free of debris and any point with debris and sediment sediment Debris and Accumulated sediment depth exceeds 1096 of the All sediment and debris Sediment diameter of the storage area for Vz length of storage removed from storage area. vault or any point depth exceeds 15% of diameter. Exampte:72-inch storage tapk would require cleaning when sediment reaches depth of 7 inches for more than Va length of tank. Joints Between Any crack allowing material to be transported into All joint between tank /pipe Tank/Pipe Section facility sections are sealed Tank Pipe Bent Any part of lank/pipe is bent out of shape more than Tank/ pipe repaired or replaced Out of Shape 1006 of Ws design shape to design. Manhole Cover Not in Place Cover Is missing or only partially in place. Any open Manhole is dosed. manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools. Botts into frame have less tools. Working than % inch of thread (may not apply to self-locking lids.) Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applying 80lbs of lift. Intent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. . person. Ladder Rungs KM County Safety Office and/or maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, agows maintenance person safe misalignment. rust, or cracks. access. Catch Basins See 'Catch Basins' Standards No. 5 See 'Catch Basins" Standards No. 5 1998 Surface Water Design Manual 9/l/98 A-3 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACIL IES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1-12 feet Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. t Structure is not in upright position (allow up to Structure in correct position. 100/6 from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust water tight; structure repaired or replaced and works as designed. Any holes —other than designed holes —in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is tree of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions potential of blocking) the overflow pipe. and works as designed. Manhole See "Closed Detention Systems" Standards No. 3 See "Closed Detention Systems' Standards No. 3 Catch Basin See 'Catch Basins' Standards No. 5 See 'Catch Basins' Standards No. 5 9/1/98 1998 Surface Water Design Manual A-4 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII.I= NO.5 - CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Tomponent Maintenance is performed General Trash & Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris (in the basin) that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame 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 wider than 1/4 inch (intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab, i.e., separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet/ outlet pipe or any evidence wide at the joint of inlet/outlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. 1998 Surface Water Design Manual 9/1198 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS (CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Maintenance is performed Fire Hazard Presence of chemicals such as natural gas, oil and No flammable chemicals gasoline. present Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 100/6 of the basin opening. to basin. Vegetation growing in inlet/outlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place' Cover is missing or only partially in place. Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools. Bolts into frame have less tools. than V2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs. of Cdt, intent is keep cover from maintenance person. seaking off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, misalignment, Ladder meets design standards Unsafe rust, cracks, or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20% of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s) of the grate. Grate is in place and meets Missing. design standards. NO.6 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When. Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% of Barrier clear to receive capacity the openings in the barrier. flow. Metal Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars, than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 500/6 deterioration Repair or replace barrier to to any part of barrier. design standards. 