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HomeMy WebLinkAboutSWP272196(1) FP E C . E V E ® W 2 2 1'c5 BUILDING DIVISION l�T > 11l OUR JOB NO. 5197 FEBRUARY 13, 1995 ' —m—off oN � E O E I V ED BUILDING DIVISION Prepared By: ` BARGHAUSEN CONSULTING ENGINEERS, INC. 1 821 5 72ND AVENUE SOUTH KENT, WASHINGTON 98032 C-3 (206) 251 -6222 28146 Q /STEP������ :yl SS�DNALENG • ; HA �F EXPIRES 4/;! 77 - m 2 o = CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES <r^'C+ENGN TABLE OF CONTENTS I. Introduction/General Information A. General Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. TIR Worksheet 2. Site Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II. Preliminary Condition Summary III. Off-Site Analysis A. Upstream Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B. Downstream Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . IV. Retention/Detention Analysis and Design A. Existing Site Hydrology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B. Developed Site Hydrology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C. Hydraulic Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D. Retention/Detention System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V. Conveyance System Design and Analysis VI. Special Report and Study VII. Basin and Community Plan Areas VIII. Other Permits IX. Erosion/Sedimentation Control Design X. Additional Documents A. Bond Quantity Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B. Retention/Detention Facility Summary Sheet and Sketch . . . . . . . . . . . . . . . . . . . . . C. Declaration of Covenant XI. Maintenance and Operation Manual 5197.003 [BS/krl b n 0 L. rt O N � C r m I � I. INTRODUCTION/GENERAL INFORMATION I. INTRODUCTION/GENERAL INFORMATION The proposed project lies within the southwest quarter of Section 17, Township23 North, , Range 5 East, W.M., City of Renton, King County, Washington. The site is fronted by S.W. 27th Street along the southern property line. Commercial zoning surrounds the property on the west, north, and east side. Class 2 wetlands exist along the north corridor of the site and discharge into Springbrook Creek which flows along the east property line. The proposed 7.85-acre parcel will consist of one commercial building on the southwest half and parking surrounding. The topography of the predeveloped site indicates a relative high point along the west property line. The northwest quarter below the Class 2 wetlands drains north into the wetland area then continues into Springbrook Creek. The remaining drainage area flows east directly into Springbrook Creek. Following development of the plat, proposed runoff will be conveyed by a closed tightline system to a water quality Swale and an open detention pond in the northwest corner of the site. The detention pond and water quality swale will be designed in accordance with the 1990 King County Surface Water Design Manual. There is no upstream flow onto the site. Please refer to the drainage area map in Section IV of this report for additional information and drainage flow locations. 5197.003 [MSH/krl CORE REQUIImEMENTS 1. All surface drainage will continue to discharge into its natural location S rin brook g ( p g Creek) following development. 2. No downstream drainage analysis is required for this project since flows discharge directly into Springbrook Creek and other core requirements have been met. 3. Runoff control and water quality improvements have been designed per KCSWDM (see Section IV, this report). 4. Conveyance system has been designed per KCSWDM (see Section V, this report). 5. TESC plans and details are included in the plan set. The TESC report is included in Section IX of this report. 5197.003 [MSH/kr] SPECIAL REQUIREMENTS 1. Proposed project does not lie within a critical drainage area. 2. Project does not require a master drainage plan. 3. Same as Note 2. 4. Project does not lie within an adopted basin or community plan as designated by KCDDES. 5. Water quality has been provided on site by water quality swale and wet pond to meet special requirements and core requirements. 6. Oil/water separator not required. 7. Project will not discharge to a closed depression. 8. Project will not use lakes, wetlands, or closed depressions for peak rate runoff control. 9. The 100-year floodplain compensation plan provided in plan set designates 100-year floodplain as required. 10. Same as Note 9. 11. Geotechnical report provided in special report section of this TIR. (See Section VI). 12. King County soils survey information provided in Section II of this report. Geotech report provided in Section VI. 5197.003 [MSH/krl Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART I OWNER AND .1 PART 2 PROJECT LOCATION PROJECTAND DESCRIPTION ProjectOwner ALLPAK DEVELOPMENT, INC. Project Name ALLPAK CONTAINER BUILDING Address S.W. 27TH STREET Location Phone Township 23N Project Engineer DANIEL K. BALMELLI Range 3E BARGHAUSEN CONSULTING ENGINEERS Section 17 Company Project Size 7.85 AC Address Phone 18215 7 2ND AVENUE SOUTH Upstream Drainage Basin Size 0 AC KENT WA 2 2 PART 3 TYPE OF • OTHER 0 Subdivision 0 DOF/G HPA ED Shoreline Management 0 Short Subdivision COE 404 Rockery 0 Grading DOE Dam Safety Structural Vaults FX Commercial EJ FEMA Floodplain Other Other COE Wetlands 0 HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community GREEN RIVER Drainage Basin BLACK RIVER / SPRINGBROOK CREEK PART 6 SITE CHARACTERISTICS E::] River X� Floodplain FX Stream SPRINGBROOK CREEK Wetlands 0 Critical Stream Reach 0 Seeps/Springs E:1 Depressions/Swales F-1 High Groundwater Table ED Lake 0 Groundwater Recharge 0 Steep Slopes Other Lakeside/Erosion Hazard PART 7�'SOILS Soil Type Slopes Erosion Potential Erosive Velocities WOODINVILLE LOW El Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET f DEVELOPMENTPARTS • REFERENCE LIMITATION/SITE CONSTRAINT E Ch.4-Downstream Analysis a E E a E Additional Sheets Attatched REQUIREMENTSPART 9 ESC MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION © Sedimentation Facilities 0 Stabilize Exposed Surface ® Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control X Clean and Remove All Silt and Debris 0 E Clearing and Grading Restrictions Ensure Operation of Permanent Facilities E Cover Practices E Flag Limits of NGPES Construction Sequence E Other Other PART 10 SURFACE WATER SYSTEM ® Grass Lined Channel 0 Tank E Infiltration Method of Analysis Ell Pipe System 0 Vault F-1 Depression ® Open Channel E Energy Dissapator E Flow Dispersal Compensation/Mitigation E Dry,Pond Wetland E Waiver of Eliminated Site Storage © Wet Pond E Stream E Regional Detention Brief Description of System Operation STORM WATER CONTAINED IN 3 CELL WET/ DETENTION POND FOLLOWING BIOFILTRATION SWALE. Facility Related Site Limitations E Additional Sheets Attatched Reference Facility Limitation PART 11, STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (Mayr'equ Ire special structural review) 0 Drainage Easement E Cast in Place Vault Other 0 Access Easement E Retaining Wall E Native Growth Protection Easement E Rockery>4'High E Tract Structural on Steep Slope E Other 7a't"tatchments. civil engineer under my supervision have visited the site. Actual onditions as observed were incorporated into this worksheet and the To the best of my knowledge the information provided Sipned'D.ta here is accurate. -_ - - - ----- 1 KVl ANDOVER PARK W. l " t r\ 1S3M `. BNRR mD Pew.- q to m _ LIND AVE. S.W. -1 E. VALLEY RD. Lg� TALBOT �0 0 515 c� O a. ro r• n rt (D H. I-A O r G � G w � ht w n II. PRELIMINARY CONDITION SUMMARY 08,22/04 14:42 FAT 206 763 0871 TRAMMELL CROW RA RCILIUSEN fa002/012 June 14, 1993 OFFICE OF THE HEARING EXAMINER CITY OF RENTON REPORT AND DECISION APPLICANT: O'KEEFE DEVELOPMENT CORPORATION O'Keefe Manufactaring/Warehouse Facility Pilo No- SA;SM-92-067 LOCATION: North side of SW 27th Street, west of Springbrook Creek SUMMARY OF REQUEST; The applicant seeks approval to construct a 191,350 sf speculative manufacturing/warehouse facility on a 13 acre site. Tire Spiingbiook Creek runs along the east side of the project site and the:rear 2.4 acres of[the project is a Category"11 wetland. The applicant intends to provide a fifty (50) foot'wide buffei area adjacent to the wetland area SUMMAP,Y OF ACTION: Development Services Recommendation: Approval with Conditions DEVELOPMENT SERVICES The Development Services Report was received by the REPORT: Examiner on May 25, 1993 PUBLIC II=AItIING: After reviewing the Development Services Repoi t, examining avzilable information on file mith the application, and field checking the PrODerty and surrounding area, the Examiner conducted a public hearing on the subject.as follows: MINUTES The hearing was opened on June I, 1993. at 9:00 am in the Council Chambers of the Renton Municipal Building. Parties wishing to testify were affirmed by the Examiner. The Examiner noted that there would be a recommendation to the Department of Ecology regarding the Shoreline Management Permit. The. following exhibits were entered into the record:- Exhibit 41 - Yellow File containing application, pioof of posting and publication and other documentation pertinent to this request. Exhibit ;f2 - Vicinity,Map and Site Plan Exhibit g3 - Landscape Plan Exhibit 4d - Drainage Plan 08,122,104 14•42 FA-X 206 763 0371 TRMELL CROW > > > BA,�CHAIISEN 003!012 AdW O'Keefe DevPlnPmPnr ..hrpnratinn SA;SM-92-067 June ld, 1993 Page 2 Exhibit ;,S - Elevations Exhibit „-6 - Conceptual Wetlands Plan Exhibit T7 - Site Plan Showing Contours and Parking 7 `= The hearing opened with a presentation of the staff report by MARK PYWELL, Scnior Plauncr, who stated that the I91,000 sf facility would be. constricted on 13 acres located on SW 27th Street in the lower southeast quarter of Renton, west of Lind Avenue. The site was zoned MP. Manufacturing Park and designated MP on the Comprehensive Land Use Plan. Surrounding land uses included petroleum storage, Allpak (former Tong Acres track) and vacant land to the north and south_ The Environmental Review Committee (ERC) had issued a Deteiminat'ion of Nbn-significance, Nildgated on December 30, 1992. The Manufacturing Park designation on the Comprehensive Plan was intended for light inrdrrctriad uses anrd included requirements for adequate setbacks and landscaping, which were met by this proposal. The zoning for this property required a 50-foot setback with landscaping provided along 27th, and with landscaping within the parking lot interior. He