9/1/98 1998 Surface Water Design Manual A-6 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Component Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). Accumulated sediment that exceeds 200/6 of diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Results Expected When Maintenance Is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See 'Ponds' Standard No. 1 Maintenance person can see native soil beneath the rock rning. See 'Catch Basins: Standard No. 5 See 'Debris Barriers' Standard No.6 NO.11 - GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Component Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See 'Ponds" Standard No.1 Replace rocks to design standards. See 'Catch Basins' Standard No. 5 See 'Debris Barriers' Standard No. 6 Results Expected When Maintenance is Performed General Weeds Weeds growing in more than 20% of the landscaped Weeds present in less than 5% (Nonpoisonous) area (trees and shrubs only), of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper, cars, bottles, totaling more than 1 cubic foot Area clear of litter. within a landscaped area (trees and shrubs only) of 1,000 square feet - Trees land Shrubs Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25%, of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees m shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/99 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FAQ -rrr ES NO.13 - WATER QUALITY FACILITIES (CONTINUED) D-) Wetvaufts Maintenance Defect Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Wetvault Trash/ Debris Trash and debris accumulated in vault, pipe or Trash and debris removed from Accumulation inlet/ outlet, (includes floatables and non- vault floatables). Sediment Accumulation Sediment accumulation in vault bottom that Removal of sediment from vault in Vault exceeds the depth of toe sediment zone plus 6- inches. Damaged Pipes Inlet/ outlet piping damaged or broken and in Pipe repaired and/ or replaced. need of repair. Access Cover Cover cannot be opened or removed, especially Pipe repaired or replaced to Damaged/ Not Working by one person. proper working specifications. Vault Structure Vault Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at Damaged evidence of soil particles entering the structure the joint of the inlet/ outlet pipe. through the cracks, or maintenance/ inspection Vault is determined to be personnel detemunes that the vault is not structurally sound. structurally sound. Baffles Baffles corroding, cracking, warping and/ or Repair or replace baffles to showing signs of failure as determined by specifications. . maintenance/ inspection staff. Access Ladder Damage Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired to properly, missing rungs, has cracks and/ or specifications, and is safe to misaligned. use as determined by inspection personnel. 1998 Surface Water Design Manual 9/1/98 A-13 CP H CONSULTANTS APPENDIX G TESC CALCULATIONS Site Planning Civil Engineering Project Management Land'Development Consulting Sed Trap.pks Flow Frequency Analysis Time series File:sed trap.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.145 6 2/09/01 2:00 0.292 1 100.00 0.990 0.119 8 1/05/02 16:00 0.188 2 25.00 0.960 0.174 3 2/27/03 7:00 0.174 3 10.00 0.900 0.130 7 8/26/04 2:00 0.156 4 5.00 0.800 0.156 4 10/28/04 16:00 0.153 5 3.00 0.667 0.153 5 1/18/06 16:00 0.145 6 2.00 0.500 0.188 2 10/26/06 0:00 0.130 7 1.30 0.231 0.292 1 1/09/08 6:00 0.119 8 1.10 0.091 Computed Peaks 0.257 50.00 0.980 Page 1 Sediment Trap Calculation Based on King County Surface Design Manual (KCSWDM, 1998) Per section D.3.5.1 Design Inflow (2 or 1 0-year— peak di scharcle cFs Q2 := 0.145 Settling Veloaity_(ff/sec): VS := 0.00096 Factor of SaFety: FS := 2.0 Sediment Trao Surface Area (sf). Q2 SA := FS• — VS SA = 302 CPH Consultants Project No. 1706002 2/6/2008 Sediment Trap.xmcd Page 1 of 1 CP1H CONSULTANTS ►APPENDIX H FACILITY SKETCH AND SUMMARY SHEET Site Planning Civil Engineering Project Management Land Development Consulting T AND FRAME, U TY VAULf 5495-H10 m F o 1PPROVE•D EQUAL (TYP.) FINISHED GRADE SEE PLAN )VER (MAX.) PROVIDE POLY DROP i I RUNG STEPS OR LADDER SECURED TO VAULT WALL5 Q 2.0' MAX. At ALL ACCESS LOCATIONS IE=375.26_ �� o J :I a ( j i ICONC. BAFFLE d J-EV= 37235 [ VAULT CORNER w T N 4899-24: E 487i.01 pp >7%/� ^%///J/!•� f/ice f/fll�//.r ill POINT = 369.61 rSEE FITDY C84 GRAVEL BACKFILL FOR WALLS PER WSOOT SPEC. SECTION 9-03.12(2) o k E c o Z ( Te7 � NOTE 8) n I I F r I� 14 57� I ; r DESIGN PER: FEDERAL WAY SURFACE ( I fig �y WATER DESIGN MANUAL (1998) OUTFLOW PERFORMANCE: LEVEL-1 ( ( °r /f���f�%�!• � �i•! %: ;`!ram':-;.-. ! 7 RELEASE MECHANISM: MULTI -ORIFICE RISER STORM ESM T. (TIP,, RISER INVERT: 374.35 ORIFICE 1: 1.56; IE=372.35 ORIFICE 2: 0.8B; IE=376.28 = VAULT PLAN TCP = J7770 I s. rE=375.26 n z BOT.