reviewed the site's compliance with the criteria for cite approval, noting that to mitigate the impact to the surrounding properties and uses to The east and west of this proposed facility, the applicant would provide a landscaping border on the west, which would match up with the Alipak facility, and a 50-foot green belt area would be provided and lanrdcraPPrd to 1w used for a recreational easement Springbrook Creek was Iocated to the east of this easement, and the petroleum facility was further to the east. The location of Springbrook Creek within 200 feet of the development of a portion of the sitc.brought'in the Shoreline Master Program con_sideratinn for this site. Approximately 10 acres of this i3 acre site had previously had fill placed upon it. Mr_Pvwell said the rear 2.5 acres of the site'consisted of alClass H wetland, which required a 50-foot buffer along the edge, which the applicant would be providing a= landscaping, as part of the ERC- required mitigation. The applicant would also be doing some work to ealiance the exisdug wtUaud area which was constructed at the time Allpak was put in, but due to lack of water in the past had not fared too well. It was hoped that this project might provide the run off to make the system work_ The drainage from this facility would pass through a series of b1ofiluatiou swales and wecpUuels I)cfurc proceeding out into the wetland area. Staff recommended that the applicant provide a three year-bond equivalent to 1096 of the value of the landscaping for mainienance of the landscaping and covenants to run with the land for the life of the building to ensure that future owners understood that the lancI.ecaPing was part of the site plan approval and must be maintained for the future. This development would improve area-wide Droperry values. The applicant had done a goon job of providing safety and efficiency of vehicular and pedestrian circulation on the site. Tlieie would be two access Pnints onto SW 27th which would connect to a driveway system which would provide fire vehicle access to all comers of the building. There would also be sidewalks Drovided from the building front out to the street. Since the driveway for the building would cross the pedestrian walkway, it was recomrnenried that the applicant paint or change the surface material of the pedestrian crossing for better identification. Mr_ Pvwell nored that there were 201 parking spaces shown on the plan while 128 - I91 spaces should be ptovidod for a facility of this size. Staff recommended a 191-space limit with 15% of those set aside as a reserve area that would be landscaped until the applicant,'petitioning the Planning/Building/Public Works Dep2rtmPnr, multi chnw that the facility required additional parking. There would Lc no dcprivaduu of Iight and air as the setbacks, averaging between 50 and 100 feet, would provide adequate spacing for air to flow. Staff felt there would be no significant problems with noise. odors, or unhealthy conditions haraitse of the setbacks, type of lighting to be used, and the 08'22104 14:43 FAX 206 763 0871 TRAMMELL CROW BAgCHAUSEN 004!012 O'Keefe Development corporation ia'r3� SA;SM-92-067 June 14, 1993 Yage 3 construction management plan that had been submitted. Public utilities were sufficient to support the facility. Staff felt that the design of the building would not cause blight in the area_ On the Federal Emergency Management Agency (l;EMA) map. FEMA indicated that elevation 16 was indicated to be the height of the flood elevation for this area, however for the most part, this property had not been designated on the map as being within the flood plain. It did indicate that the portion within the green belt was within the flood plain. The applicant had provided both the capacity storage for a 100 year flood and had designed the building in order to comply with the standards. The Examiner asked how most of the site could be below elevation 16 and yet not designated as part of the flood plain and whether there was an error in trapping. Mr. Powell said he believed that most of the area was designated out of the flood plain on the map because when the creek was dredged, the spoils were built up as a berm along the sides of the creek_ FEMA acknowledged that berm and did not indicate that the area behind the berm would be in the flood plain duc to the extra protection the hPrm offerp.d the site The Examiner asked about compensatory storage and whether this project would displace storm water onto someone else's property_ Mr_ Powell noted that the applicant was providing storm water compensation storage on this site in the form of a cistern which would be Iocated beneath the building. The Fire Marshal had indicated that adequate ventilation would be needed for the cistei n. Allowing for some minor flooding of the parking area during an excess of a 100 year storm, staff felt that compensatory storage had been provided. Also under the Shoreline Master Program, development along the 3horeline was required not to intorfcm with access to the creek. The applicant's plan sliuwcd Lhc existing greenbelt and recreation easement which run down the side of the stream, they would landscape that area, and had no development pubs that could interfere with use of that area_ Parks and Recreation had easements down both sides of Springbrook Creek and eventually, would va pulli.ug a trail through on one side of the creek, east or west_ The Examiner asked why they hadn't trade up their minds on this. Mr_ Powell replied that it depended on easements and where the trail could logically be built Staff rccotnmended support of the site approval according to the conditions included in the staff rPport. - Speaking for the applicant, BOB OLSCTTEWSKY, Lance Mueller & Associates, 130 Lakeside, Suite 250, Seattle, WA 9912-. said the easement along the east property line was only 40 feet wide. He was couceruetl about a requirement to review the existing plant materials along Springbrook Creek and replace with native matcriaL. This appeared to him to be an open requirement with no definition of Quantity. Mr.Powell srated that this referred to FRC Mitigation measure number three, which indicated thal the applicant needed to submit a final wetland mitigation plan and the area along Springbrook Creels would be required to.be included. IIe said he would review that plan himself. TLe Examiner stated that it sounded like the applicant was concerned about the open-ended requirement and that some —otland plants were fairly exotic. Mr. 41sehewsicv agreed, and said the steep bank was RTgo of some concern_ The Examiner noted that he would consider those concerns in making his decision Mr_ Pvw,,IT stated that along the shoreline and for any of the wetland plants. staff generally would try to have the applicant work with the Audubon Societ y,ty, or their own wetland specialist to utilize more of the native plant materials instead of exotic plants, and would try to be cost conscious. The Examiner replied that perhaps that aspect should have been looked at earlier. The Examiner called for further testimony regarding this project_ There was no one else wishing to speak, and no fultILer COa1AIleutS frurrt staff. The hearing closed at 9:28 a.m. 'O8/22/04 14:44 FAX 206 763 0871 TRAMMELL CROW' 9 BARCHAUSEN f�005, O1_ O'Keefe Development t;orporauon SA;SM-92-067 Page 4 FINDINGS, CONCLUSIONS & DECISION: Having ieviewed the record in this matter, the Examiner now makes and enters the following: FINDINGS: 1. The applicant, O'Keefe Development Corporation, filed a request for approval of a Site Plan for an approximately 191,350 square foot building. 2_ The yellow file containing the staff report, the State Environmental Policy Act (SEPA) documentation and other pertinent materials was entered into the record as Exhibit :;;-1. 3_ The Environmental Review Committee (ERC), the City's responsible official, issued a Declaration of Non-Significance (DNS) for the subject proposal. 4. The subject proposal was reviewed by all departments with an interest in the matter, S. The subject site i3 located on the north side of SW 27th Street, immediately west of Springbrook Creek_ Lind Avemve SW is located a block east of Springbrook Creek_ 6. The subject site was annexed to the City with the adoption of Ordinance :1745 enacted in ApriT, 1959. 7. The subject site was recl=i6ed M-P (Manufacturing Park) with the adoption of Ordinance ;U3983 enacted in April, 1986_ 8. The map clement of the Comprehensive PIan designates the area in which tie subjccl site is located as suitable for the'development of manufacturing type uses, but does not mandate such development without consideration of other policies of the Plan_ ' 9. The subject site is 13 acres. The site is generally rectangular. The south property line is approximately 540 feet, the north property line is approximately 550 feet, the eaat property line is 1,038 feet, and the west property line is approximately 1,024 £ect. 10. The north quarter of the site, approximately 2.4 acres, is comprised of a Category TT wetland_ The applicant proposes preserving the wetlands and also providiug a 50 fuut wide buffer adjacent to the wetland to prevent encroachment. 11. In addition to the northern wetland acreage, Ureic arc also ~-Hands array located'aloug the west margin of Springbrook Creel- A greenbelt will be maintained along the creek. The applicant will also provide an easement that would permit a trail to be located alnng the wPct hank of Springbrook Creek. At this time, the Parks Dtparluicui has not determined whether the trail is to be Iocated east or west of the creek. A bridge which crosses the creek about midway along the east property line will be maintained_ 12. The proposed building is almost square. It is approximately 425 feet wide (east-west) by approximately 425 feet deep. The front and rear facades both have an extension that steps out from the facade. The building will contain approximately 191,350 square feet in a 28-foot tall building_ t y08/22!04 14:44 FAX 206 763 0871 TRAMMELL CROW' B CHALiSEN 006, 01_ ; 763 L ' O'Keefe Development �orporation f SA;SM-92-067 ' June 14, 1993 Page 5 13. The eYrPrior treatment will consist of tilt-lip conrrPtP wall panPLc. The applicant propnse.d reflective glass in aluminum frames but due to the proximity of both the wetlands and the creels, reflective glass is inappropriate. Reflective glwG attracts wildlife and bird collisions usually occur. The southeast corner of the building would provide. the entrance area. Roll-up bay doors will be located along the west approximately 150 feet. A canopy will be located above the bay doors. The cast and wo3t facades will be plain. Additional roll-up doors will be Dented along the. north facade. 14. The site is located in the 100-year flood plain. Construction of the building will displace apprnximately 162,700 cubic feet of water. The applicant will be. providing compensating stundge in both a Iowered parking lot (101,130 cf) and in a vault under the building (85;240 cf). 15_ This applicant does not have any current tenant in mind and proposes establishing a mixed-use warehouse and manufacturing building. The parking requirements vary by use. The applicant has proposed 201 stalls, whereas staff has determined that the maximum number of stalls under a worst case parking scenario would require no more than 191 stalls. Staff has therefore recommended that the applicant reduce the parking complement to 162, with 29 stalls kept in reserve and developed as Iandsoapcd areas until needed. 16. Staff has recommended that the applicant post a bond to provide for landscape replacement during the first three year:; if the landscaping Should die. A monitoring plan for the wetland and buffer is also required. 17. The review of the Shoreline Permit is an adminL�-tmtive process and will not be further reviewed herein_ CONCLUSIONS: 1. Tile site plan ordivanc a provides a number of specific criteria for reviewing a site plan- Those criteria are generally represented, in parr, by the following enumeration: a- Conformance with ncc Cuuiprehensive Plan; b. Conformance with the Building and Zoning Gneiss• C. Mitigation of impacts on surrounding properties and uses; d. Mitigation of the impacu of the proposal on the subject site itself, e. Conservation of Property valuer,; f. Provision for safe and efficient vehicle and pedestrian circulation; g. Provision of adcyuate light and air, h. Adequacy of public services to accnrnmodate the proposed use; The proposed use satisfies these and other partieul&3 of the ordinance. 4, 08,122,104 14:44 FAX 206 763 0871 TRAMMELL CROP B/ARCHAIISEN 00 7/012 O'Keefe Development %orpOration SA;SM-92-067 June 14, 1993 Page 6 2. The prupuscd manufacturiug and warcho=c building is compatible With both the Comprehensive plan which designates the site as suitable for manufacturing park type uses, as well as the Coning Code which classifies the site as M-P. 3. Full compliance with the Building Code or Fire Code will occur with detailed review of compliance at the submission of a building permit aimUcation. d. The proposal should not have any untoward impacts on surrounding uses or properties. The uses will maintain at least a 50-foot Setback from adjacent uses and, at apvroximately 28 feet tali, there should not be any adverse shadow impacts on surrounding property. 5. The proposed perimeter landscaping, particularly the landscaping oronosed for the frontage, will help integrate the site into surrounding development. 6. The preservation of the wetland, the wetland buffer, the creek-side landscaping, and the casomont for a possible trail, will all ami3t in minimizing the impacts of this development on the site itself. While the building will be quite large, the articulation at the southeast corner and the entry design as well as the low-rise 28 foot tall facade should help diminish the apparent bulls of the structure. In addition, the setback and frontage landscaping will soften the nppestranr-e of the building- The front bay doors will obviously detract from the overall front aesthetics. 7_ The applicant will nPe.d to modify some of its landscape plans for the greenbelts both adjacent to the wetland and adjacent to Springbrook Creek as a result of conditions imposed by the ERC. Staffs recommendation that the applicant post a bond equal to 10 percent of the landscape value for TIP to three years should be increased to 5 (five years) since wetlands are involved and they are more sensitive and susceptible to damage. 8- While the development will add more traffic to an area with substantial traffic levels already, - there should not be any other adverse impacts on the area and property values should not be affected. 9. The site layout is fairly simple and Pedestrian and vehicular circulation is straightforward_ The applicant should provide a defined pathway across the aisleways for pedcstriaus iu urdrr to link the building to the public sidewalks. 10. The site is adequately sowed by public sei-vices including sewer aud water servic;a. The complex will be constructed in an area subject to flooding and the ERC required the applicant to acknowledge the potential and hold the City harmless in the event flooding does damage the improvements. 11. In conclusion, the proposed use appears to serve the Public use and intereet, although' infringement into the flood plain iS always a iisky proposition. DEMSION: ThP Site P12n is approved subject to the following condition 1. The applicant shall comply with the conditions iluposed by dig ERC. (No appeal of those conditions were filed and they are determinative.) nKnr c<' 08!22/04 14:46 FAX 206 763 0871 TRAMMELL CROW BA CHAUSEN 008!012 d^ O'Keefe Development %-:orporation _ .�'Y SA.;SM-92-067 7nne 14, 1993 Page 7 - 2. The applicant shall creaLe a clearly defined pathway acruss Lhe vehicle ai;Icway for pedestrian; in order to link the building to the public sidewalk, subject to approval of the city_ 3. The applicant shall post a bond or other security instrument equal to 10 percent of the landscape value for a period of 5 (five) years. The security shall be renewed as it is drawn upuu. 4- The applicant shall reduce the allotment of parking stalls to not more than 191 Parking stalls and 29 of Lhuse sLallb shall nuL be develuped until the applicant demonstrates a need for those additional parking staIls. The area in parking reserve shall be landscaped in the same fashion-as the remainder of the site. S. All exterior SI=- treatment shall be subject to review and approval of the City but in no event shall reflective glass he used which wmild cause bird strikes_ ORDERED THIS 14th day of June, 1993. FRED J. " EHAR NG TRANSNf=D THIS 14Lh flay of June, 1993, to the parties of record Mark Pywell Senior Planner Bob 01schewsky Lance Mueller & Associates 130 Lakeside, Suite 250 Seattle, WA 98122 O'Keefe Development,Corp. 790U Se 28th St, Suite 400 Metccr Islaud, WA 98040 TRANSN =D THIS 14Ih day of June, 1993, to the following- Mayor Earl Clymer Councilman Richard M. Strcdicke Don Erickson, Zoning Administrator Lynn A. C:uttmann, Administrator Members, Renton Planning Conuuissiuu Tun Hanson, Development Services Manager Gary Gotti, Fire Marshal James Chandler, Building Official Lawrence J. Warren, City Attorney ' Jay.Covington, MRyor's Executive Assistant Transportation Systcros Division valley Daily News Utilities System Division Pursuant to 'Tide Iv, Chapter 8, Section 15 or the CiLy's Code, request for reconsideration must be filed in writing on or before 5:00 p.m. June 28, 1993. Any aggrieved person fooling that the decision of the Examiner is ambiguous or based on erroneous procedure, et"nm of law or fact, error in judgment, or - — -• - 1riAdidrtLL uxun B,W(;HAUSEN lQ 000;012 O'Keefe Development .,orporarion ' SA;SM-92 067 J une 14, 1993: Page 8 the discovery of new evideace which could not be reasonably available at the priur hearing may make a written request for a review by the Examiner within fourteen (14) days from the date of the Examiner's decision. This request shall set forth the specific ambiguities or errors discovered by such appellant, and the Examiner may, after review of the record, take further action as lie deems proper. An appeal to the City Council is governed by Title IV, Chapter 8. Section 16, which reQuires that such appeal be filed with the City Clerk, accompanying a filing fee of$75.00 and meeting otliei specified requirements_ Copies of this ordinance are available for inspection or purchase in the Finance Department, first floor of City Hall. if the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants, the executed Covenants will be teQuired Drior to approval by City Council or final processing of the file. You may contact this office for- information on forwAttiug cuvcueuLs. The ADDearance of Fairness Doctrine provides that no ex Darte (Private one-on-one) communications may occur concerning pending land use decisions. Ibis means that parties to a land use dec:isiuu may not communicate in private with any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council_ All communications concerning the proposal must be made in public. This public communication Dermits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence. Any vioiaaoa of this doctriuc wuuld result iu the iuvelidation of the request by the Court The Doctrine applies not only to the initial public Leaning but to all Kuqucsts fur Recunsiderdtion as well as Appeals to the City Council. i 19 '94 13:48 LANCE NUE ER 206 92E-0554 P.2 DETERMINATION OF NON-SIGNIFICANCE-MITIGATED MITIGATION MEASURES PROJECTL O'Keefe Manufacturing Facility APPLICANT: O'Keefe Development Corporation APPLICATION NUMBER: LUA-92-067,ECF,SA,SM DESCRIPTION OF PROPOSAL: The applicant seeks approval to construct a 191,350 sf speculative manufacturing/warehouse facility on a 13 acre site. The proposed building would be 28 feet tail and constructed from pre-cast concrete and glass. The Springbrook Creek runs along the east side of the project site and the rear 2.4 acres of the project site is a Category 11 wetland. The applicant intends to provide a fifty (50) foot wide buffer area along the wetland area. LOCATION OF PROPOSAL: North side of SW.27th Street, west of the Springbrook Creek CONDITIONS: The Environmental Review Committee issued a Determination of Non-Significance - Mitigated with the following conditions: 1. The applicant shall, in order to mitigate the potential impacts to the wetlands, submit a final Wetlands Mitigation Plan, to the satisfaction of the Development Services Division, prior to the issuance of any site preparation/building permits. This plan shall include, but not be limited to: a planting plan, planting schedule, a goals and objective statement, and a monitoring plan in accordance with Weiland Management Ordinance. 