= 369.35 i SUITABLE UNDISTURBED NATIVE OR COMPACT STRUCTURAL FILL MATERIAL SEE NOTE 7 RISER OVERFLOW=37ZIB ') 7STAGE (FT) VOL. (CU FT.) DISCHARGE (CFS) u j W 1.00 BB4 0.046 U) 2.00 1,768 0.066 O 283 2, 502 0.120 T J 3.00 $ 652 1,177 J.33 Z944 5.30 7y Z O -' Lu MANUFACTURED FACLITY DESIGNED TO SUPPORT A MINIMUM OS-20 TRAFFIC FINISHED G CALCULATIONS AND SHOP DRAIMNGS STAMPED BY A PROFESSIONAL Q z SEE PLAN GTON VEMFnNC VAULT CAPACITY AND COMPLIANCE W7H ALL PROJECT WIN ET.EVADONS; SOIL BEARING CAPACITY, AND GROUNDWATER CONDITIONS. J I SHOP ORAWINGS SHALL BE PROVIDED TO THE BIALOING DEPARTMENTS PRIOR � Q mm^FOR OVERBURDEN SUPPORT UNDER A MINIMUM HS-20 TRAFFIC LOADING. w PARTS SHALL BE STAINLESS STEEL OR EQUIVALENT. 0 Q ,?N ONTS. PRECAST VAULTS SHALL HAVE AN APPROVED WATER TIGHT, w — POINT OF SURFACE ACCESS TO EACH INTERIOR CHAMBER AREA, AND £ACH �LIDS SHALL BE ALIGNED AT THE INLET AND OUTLET PIPE LOC4PONS AL IN DIMENSION TO THOSE PROVIDED AT THE INLET AND OUTLET PIPES. OF THE VAULT FOR ALL VAULTS MTH A TOTAL INTERIOR LENGTH GREATER ,'0 120 FEEL. )DUMODATE ACTUAL ACCESS LOCATIONS AND FINISHED GRADE C0077ONS. 1T OF VAULT AND TO A DISTANCE BEYOND THE VAULT EQUAL TO THE DEPTH ,S SA ROIECT PLANS AND SPECIFICAROYS, AND AS DIRECTED BY THE ENGINEER. 18CE COMPACT STRUCTURAL FILL MATERIAL ?HE VAULT WALLS TOWARDS THE CENTER TO FORM A Y. THIS V WILL •'�'S FEET OF THE VAULT (FIRST CELL). THE REMAINDER OF THE VAULT BOTTOM ' )ETENIION fE (CF) q SECT/ON NOT TO SCALE TER QUALITY ,E (CF) CLIENT mk SCM R08ERTS 110 STEWART AVE FAST PUYALLUP. WA %371 PHONE:(2531677.28DO CPU - CONSULTANTS lr1Y�•G�bpny Mim1^u¢•I�huip�vldlT 73i tM Awwq,5mK 100 n,ew.xA vxo73 snex-[+rilT8b13� ��i�:5178sx3eB •••.Y.n'-axa.nm� PROJECT NO. 0017-06-002 [� CALL BEFORE DRAWING YOU DIG C3.6 �Y? 1_800-4245555 SHEET 11 OF- X cwn,y„e xwe cer�c��n.,s uc wrno�n�.<a KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development & I W Date 63 f ig/o $ Location Z2&15 5�,L,+k 333RD ENGINEER DEVELOPER Name In C Name jz j -}- Firm -Fe, „t:!- Firm Address -733 m v Address i j v 4- ALje. &, e, i- Kirklt.•r4 INN 411 w -71 Phone ZS ZS - 2 4 Phone (25 7 - So Developed Site: Acres o. (.y Number of lots Number of detention facilities on site: Number of infiltration facilities on site: ponds ponds vaults vaults tanks tanks Flow control provided in regional facility (give location) 6,4 - 4; } c- pE No flow control required Exemption number Downstream Drainage Basins Immediate Major Basin Basin A OF - t l•� 1-i Gr Basin B Basin C Basin D Number & type of water quality facilities on site: biofiltration swale (regular/wet/ or continuous inflow?) combined detention/WQ pond large?) (WQ portion basic or large?) combined detention/wetvault compost filter filter strip flow dispersion farm management plan landscape management plan sand filter (basic or large?) sand filter, linear (basic or large?) sand filter vault (basic or stormwater wetland wetpond (basic or large?) wetvault oil/water separator (baffle or coalescing plate?) 1998 Surface Water Design Manual 9/1/98 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL catch basin inserts: Manufacturer pre -settling pond pre -settling structure: Manufacturer flow-splitter catchbasin DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water qual4y design flow Water Quality treated volume or wet and Vr 3 3 2 9/1/98 1998 Surface Water Design Manual 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN INFORMATION, cont'd TOTAL INDIVIDUAL BASIN Drainage basin(s) Onsite area A B C D q Offsite area O. 5 Type of Storage Facility CvvKlb;xcd µ Live Storage Volume z, So 1 Predeveloped Runoff Rate 2-year 10- ear O. 19 7 100-year v . 31 Z Developed runoff rate 2-year D. 0911 10- ear v • 114 7 1 00-ear p . 39 1 Type of restrictor IT to, Size of orifice/restriction No. 1 No. 2 v.ffff No. 3 No. 4 FLOW CONTROL & WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch (top right-hand corner). The heading should contain: ■ North arrow (point up or to left) ■ D9# ■ Plat name or short plat number • Address (nearest) • Date drawn (or updated) ■ Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes-- indicate: Pipe size Pipe length N, Flow direction Use s single heavyweight line 4. Tanks-- use a double, heavyweight line and indicate size (diameter) 5. Access roads • Outline the limits of the road ■ Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: 1998 Surface Water Design Manual 9/1/98 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • Bollards: ■ * ■ • sums • Rip rap 000000 000000 Fences --x--- x--- x--- x--- x--- x--- ■ Ditches—D—CD—CD—CD 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. 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