2. The applicant shall, in order to ensure that the proposed development does not have any significant adverse impacts on the proposed buffer plantings or on the existing wetland area, hire a wetlands specialist to monitor these areas for the first five (5) years after the development is completed. Annual reports shall be provided to the satisfaction of the Development Services Division. if, at any time during this monitoring period the wetlands specialist notes any major degradation of the wetland or die-off of new plant materials, the annual report shall describe any appropriate additional mitigation measures. The applicant or future landowner shall be responsible to implement the correction measures within six months of the report being accepted by the City. 3. The applicant shall, in order to mitigate the potential impacts of development on the Springbrook Creek, wetland area, include an enhancement plan for This wetland in the Wetlands Mitigation Plan. 4. The applicant shall, in order to eliminate any potential adverse impacts to birds, amend the proposed building design to eliminate any reflective coated exterior glazing. This change shall be reflected in the building elevations and building material fist submitted for the building permit. $. The applicant shall, in order to mitigate light and glare impacts both within the site and from the project on abutting areas, a1 provide revised landscaping plans to improve plant buffering along the east boundary of the project site and bl ensure that all lighting is directed away from the wetlands or shielded to prevent fight and glare from reaching the wetlands. These plans shall be submitted to the satisfaction of the Department of PianningfBuilding/Public Works prior to the issuance of site preparation/building permits. mitrimeas - 1 - 12/31/92 rs'OCT 19 '94 13:49 LANCE MUEI ER 206 32E-0554 P. 6. The applicant shall, in order to reduce the potential for impacts from temporary construction activity, prepare and submit a Construction Mitigation Plan to the satisfaction of the Development Services Division prior to the issuance of site preparationibuilding permits. This plan shall include, but not be limited to, the following elements: a. a provision for wheel-washing vehicles prior to leaving the site; b. a provision for periodic watering of the site to control dust; and C. an element for the protection of existing vegetation (trees and shrubs) that have been designated for retention. 7. The applicant shall, in order to mitigate adverse impacts to the ftood plain, provide a plan detailing the method of providing compensatory storage capacity equal to the amount of fill to be placed in the flood plain area, to the satisfaction of the Development Services Division, prior to the issuance of site preparation/building permits, the compensatory storage area shall be constructed to the satisfaction of the Development Services Division, prior to the issuance of occupancy permits. 8. The applicant shall provide an agreement which acknowledges that the City has Informed the applicant that the property is subject to flooding, and that the applicant has decided to proceed at its own volition, thereby waiving the right to hold the City liable for flooding and/or damages to its property or persons on its property from such flooding. The document is to be submitted to the satisfaction of the City Attorney and is to be duly recorded prior to the issuance of any site preparation/construction permit for the subject property. mitmeas - 2 - 12131192 � ~ �'"OCT 19 '94 12:50 LANCE MUD I ER 206 32E-0554 P.4 ate;" / ; Advisory Notes to Applicant: The following notes are supplemental information provided in conjunction with the environmental determination. Because these notes are provided as information only, they are not subject to the appeal process for environmental determinations. A. TKe project is located within the Valley Transportation Benefit Zone. A TBZ fee at the following rate will be determined at the time Building Permits are requested. Office Area square footage X $0.46/0 Industrial/Warehouse Area square footage X S0.22/sf B. The project is located within LID's 1 & 2. Covenants for participation will be required at the time of building permits. C. The project is located within LID #314. The preliminary assessment fee for this LID is $92,400.21 D. The applicant will also be responsible for the following Special Utility Connection Charges: 1. Water $72,181.87 2. Sanitary Sewer 536,090.93 3. Surface Water $50,814.48 The fees listed above are preliminary estimates. The fees are calculated and payable at the time that development permits are issued. The fees will be based upon the ordinances that are in effect at that time. E. The applicant will be responsible for the fire mitigation fee of approximately $99,502.00 in accordance with Council Resolution 2895. The actual fee will be calculated by the Fire Prevention Bureau at the rate of S0.52/sq ft of building. F. If a vault under the building is used to provide the compensatory storage for the construction occurring in the flood plain, then the vault must be constructed in accordance with the requirements of the Uniform-Fire Code. mitmeas - 3 - 12/31/32 KING COUNTY SOIL SURVEY INFORMATION 5197.003 [MSH/krj I® Id �., .fir. • L;; • .�: .II Agoi V AgD a1 E T• l�Itick Rider '':: t•I[. ...1`(J I i A RO - r :H o Athletic I �,. t : •I 1r 9f,� 'Field 1 EvD 1 Ur ,� •AkF1 BeC e 16 f BeD ' • n •f1t Ulf E v Cem i I 1i• � �II , F -d l Park Pc I c!, Bt o" ► u�� i a an • • I0 BeC I �1 I Rh • II, I BeD BeE• 1L-- d p J :i; • I 3 1: „4 a C AkF '� T 5t Rp ROAD TV "61" ■ F h ' ..♦..../ , o1� a ono e'� _!Pg0e `' .I• i _ , Ur ' mil !i Ur q Wo I m • AkF I Wo `•� ,I• Ur ! ''I' 1f D I• r InC .I Ur 13 I L','• t , s� i i.0 • '� AgC BM1372 Py Ngl Pu Be C Golfourse I � ' ;cY I A Ur I IFS • - Q J ; 1nC ': ..\1 30 ,= •�at.�Sew ge ORT N , • S bsta ' `� •\.•o Disp sal r ;ri ° ° Ajv d �" \ u AgC 2 Ng Ur Ur :120 :i• �O , \AgD 20 /455 J U � ,a1 111'i,' M 16 •Pu 9 ' •i •'� I � \ 'I J Z �\�/ •LPG :�i' I UrPu '•— I c✓� 7 -- !Longacrey Pu •�•- P • ". •■ i „ R ;�� Py I ep BeC p viI Ur'u� iiM Ur �� i Wo •" '.a. Ag �i. t� U •U•:'� .r I D o Track 29 = �� f n u Ur [•al D J � •:.:,•,AgC =_ � f Ng -J O R s rvofr Tu So l��Wc I Pu Sk it Wo BEM I I l I I I w Pu }� Tu Ch 169 403 Agc 2 _B� '*. I Ur n I : 0 451� Py k I 1 I 0U: S IAgC -L W� o e - AmC I Ur t, �.. Zl�!T I~ \ It Tu •%/• {I`_. L Ir �. •r; AgB 1 /' I O •�t_ll .I.jInC j AgD• 7 Am8 So 7 _ — •__— Py I Pu Wo �M�194�' / ' 'II� I` :�• it . „ I"• All 1�11 : I 1`.JII � • �ti F 1 4A Af,.�_ . ,. ur I .I. IL I fn 1 IN AmB Ur I \Ng 32 1 IBM , _3 .— �_ `�L7 - �I ' ln. MD �.. Ag8 1 aso ' I r _Jr., 1 '1 '_ 1 •I' ! .III � --. ....--. .... ..... .. . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 / CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 1 5% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP` Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Nelton A Sultan C It Newberg B Tukwla D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting ' chiefly of deep,welt-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (M.6derately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentia). Sods having slow infiltration rates when thoroughly wetted, and consisting chiefly of sods with a layer that impedes downward movement of water, or sods Kith moderately ' fine to fine textures. These sods have a slow rate of water transmission. D_ (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, sods with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material_ These sots have a very slow rate of water transmission. From SCS, TR-55, Second Edition, June 19W. Exhibit A-1. Revisions made from SCS, Sol Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN.WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type I rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81. Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 (5 fair.condition: grass cover on 50% �s to 75% of the area 77 85 93 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 = Impervious surfaces, pavement, roofs, etc. 98 98 93 8 ;i Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 1 0 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 i 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commerdial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Enc_ n?ering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve embers �' 3.5.2-3 11%9_ If drained, this soil is used for row crops. It Ap2--3 to 8 inches, gray (5Y 5/1) silty clay loam, is also used for pasture. Capability unit IIw-3; light brownish gray (2.5Y 6/2) dry; many, no woodland classification. fine, prominent, dark reddish-brown (SYR 3/3 and 3/4) mottles and common, fine, prominent mottles of strong brown (7.5YR S/6) and red- Urban Land dish yellow (7.5YR 6/6) dry; moderate, fine 40 and very fine, angular blocky structure; hard, Urban land (Ur) is soil that has been modified by friable, sticky, plastic; common fine roots; ,asturbance of the natural layers with additions of medium acid; abrupt, wavy boundary. 4 to 6 fill material several feet thick to accommodate large inches thick. industrial and housing installations. In the Green B21g--8 to 38 inches, gray (SY 5/1) silty clay loam, River Valley the fill ranges from about 3 to more gray (5Y 6/1) dry; common, fine, prominent, than 12 feet in thickness, and from gravelly sandy brown (7.SYR 4/4) mottles and medium, promi- loam to gravelly loam in texture. nent mottles of brownish yellow (10YR 6/6) dry; The erosion hazard is slight to moderate. No 25 percent of matrix is lenses of very dark capability or woodland classification. brown (10YR 2/2) and dark yellowish-brown (10YR 3/4) peaty muck, brown (7.5YR 4/2) dry; massive; hard, firm, sticky, plastic; few fine Woodinville Series roots; medium acid; clear, smooth boundary. 30 to 40 inches thick. The Woodinville series is made up of nearly level B22g--38 to 60 inches, greenish-gray (5BG 5/1) silt and gently undulating, poorly drained soils that loam, gray (5Y 6/1) dry; few, fine, prominent formed under grass and sedges, in alluvium, on stream mottles of brownish yellow (10YR 6/6) dry; bottoms. Slopes are 0 to 2 percent. The annual massive; hard, very friable, slightly sticky, precipitation ranges from 35 to 55 inches, and the slightly plastic; strongly acid. mean annual air temperature is about 50° F. The frost-free season is about 190 days. Elevation The A horizon ranges from dark grayish brown to ranges from about sea level to about 85 feet. gray and from silt loam to silty clay loam. The B In a representative profile, gray silt loam, horizon ranges from gray and grayish brown to olive silty clay loam, and layers of peaty muck extend to gray and greenish gray and from silty clay loam to a depth of about 38 inches. This is underlain by silt loam. In places there are thin lenses of very greenish-gray silt loam that extends to a depth of fine sandy loam and loamy fine sand. Peaty lenses 60 inches and more. are common in the B horizon. These lenses are thin, Woodinville soils are used for row crops, pasture, and their combined thickness, between depths of 10 and urban development. and 40 inches, does not exceed 10 inches. Soils included with this soil in mapping make up Woodinville silt loam (Wo) .--This soil is in elon- no more than 25 percent of the total acreage. Some Sted and blocky shaped areas that range from 5 to areas are up to 15 percent Puget soils; some are up ;arly 300 acres in size. It is nearly level and to 10 percent Snohomish soils; and some areas are up gently undulating. Slopes are less than 2 percent. to 10 percent Oridia, Briscot, Puyallup, Newberg, Representative profile of Woodinville silt loam, and Nooksack soils. in pasture, 1,700 feet south and 400 feet west of Permeability is moderately slow. There is a sea- the north quarter corner of sec. 6, T. 25 N., R. 7 sonal high water table at or near the surface. In E. : drained areas, the effective rooting depth is 60 inches or more. In undrained areas, rooting depth Apl--O to 3 inches, gray (5Y 5/1) silt loam, grayish is restricted. The available water capacity is brown (10YR 5/2) dry; common, fine, prominent, high. Runoff is slow, and the hazard of erosion is dark reddish-brown (5YR 3/4) and reddish-brown slight. Stream overflow is a severe hazard unless (5YR 5/4) mottles; moderate, medium, crumb flood protection is provided (pl. III, top) . structure; hard, friable, sticky, plastic; This soil is used for row crops, pasture, and many fine roots; medium acid; clear, smooth urban development. Capability unit IIw-2; woodland boundary. 2 to 4 inches thick. group M. 33 C 1-h P-h N• r+ M a w m N• m III. OFF-SITE ANALYSIS � rt w � rt r r' c o rr � d t7 (D (D ri rt r• � � rt IV. RETENTION/DETENTION ANALYSIS AND DESIGN IV. RETENTION/DETENTION ANALYSIS AND DESIGN a. Existing Site Hydrology: The existing site contains 7.85 acres with limited development. The site is predominately flat with small brush and grass vegetation. There are no existing structures or roads within the lot boundaries. Based on the King County soils survey, on-site soils have been determined to be approximately 100 percent Woodinville silt loam. Please refer to the soils survey map in Section II. b. Developed Site Hydrology: All stormwater runoff generated from the plat will be collected via a storm drainage system and will be conveyed to the detention pond with grass lined swale prior to discharge into Springbrook Creek. The storm drainage detention system has been designed to provide detention in accordance with the King County Surface Water Design Manual using SBUH analysis. c. Hydraulic Analysis: The calculations and methods used in sizing the detention pond are based on the items outlined within the King County Surface Water Drainage Manual. The detention system has been sized using the Waterworks software program. The detention pond has been sized to meet the predeveloped release rates of the 2-and 10-year/24-hour design storms. The design volume is increased by 30 percent without increasing total depth or altering the outlet control device. Calculations and computer output are provided within this section for more details of analysis. The on-site conveyance system has been sized to convey the 25-year/24-hour design storm. Calculations for on-site conveyance are contained in Section V of this report. d. Retention/Detention System: The detention system for this project will be a three-celled wet/detention pond with a flow restrictor manhole to control discharge from the system. The pond will have a minimum of 3 feet dead storage. The control structure releases outflow directly into Springbrook Creek. Please refer to the grading and storm drainage plan for the complete details of the detention pond overflow structure and water quality swale. 5197.003 [MSH/krl ALL-PAK CONTAINER BUILDING Summary of Data Used in Calculations: Soils: "Wo" Woodinville Silt Loam (Type "D") Existing CN: 86 Post-Developed CN: Impervious Area: 98 Disturbed Area (Grass, etc.) 90 Precipitation: Pz: 2.0 inches P10: 2.9 inches P100: 3.9 inches 5197.003 [MSH/kr] S-�017 ! ���2 f/7 I jORNA PaA !N (�4CG�lci4 FIG,vS 7 i I a N N N j 000 `" KZ' 5drL 5u2Ve-V i r� N c+N I N N r i wo = Woo�/tiJ✓/G U� Sr s !�j iQM T7P� FL,¢ i i f go /lld0 G� f }LLG�J �✓ �, $�O� n..,57 f I _ 1 � ,rd�aPx�A C. 1 Zd Lir Lo �. `� Q14V 4 0,42 (1qs L) L So �7 O.4-Z�fo-vti� � �Zo�J o,8 600 Z), 0.002- 2 94 t 7 to �.4q i I � I 2/23/95 Barghausen Engineers page 1 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK BASIN SUMMARY BASIN ID: lA NAME: 2YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7.85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 86. 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0090 TcReach - Shallow L: 1000. 00 ks: 9 . 00 s: 0. 0050 PEAK RATE: 0. 59 cfs VOL: 0. 56 Ac-ft TIME: 540 min BASIN ID: 2A NAME: 10YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 86. 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0090 TcReach - Shallow L: 1000. 00 ks: 9 . 00 s: 0. 0050 PEAK RATE: 1. 22 cfs VOL: 1. 03 Ac-ft TIME: 520 min BASIN ID: 3A NAME: 100YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 86. 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0090 TcReach - Shallow L: 1000. 00 ks: 9. 00 s: 0. 0050 PEAK RATE: 2 . 03 cfs VOL: 1. 61 Ac-ft TIME: 490 min 2/23/95 Barghausen Engineers page 2 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK BASIN SUMMARY BASIN ID: 4A NAME: 2YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 .85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 800. 00 kc: 42 . 00 s: 0. 0020 PEAK RATE: 2 . 99 cfs VOL: 1. 13 Ac-ft TIME: 480 min BASIN ID: 5A NAME: 10YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0. 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . . 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 800. 00 kc:42 . 00 s: 0. 0020 PEAK RATE: 4 . 47 cfs VOL: 1.71 Ac-ft TIME: 480 min BASIN ID: 6A NAME: 100YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0 . 0100 TcReach - Channel L: 800. 00 kc: 42 . 00 s: 0. 0020 PEAK RATE: 6. 12 cfs VOL: 2 . 36 Ac-ft TIME: 480 min 2/23/95 Barghausen Engineers page 3 ALLPAK . DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres 1 0. 591 540 24193 cf 7 . 85 2 1. 220 520 44941 cf 7 . 85 3 2 . 026 490 69983 cf 7 . 85 4 2 . 985 480 49079 cf 7 . 85 5 4 . 474 480 74355 cf 7 . 85 6 6. 119 480 102615 cf 7 . 85 7 0. 590 790 49143 cf 7 . 85 8 1. 203 620 74355 cf 7 . 85 2/23/95 Barghausen Engineers page 4 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK ------------ STORAGE STRUCTURE LIST STORAGE LIST ID No. 2 Description: STORAGE POND (WITHOUT 30% ADD) 2/23/95 Barghausen Engineers page 5 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE STORAGE TABLE CUSTOM STORAGE ID No. 2 Description: STORAGE POND (WITHOUT 30% ADD) STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- ----------- 10.00 0.0000 0.0000 10.80 11784 0.2705 11.60 24759 0.5684 12.40 38917 0.8934 10.10 1473 0.0338 10.90 13257 0.3043 11.70 26431 0.6068 12.50 40785 0.9363 10.20 2946 0.0676 11.00 14730 0.3382 11.80 28102 0.6451 12.60 42653 0.9792 10.30 4419 0.1014 11.10 16402 0.3765 11.90 29774 0.6835 12.70 44521 1.0221 10.40 5892 0.1353 11.20 18073 0.4149 12.00 31445 0.7219 12.80 46389 1.0649 10.50 7365 0.1691 11.30 19745 0.4533 12.10 33313 0.7648 12.90 48257 1.1078 10.60 8838 0.2029 11.40 21416 0.4916 12.20 35181 0.8076 13.00 50125 1.1507 10.70 10311 0.2367 11.50 23088 0.5300 12.30 37049 0.8505 2/23/95 Barghausen Engineers page 6 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 Description: 2YR ORIFICE DISCHARGE Outlet Elev: 9. 70 Elev: 7. 70 ft Orifice Diameter: 4 . 3359 in. NOTCH WEIR ID No. 2 Description: 10YR RELEASE WEIR Weir Length: 0. 6000 ft. Weir height (p) : 1. 3500 ft. Elevation 11. 05 ft. Weir Increm: 0. 10 COMBINATION DISCHARGE ID No. 3 Description: COMBINED RELEASE STRUCTURE Structure: 1 Structure: Structure: 2 Structure: Structure: 2/23/95 Barghausen Engineers page 7 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: 2YR ORIFICE DISCHARGE Outlet Elev: 9 .70 Elev: 7 . 70 ft Orifice Diameter: 4 . 3359 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------- 9.70 0.0000 10.60 0.4840 11.50 0.6845 12.40 0.8383 9.80 0.1613 10.70 0.5102 11.60 0.7032 12.50 0.8537 9.90 0.2282 10.80 0.5351 11.70 0.7215 12.60 0.8688 10.00 0.2794 10.90 0.5589 11.80 0.7393 12.70 0.8837 10.10 0.3227 11.00 0.5817 11.90 0.7567 12.80 0.8983 10.20 0.3608 11.10 0.6037 12.00 0.7737 12.90 0.9126 10.30 0.3952 11.20 0.6248 12.10 0.7904 13.00 0.9268 10.40 0.4269 11.30 0.6453 12.20 0.8067 10.50 0.4563 11.40 0.6652 12.30 0.8226 2/23/95 Barghausen Engineers page 8 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE DISCHARGE TABLE NOTCH WEIR ID No. 2 Description: 10YR RELEASE WEIR Weir Length: 0. 6000 ft. Weir height (p) : 1. 3500 ft. Elevation 11. 05 ft. Weir Increm: 0. 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- ------------ 11.05 0.0000 11.60 0.6861 12.20 1.6476 12.80 2.1926 11.10 0.0217 11.70 0.8528 12.30 1.7807 12.90 2.2097 11.20 0.1098 11.80 1.0207 12.40 1.8997 13.00 2.2003 11.30 0.2299 11.90 1.1868 12.50 2.0025 11.40 0.3702 12.00 1.3483 12.60 2.0870 11.50 0.5240 12.10 1.5027 12.70 2.1510 2/23/95 Barghausen Engineers page 9 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: COMBINED RELEASE STRUCTURE Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- ------------ 9.70 0.0000 10.60 0.4840 11.50 1.2084 12.40 2.7380 9.80 0.1613 10.70 0.5102 11.60 1.3894 12.50 2.8562 9.90 0.2282 10.80 0.5351 11.70 1.5744 12.60 2.9558 10.00 0.2794 10.90 0.5589 11.80 1.7600 12.70 3.0347 10.10 0.3227 11.00 0.5817 11.90 1.9435 12.80 3.0909 10.20 0.3608 11.10 0.6253 12.00 2.1220 12.90 3.1224 10.30 0.3952 11.20 0.7346 12.10 2.2931 13.00 3.1271 10.40 0.4269 11.30 0.8752 12.20 2.4542 10.50 0.4563 11.40 1.0354 12.30 2.6033 2/23/95 Barghausen Engineers page 10 ALLPAK DETENTION-POND-DESIGN-CALCULATIONS BCE FILE 5197ALPK ----------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) -------------------------- 2YR/24HR ROUTING ............. 0.59 2.99 2 1 11.04 7 15380.97 10yr/24hr ROUTING ............ 1.22 4.47 2 3 11.50 8 23037.34 DETENTION POND CALCULAT/ONS W/TH 30 VOLUME ADDITION 2/27/95 Barghausen Engineers page 1 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK BASIN SUMMARY BASIN ID: lA NAME: 2YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 86. 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0090 TcReach - Shallow L: 1000. 00 ks: 9 . 00 s: 0. 0050 PEAK RATE: 0. 59 cfs VOL: 0. 56 Ac-ft TIME: 540 min BASIN ID: 2A NAME: 10YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 86. 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0090 TcReach - Shallow L: 1000. 00 ks: 9 . 00 s: 0. 0050 PEAK RATE: 1. 22 cfs VOL: 1. 03 Ac-ft TIME: 520 min BASIN ID: 3A NAME: 100YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 86 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0090 TcReach - Shallow L: 1000. 00 ks: 9 . 00 s: 0. 0050 PEAK RATE: 2 . 03 cfs VOL: 1. 61 Ac-ft TIME: 490 min 2/27/95 Barghausen Engineers page 2 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK BASIN SUMMARY BASIN ID: 4A NAME: 2YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7.85 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 800. 00 kc:42 . 00 s: 0. 0020 PEAK RATE: 2 . 99 cfs VOL: 1. 13 Ac-ft TIME: 480 min BASIN ID: 5A NAME: 10YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . . 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0 . 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 800. 00 kc: 42 . 00 s: 0. 0020 PEAK RATE: 4 . 47 cfs VOL: 1. 71 Ac-ft TIME: 480 min BASIN ID: 6A NAME: 100YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0 . 0100 TcReach - Channel L: 800. 00 kc: 42 . 00 s: 0. 0020 PEAK RATE: 6. 12 cfs VOL: 2 . 36 Ac-ft TIME: 480 min 2/27/95 Barghausen Engineers page 3 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres 1 0. 591 540 24193 cf 7 . 85 2 1.220 520 44941 cf 7 .85 3 2 . 026 490 69983 cf 7 . 85 4 2 . 985 480 49079 cf 7. 85 5 4 .474 480 74355 cf 7 . 85 6 6. 119 480 102615 cf 7 . 85 7 0. 549 800 49128 cf 7. 85 8 0. 958 690 74355 cf 7 . 85 2/27/95 Barghausen Engineers page 4 ALLPAK DETENTION POND DESIGN CALCULATIONS Is BCE FILE 5197ALPK STORAGE STRUCTURE LIST STORAGE LIST ID No. 1 Description: DETENTION POND W/ 30% ADDITION STORAGE LIST ID No. 2 Description: STORAGE POND (WITHOUT 30% ADD) 2/27/95 Barghausen Engineers page 5 ALLPAK . DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: DETENTION POND W/ 30% ADDITION STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 10.00 0.0000 0.0000 10.80 15320 0.3517 11.60 32188 0.7389 12.40 50592 1.1614 10.10 1915 0.0440 10.90 17235 0.3957 11.70 34361 0.7888 12.50 53020 1.2172 10.20 3830 0.0879 11.00 19150 0.4396 11.80 36534 0.8387 12.60 55448 1.2729 10.30 5745 0.1319 11.10 21323 0.4895 11.90 38707 0.8886 12.70 57876 1.3287 10.40 7660 0.1758 11.20 23496 0.5394 12.00 40880 0.9385 12.80 60304 1.3844 10.50 9575 0.2198 11.30 25669 0.5893 12.10 43308 0.9942 12.90 62732 1.4401 10.60 11490 0.2638 11.40 27842 0.6392 12.20 45736 1.0500 13.00 65160 1.4959 10.70 13405 0.3077 11.50 30015 0.6890 12.30 48164 1.1057 2/27/95 Barghausen Engineers page 6 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE STORAGE TABLE CUSTOM STORAGE ID No. 2 Description: STORAGE POND (WITHOUT 30% ADD) STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 10.00 0.0000 0.0000 10.80 11784 0.2705 11.60 24759 0.5684 12.40 38917 0.8934 10.10 1473 0.0338 10.90 13257 0.3043 11.70 26431 0.6068 12.50 40785 0.9363 10.20 2946 0.0676 11.00 14730 0.3382 11.80 28102 0.6451 12.60 42653 0.9792 10.30 4419 0.1014 11.10 16402 0.3765 11.90 29774 0.6835 12.70 44521 1.0221 10.40 5892 0.1353 11.20 18073 0.4149 12.00 31445 0.7219 12.80 46389 1.0649 10.50 7365 0.1691 11.30 19745 0.4533 12.10 33313 0.7648 12.90 48257 1.1078 10.60 8838 0.2029 11.40 21416 0.4916 12.20 35181 0.8076 13.00 50125 1.1507 10.70 10311 0.2367 11.50 23088 0.5300 12.30 37049 0.8505 2/27/95 Barghausen Engineers page 7 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. Description: 2YR ORIFICE DISCHARGE Outlet Elev: 9 .70 Elev: 7. 70 ft Orifice Diameter: 4 . 3359 in. MULTIPLE ORIFICE ID No. 1 Description: 2YR ORIFICE DISCHARGE Outlet Elev: 9. 70 Elev: 7 . 70 ft Orifice Diameter: 4 . 3359 in. NOTCH WEIR ID No. 2 Description: 10YR RELEASE WEIR Weir Length: 0. 6000 ft. Weir height (p) : 1. 3500 ft. Elevation 11. 05 ft. Weir Increm: 0. 10 COMBINATION DISCHARGE ID No. 3 Description: COMBINED RELEASE STRUCTURE Structure: 1 Structure: Structure: 2 Structure: Structure: 2/27/95 Barghausen Engineers page 8 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. Description: 2YR ORIFICE DISCHARGE Outlet Elev: 9.70 Elev: 7 .70 ft Orifice Diameter: 4 . 3359 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfS-- ------- (ft) ---cfs-- ------- 9.70 0.0000 10.60 0.4840 11.50 0.6845 12.40 0.8383 9.80 0.1613 10.70 0.5102 11.60 0.7032 12.50 0.8537 9.90 0.2282 10.80 0.5351 11.70 0.7215 12.60 0.8688 10.00 0.2794 10.90 0.5589 11.80 0.7393 12.70 0.8837 10.10 0.3227 11.00 0.5817 11.90 0.7567 12.80 0.8983 10.20 0.3608 11.10 0.6037 12.00 0.7737 12.90 0.9126 10.30 0.3952 11.20 0.6248 12.10 0.7904 13.00 0.9268 10.40 0.4269 11.30 0.6453 12.20 0.8067 10.50 0.4563 11.40 0.6652 12.30 0.8226 2/27/95 Barghausen Engineers page 9 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK ------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: 2YR ORIFICE DISCHARGE Outlet Elev: 9. 70 Elev: 7 .70 ft Orifice Diameter: 4 . 3359 in. STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- (ft) ---cfs-- ------- ------- (ft) ---cfs-- ------- ------------------------------ 9.70 0.0000 10.60 0.4840 11.50 0.6845 12.40 0.8383 9.80 0.1613 10.70 0.5102 11.60 0.7032 12.50 0.8537 9.90 0.2282 10.80 0.5351 11.70 0.7215 12.60 0.8688 10.00 0.2794 10.90 0.5589 11.80 0.7393 12.70 0.8837 10.10 0.3227 11.00 0.5817 11.90 0.7567 12.80 0.8983 10.20 0.3608 11.10 0.6037 12.00 0.7737 12.90 0.9126 10.30 0.3952 11.20 0.6248 12.10 0.7904 13.00 0.9268 10.40 0.4269 11.30 0.6453 12.20 0.8067 10.50 0.4563 11.40 0.6652 12.30 0.8226 2/27/95 Barghausen Engineers page 10 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK ------------- STAGE DISCHARGE TABLE NOTCH WEIR ID No. 2 Description: 10YR RELEASE WEIR Weir Length: 0. 6000 ft. Weir height (p) : 1. 3500 ft. Elevation 11. 05 ft. Weir Increm: 0. 10 STAGE -DISCHARGE---> STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs- ------- (ft) ---cfs-- ------- --------------------------------- 11.05 0.0000 11.60 0.6861 12.20 1.6476 12.80 2.1926 11.10 0.0217 11.70 0.8528 12.30 1.7807 12.90 2.2097 11.20 0.1098 11.80 1.0207 12.40 1.8997 13.00 2.2003 11.30 0.2299 11.90 1.1868 12.50 2.0025 11.40 0.3702 12.00 1.3483 12.60 2.0870 11.50 0.5240 12.10 1.5027 12.70 2.1510 2/27/95 Barghausen Engineers page 11 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: COMBINED RELEASE STRUCTURE Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE -DISCHARGE---> STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---cfS-- ------- 9.70 0.0000 10.60 0.4840 11.50 1.2084 12.40 2.7380 9.80 0.1613 10.70 0.5102 11.60 1.3894 12.50 2.8562 9.90 0.2282 10.80 0.5351 11.70 1.5744 12.60 2.9558 10.00 0.2794 10.90 0.5589 11.80 1.7600 12.70 3.0347 10.10 0.3227 11.00 0.5817 11.90 1.9435 12.80 3.0909 10.20 0.3608 11.10 0.6253 12.00 2.1220 12.90 3.1224 10.30 0.3952 11.20 0.7346 12.10 2.2931 13.00 3.1271 10.40 0.4269 11.30 0.8752 12.20 2.4542 0 10.50 0.4563 11.40 1.0354 12.30 2.6033 0 2/27/95 Barghausen Engineers page 12 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2YR/24HR ROUTING ............. 0.59 2.99 1 1 10.86 7 16440.18 10yr/24hr ROUTING ............ 1.22 4.47 1 3 11.35 8 26795.08 i iZ Z� f I Pao� � US�. ,� ` (w��.a.�'� ve�.•�zo-c�� ; W W W 000 1,2 � O, O ?5' �CcOf9� r) O O iN N a / i rirr i nrr i i a - j i i ; f f i 1 I ( 1 I I A , TAW j UWE Ip WN VON, FA Aw � I w • � � �Q 1 E►"�-•.ice' � .�..t�� �• INIMA/Etf�i!i�I a ~mod •��. � �� , � � � /� � rAl SIN IN lo Isom . l, . � ON i 0 o_ II i.i J Q U CB¢ PROPOSED 40' RECREATIONAL a O,0''$� & GREEN BELT EASEMENT A3.4c SPRING �p'49'1 W ^BFi00K ABC A= 06'51'00" Q --- A R= 954.99 Z $W4L Low AGOtJ . c LLI • CB J I 00 616RC DS.' I ILL I W 3 . ' Ce3 I 340 LF o I 000 SWEET FG ot✓ 0% lB,eust�� Lo N Z I � i Q f56Ac o1 W I a�1. f i cc Ank 50 PIPELINE a t - EASEMENT GB 06 4C. D..�`/AC, gSlAC. C,dt I W O O ' N I co Q J B ------ - --------------- ' cn CU 3./AG fJGd AC Convey. System Design & Analysis • V. CONVEYANCE SYSTEM DESIGN AND ANALYSIS KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL "C" Values The allowable runoff coefficients to be used in this method are shown in Table 4.3.3A by type of land cover. These values were selected following a review of the values previously acceptable for use in the Rational Method in King County and as described in several engineering handbooks. The values for single family residential areas were computed as composite values (as illustrated below) based on the estimated percentage of coverage by roads, roofs, yards and unimproved areas for each density. For drainage basins containing several land cover types, the following formula may be used to compute a composite runoff coefficient "Cc". Cc = ((C, x A,) + (C2vQ"'`0+... + (CnXAn))/'p`, where: A, = total area (acres) A,.2 n = areas of land cover types (acres) C,2 n = runoff coefficients for each area land cover type TABLE 4.3.3A RUNOFF COEFFICIENTS - "C" VALUES FOR THE RATIONAL METHOD* GENERAL LAND COVERS LAND COVER C LAND COVER C Dense forest 0.10 Playgrounds 0.30 Light forest 0.15 Gravel areas 0.80 Pasture 0.20 Pavement and roofs 0.90 go Lawns0.25 Open water (pond, 1.00 lakes, wetlands) SINGLE FAMILY RESIDENTIAL AREAS (Density is in dwelling units per gross acreage (DU/GA)) LAND COVER LAND COVER DENSITY C DENSITY C i 0.20 DU/GA (1 unit per 5 ac.) 0.17 3.00 DU/GA 0.42 0.40 DU/GA (1 unit per 2.5 ac.) 0.20 3.50 DU/GA 0.45 0.80 DU/GA (1 unit per 1.25 ac.) 0.27 4.00 DU/GA 0.48 1.00 DU/GA 0.30 4.50 DU/GA 0.51 1.50 DU/GA 0.33 5.00 DU/GA 0.54 2.00 DU/GA 0.36 5.50 DU/GA 0.57 2.50 DU/GA 0.39 6.00 DU/GA 0.60 For land covers not listed above, an area-weighted "C x At" sum should be computed based on the following equation: C x A, = (C,xA,) + (C2xA2) + ...+(CnxAn), where A, = (A, + A2 + ...+An), the total drainage basin area. (For use only in determining peak design flow for analyzing and sizing pipes, culverts or channels) 4.3.3-2 1/90 BRRGHRUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR. R = Contributing Area (8c) Od = Design Flow CcFs> using the Rational Method E Manning Formula C = RunofiR Coe+Ficient OF = Full Capacity_ Flow Cc+s> SERTTLE-RENTON 25 YEAR STORM Tc = Time ofi Concentration <min> Vd = Velocity at Design Flow if'ps> I = Intensity_ at Tc Cin/hr> V4" = Velocity at Full Flow CFps> IEFRULT C= 0.10 n= 0.012 d= 12 Tc= 10.0 d = Diameter ofi Pipe (in> s = Slope OF pipe <%> Note: Set default values beFcre entering data. L = Length o+ Pipe ;#'t) n = Manning Roughness Coef4'icient. J08 u 5197 JOB NAME: RLLPAK D = Water Depth at Od <in> Tt = Travel Time at Vd <min> FROM TO R s L d Tc n C SUM R A*C SUM R*C I Od Of Od/OF X D/d D VP Vd/Vf Vd Tt CS 1 CB 2 0.61 0.20 105.0 12 10.0 0.012 0.10 0.61 0.06 0.06 2.00 0.12 1.73 0.071 0.180 0.181 2.17 2.20 0.571 1.26 1.39 CB 2 CB 3 0.73 0.15 275.0 18 11.4 0.012 0.10 1.34 0.07 0.13 1.88 0.25 4.41 0.057 0.160 0.153 2.94 2.50 0.536 1.34 3.43 CB 3 CB 4 1.30 0.25 263.0 18 14.8 0.012 0.10 2.64 0.13 0.26 1.63 0.43 5.69 0.076 0.180 0.186 3.34 3.22 0.580 1.87 2.35 CB 4 CB 5 0.00 0.20 241.0 18 17.2 0.012 0.10 2.64 0.00 0.26 1.49 0.39 5.09 0.077 0.180 0.187 3.37 2.88 0.583 1.68 2.39 CB 5 CB 9 0.00 0.20 231.0 i8 19.6 0.012 0.10 2.64 0.00 0.25 1.37 0.36 5.09 0.071 0.180 0.181 3.26 2.88 0.572 1.65 2.34 CS 6 CB 7 1.06 0.15 215.0 12 10.0 0.012 0.10 1.06 0.11 0.11 2.00 0.21 1.49 0.142 0.240 0.253 3.04 1.90 0.702 1.34 2.68 CB 7 CB 8 0.64 O.iS 205.0 15 12.7 0.012 0.10 1.70 0.06 0.17 1.79 0.30 2.71 0.112 0.220 0.227 3.41 2.21 0.556 1.45 2.36 CS 8 CB 9 3.14 0.15 117.0 18 15.0 0.012 0.10 4.84 0.31 0.48 1.62 0.78 4.41 0.178 0.280 0.262 5.08 2.50 0.753 1.88 1.04 CB 9 POND 0.00 0.15 22.0 24 21.9 0.012 0.10 0.00 0.00 0.74 1.27 0.94 •3.49 0.099 0.200 0.212 5.09 3.02 0.630 1.90 0.19 b w n � N• a w rt G m a�d 0 n rt M • VI. SPECIAL REPORT AND STUDY 100 YR. FLOODPLAIN COMPENSATION CALCULATIONS 117 South H Street Earthcalc, Inc. Suite 210 _ Aberdeen, WA 98520 (360) 533-2007 FAX: (360) 533-1618 1 (800) 896-5788 March 23 , 1995 1 Carl Lundberg Barghausen Engineering 18215 72nd Ave. South Kent, Wa 98032 Dear Carl; Enclosed please find grid elevation cut/fill graphics and volumes for the Alpak Container Bldg project, which was calculated using the average end area cross section method with a cross section created every . 63' and the following assumption: In order to calculate the volume of excavation and the volume of fill below the 16' elevation, while digitizing the design and the existing, any elevations higher than 16' were entered as 161 . In the ponds all pond bottoms were set at elevation 11 .7 or the high water elevation for design. TOTAL RAW VOLUMES IN PLACE -------------------------- CUT FILL AREA VOLUME VOLUME ------------------------------ SITE 391558 7463 7452 Please call after you have reviewed the information if you have any questions. * Raw volumes have not been adjusted to reflect shrink or swell for compaction and expansion, and are volumetric areas only. S :]L'-FEWORK RF= POR-T- 0 B N A r1i E A I- L. P A K C 0 N -1*'*A T IN EE R L A K E B U T, L C) E, R BARGHAUSEN lHNGXNCERXNG OPERATOR A R'Y F-I C A LC. :3 G 0 5 --3 S -- 2 0 0 -7 P R X IN-F E 0 S:J SO 15 1L I = 1L 0 -: 23 2 AM VOLUMES REPORT JOB NAME ALLPAK CONTAINER LAKE PRINTED 03/24/1995 11:14:32 AM (NO STRIPPING REGIONS SPECIFIED) VOLUMES, CY AREA. SF (AFTER STRIPPING) REGION LAYEf2 MAIERIAL SE CI 10fAt. CUf IILI CUT FILL FLOOD VOLUME DISPLACE NAT' L GROUND SUITABLE 0.00 391558 176362 215196 7463 7452 ------------------------ ------ -------- -------- -- -- ---- -- -------- JOB TOTAL. NAT' L GROUND SUITABLE 391568 176362 1511)6 74G's 7452. SITE AREA: 433025 UNSPECIFIED: 41467 These volumes were calculated using the AVERAGE END AREA method. 854 cross sections were computed at an average separation of 0.63 feet. BALANCE REPORT JOB NAME ALLPAK CONTAINER LAKE PRINTED 03/24/1995 11:14:32 AM VOLUMES, CY AL -(AFTER STRIPPING) COMPACTION VOLUMES CY EXPORT (IMPORT) CHANGES --------SUSS-- ---------- ___ __ _REGION ----------------- UNSUIT-----------MATERIAL CUT FILL CUT FILL CUT FILL UNSUIT SUIT PER .1 FT -------- -------- -------- -------- -------- FLOOD VOLUME DISPLACE NAT' L GROUND SUITABLE 7463 7452 1.00 1.00 7463 7452 © 11 1450 -------------- SUSS-- ----- ----SUSS-- --SUSS-- -------- OB TOTAL --SUSS-- --SUSS-- --SUSS-- -------- --SUSS-- 63 7452 7463 7452 0 11 1450 v� ti•`iti.,r•.}ry.,�ti 4 _ • }..i ..s n..,...y..f.�..y.. ��. ..;.�.p.pf.�a...;--:.b•.ab: fit:•.i �<:'•"'' . f my;•ob3.}..:.i.:: ib eo:>:•?--� r 5..-1.••S..S... ...1;'i : 1• °1 11 f ..�..E i.I l....'.{'>bp o y..:I y.. ..}i .y �•• •�••� } ( 1'1 � �11 .�.i��.•i•.�.tf ') •I.. jl I�`� '�'�.. Z ..;..A • tipYAQ 'AAA 41 IF 0011 Kilo Ij ,� I I ; <I .I'��ji,l;l�t ,f,. m •.a. :..�_ i s t �.` i�'HI. U1 WHY .J i. . "AAA 1 oil; . : l of : M. t.: fillip 4 Xf lot 1.,,- 5, •y ,71, .1-' t(y}.•#'try- N Y}! •1 5 .,: {. .� :.�. j.{i I j'•t ��{4 opts.'• �41a�,'.[}.,Y� HIT SUM •.'t1y -+ Isty ti.,. ,� Two �j i jyj off, F •1�' � � --I i _. is t�t t`�^ ' }.�r•.•' .-{�' { v r �; 5 x :r :/..f. J %1 x 4L r� \�F, \`�4 •\ \ \ --`fit-x`t�. Job Name:ALLPAK CONTAINER LAKE ..r v y 11�5555�'i -n a , r L c� I11 z 4 + 31 �+ � � - + - I I I iI� I }, I r. + 14 + f I' A. ' -�j� If.+•��"I .fir- ,+'��,t�`�+,.��` -�`I#.'t��:{�.f�"����'�+•.�'t�• �+ �++ } .+� ��`• 1 ,'s` '' _,mot �• I � ,-� I ��' I, �,�•'� 1I :�.•�'�.} I �•� .}4�,r It I r ry5 ;l k ly .: I II• I Ij; ' �'�III• ..1' �,I' 1r' ,r 4-' 4 -i r + 41 - I ' I I �_ty�-�� T I _a-, 44 Ar �' 'i ir.. l.• ' i ` ` 4 1 All Ix L 4 _ ,._ �.. �,✓ w N .a � -./ tee/ � ,✓ of w 1 v 0 Q 1 Z ! •!' 1 _.I_ ' I i�! "l i 11 I t 11 II, . fly •- 3 � A 7 I f a I 'Att I. ( jib -illy i n. 1 ASK, to t� !:._.'Pon � , Via : if I / }L 14 II II ;' '' r;�f J. `;�.,-,' 1� I a' I!r i Yt,._ '•f,; -# ti �� II ' 1 II L' � ',.�'F✓ 'Y 'r'l� 7 ......:-�_.•y'•.:::�:..:. ::`.........:n,•:.':�•:.:t.��+�i4•Z.r+��T's'_'riv .:....... ; i �--•-.�r�-�,� •�-+�•y1�-y"�- "J_'--fit+ '- -.........y .....—.. ....r.... - ....:.:_.: .. .. .. .. �..v .... .. .. .:.....r.. ..n,...., ... .. ' . �....... :.. p ..........:......... ...:.:• ... ... ....:.. ..........:. . .. .. .:.:.:..:....:.. . .__. ...:............. _ �- :�. .:+:. . ::. •' ''- .. •....*... � �. �...-x-..4..: ...... .:y.•_J..:•v .r. ......•'� 1 4 �..i. ' t.�s.•�._r�� �_:_}S'-.'t._��_>r._t-3i r-�i`.�v- J.:C",h Y�j '' r `?'-� � `• i, 1 i _:1---�-"^^•z _-..,--'\•- y 1r-� t _s.._,-�.->t-• ,,ram-�'t-'�-`"�.,.�,(=['-_^' - :--4�r-. �"^� , t� -il..� Tom_._. _-tt Tom_i-�^ (-+-''r �_� �t � =h�•Y�l'�.�,.., _„c.- _•- r-: l.'"_' ` v-----"'-�},y 't--'___—,•`--�`.r-1 —l _,�•-r•+'—"t"' — -_''�• 7 .,•r^dr�,,,•5..:--o•-•_i'.'—�"-- `--'-�- !ter—r1-_,-.+— _ _� .r.—,�'t:—',`r -y�.,—:_-..'T -^-,\,.•..._.............`.. 1—'r-''.,—''c" �—;•,-,_.:.'':-`1 _'"-•-'�'"_ 1. r''i - _ , .,�_:. � � _�-._:•,- ` �-'�_-. - _ � _.., -- Lam'+.^-' .....-\ - - _ ,'� 1 1�-�s-^�-=4--^"T'...�._.+'1-...�•.� \i '41 _'r:+ yr_ tom„%' � `' r_\ - ------- -- -'�+--"� `• `" }':�—'+—�`,- '�`_��. Job Name:ALLPAK CONTAINER LAKE 0 IN CIN IN 400 500 E-019 700 800 1700 ALLPAK CONTAINER LAKE HORIZ 100.00 FT/IN. ELEV 10.00 FT/IN. POINT 1 X= -23.2 Y= 390.3 2 893.1 387.8 :j 0 IN Ht 300 4 t F R 6,30 (w ALLPAK CONTAINER LAKE HORIZ 100.00 FT/IN. ELEV 10.00 FT/IN. POINT 1 X= -80.7 Y= 170.8 2 678.4 149.5 15 ............................................- IN IF 200 250 "N V.A.) 400 450 lee ALLPAK CONTAINER LAKE HORIZ 50.00 FT/IN. ELEV 10.00 FT/IN. POINT 1 X= 156.2 Y= 515.1 2 156.4 -27.2 15 0 50 15.0 :'N, 2150 '13N K90 4-111 450 500 ALLPAK CONTAINER LAKE HORIZ 50.00 FT/IN. ELEV 10.00 FT/IN. POINT I X= 542.1 Y= 513.2 2 547.7 -28.4 PREPARED FOR TRAMMELL CROW COMPANY Douglas S. Lynne \. WAs� Staff Engineer Kyle R. Campbell, P.E. Manager of Geotechnical c 7 & 4 AL EXPIRES tII!°�K� GEOTECHNICAL ENGINEERING STUDY PROPOSED WAREHOUSE SOUTHWEST 27TH STREET RENTON, WASHINGTON y E-3453-4 August 19, 1994 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643-3780 0W11PEarth Consultants Inc. Geotechnical Engineers.Geologists&Environmental Scientists August 19, 1994 E-3453-4 Trammell Crow Company 5601 Sixth Avenue South P. 0. Box 80326 Seattle, Washington 98108 Attention: Mr. Todd Timberlake Dear Mr. Timberlake: We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Warehouse, Southwest 27th Street, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analysis, as well as geotechnically related recommendations for the proposed site development. The purpose and scope of our study was outlined in our proposal dated July 25, 1994. Based on the subsurface conditions encountered at the project site, it is our opinion that the proposed warehouse may be supported by shallow spread footings bearing on a minimum of two feet of structural fill, provided that the recommendations contained in this report are incorporated into the construction specifications. Due to the potential for large settlements, the use of a surcharge program is recommended to pre-consolidate the soft soils beneath the building. If you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Kyle R. Campbell, P.E. Manager of Geotechnical Services DSL/KRC/kml 1805- 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue(206)643-3780 Seattle(206)464-1584 FAX(206)746-0860 Tacoma(206)272-6608 TABLE OF CONTENTS E-3453-4 PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . 3 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Site Preparation and Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Surcharge Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Lateral Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Excavations and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Site Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Utility Support and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Pavement Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Additional Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing ILLUSTRATIONS Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Settlement Plate Detail Plate 4 Utility Trench Fill Plate 5 Typical Footing Subdrain Detail Plate Al Legend - Plates A2 through A14 Test Pit Logs Plate 131 Grain Size Analysis Plate B2 Atterberg Limits GEOTECHNICAL ENGINEERING STUDY PROPOSED WAREHOUSE SOUTHWEST 27TH STREET RENTON, WASHINGTON E-3453-4 INTRODUCTION General This report presents the results of the geotechnical engineering study for the proposed warehouse located on Southwest 27th Street in Renton, Washington. The general location of the site is shown on the Vicinity Map, Plate 1 . The purpose of this study was to explore the subsurface conditions at the site and, based on the conditions encountered, to provide geotechnical recommendations for the proposed site development. Project Description x: At the time our study was performed, the site, the proposed structure, and exploratory locations were approximately as shown on the Test Pit Location Plan, Plate 2. Based on information provided by Trammell Crow Company, it is proposed to develop the parcel of land with a concrete tilt-up office/warehouse. We understand that fills up to about six feet in depth will be necessary in order to provide the desired floor elevation for the building. Based on our experience with similar structures, we anticipate structural loading to be in the following ranges: • Wall footings - 4 to 6 kips per lineal foot • Maximum column load - 50 - 100 kips • Slab loads - 200 - 250 pounds per square foot (psf) If the above design criteria are incorrect or change, we should be notified and allowed to review our recommendations in light of actual design information. In any case, it is recommended that Earth Consultants, Inc. be retained to perform a general review of the final construction design. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 2 SITE CONDITIONS Surface The site of the proposed facility is located on Southwest 27th Street in Renton, Washington (see Plate 1, Vicinity Map). The rectangular parcel covers about eleven and three-quarter acres; however, the proposed development is located in the southern seven and two-thirds acres. The site is bounded by Southwest 27th Street on the south, by an existing tilt-up warehouse on the west, by vacant property on the north, and by Spring Brook Creek on the east. At present, the site is vacant with grasses and minor amounts of brush covering the existing surface. The site is generally level with a small drainage swale in the central portion of the proposed construction area. This swale drains to Spring Brook Creek on the east side of the site. Three piles of topsoil and miscellaneous debris were observed on the site during our field exploration. The piles were in the southern and east central portions of the site. Subsurface The site was explored by excavating thirteen test pits at the approximate locations shown on Plate 2. Detailed descriptions of the conditions encountered at each location explored are presented on the Test Pit Logs, Plates A2 through A14. A description of the field exploration methods is included in Appendix A. Below is a generalized description of the subsurface conditions encountered. During our subsurface exploration, a five and one-half (5.5) to ten (10) foot thick layer of fill was observed immediately underlying the surface. The fill generally consisted of a thin veneer of loose silty sand (Unified Soil Classification SM) overlying loose to medium dense, brown poorly graded sand with silt (SP-SM). Beneath the fill, soft to medium stiff, dark brown fibrous peat interbedded with organic silt (PT and OL) was observed to depths ranging from ten (10) to thirteen (13) feet. The thickness of the peat was observed to range from two and one-half (2.5) to four (4) feet. Laboratory testing indicates peat moisture contents ranging from 83.0 to 216.2 percent, with only one sample exhibiting a moisture content above 120.3 percent. Underlying the peat and organic silt, a soft to medium stiff layer of gray silt with varying plasticity (ML and MH) was observed to depths of fourteen (14) to fifteen and one-half 0 5.5) feet beneath the existing grades. Test Pits TP-3 and TP-11 encountered a loose to medium dense, black silty sand beneath the silts. The maximum exploration depth was fifteen and one-half 0 5.5) feet beneath the existing grades. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 3 Based on review of the subsurface information contained in our study for the adjacent warehouse, and our experience in the area, the encountered soils are expected to be underlain by interbedded silts and sands. Groundwater Groundwater seepage was observed in all of the test pits except TP-5, TP-7, TP-8, TP-11 and TP-12 at depths ranging from five and one-half (5.5) to eight and one-half (8.5) feet below the existing ground surface. It is important to note that groundwater seepage is not constant; thus, one may expect fluctuations in the volume and location depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, groundwater seepage is greater during the wetter winter months (typically October through May). Groundwater seepage is not expected to have a significant impact on construction, except in deeper utility trenches, or other deep excavations, unless the site is developed during periods of heavy precipitation or during the winter months. Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the general physical properties and engineering characteristics of the soils encountered. Visual classifications were supplemented by index tests, such as sieve analysis and Atterberg Limits, and moisture content tests on representative samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual test pit log or on a separate data sheet contained in Appendix B. However, it is important to note that these test results may not accurately represent the overall in-situ soil conditions; our geotechnical recommendations are based on our interpretation of these test results. The soil samples for this project will be discarded after a period of fifteen (15) days following completion of this report, unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion that the site can be developed generally as planned provided the recommendations contained in this report are incorporated into the final design. In our opinion, total settlement of the existing peat and underlying alluvial soils resulting from placement of new fill and building loads is anticipated to be on the order of four to six inches. In order to minimize post construction settlement, a surcharge program should be used. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 4 The purpose of the surcharge program is to pre-induce settlements estimated to result from new fill and building loads. The surcharge should be a minimum of two feet above finished floor elevations. We anticipate completion of the surcharge program in four to six weeks. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of Trammell Crow Company and their representatives. No warranty is expressed or implied. It is recommended that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site Preparation and Grading Construction areas should be stripped and cleared of all existing vegetation, topsoil, organic debris, and any other deleterious materials. The previously mentioned topsoil and debris piles should be removed from the site or used in non-structural areas. Stripped organic materials should not be mixed with any soils to be used as structural iN fill. Following the stripping and clearing procedures, the earthwork operations can commence to provide the design grades. The ground surface where structural fill is to be placed should be proofrolled. All proofrolling should be performed under the observation of a representative of ECI. Soil in any loose or soft areas, if recompacted and still excessively yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill or suitable support for slabs. Portions of the near-surface soils exposed in our test pits (silty sand and poorly graded sand with silt, SM and SP-SM) -are moisture sensitive due to their fines content. Generally, soils with more-than 5 percent fines are considered moisture sensitive. As such, in an exposed condition they will become disturbed from normal construction activity, especially when in a wet or saturated condition. Once disturbed, in a wet condition,they will be unsuitable for support of foundations or pavements. Therefore, during construction where these soils are exposed and will support new structures, care must be exercised not to disturb their condition. If disturbed conditions develop, the affected soils must be removed and replaced with a structural fill. The depth of removal will be dependent on the level of disturbance developed during construction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 5 Structural fill is defined as any compacted fill placed under foundations, roadways, slabs, pavements, or any other load-bearing areas. Structural fill under foundations should be placed in horizontal lifts not exceeding twelve 0 2) inches in loose thickness and compacted to a minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density, except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Soils expected to be exposed in the footing and utility excavations range from poorly graded sand with silt to peat. In our opinion, the sands are usable as structural fill, provided they are moisture conditioned to near optimum moisture content. In order to moisture condition the sand, it may be necessary to either add water or aerate the soil. However, the peat, which may be exposed in the utility trenches, is not suitable for use as structural fill. Excavated peat should be removed from the site or used in landscape areas. Structural fill which is to be placed in wet weather should consist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. During dry weather, most compactible non-organic soil can be used as structural fill. It is recommended that any structural fill planned for on site use be submitted for approval prior to import. Surcharge Program The surcharge program is designed to pre-consolidate the compressible fills and soil underlying the site, such that the surcharge would apply loads near to or greater than anticipated building loads. The surcharge fill should be a minimum of two feet in height, measured from the finish floor elevation. The estimated time frame for the surcharge to remain in place is four to six weeks. The actual time period will be dependent upon the measured settlement obtained in the field. If a shorter time frame is necessary, a thicker surcharge would be needed. The surcharge should extend at least five feet beyond the perimeter of the buildings. The side slopes of the fill should be inclined at a gradient of 1 H:1 V (Horizontal:Vertical) or flatter. If a wet weather construction schedule is planned, and the surcharge fill is to be used as structural fill, the surcharge fill should meet the requirements of structural fill to be placed in wet weather as discussed in the Site Preparation and Grading section of this study. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 6 If future expansion of any building is anticipated, the surcharge should extend at least twenty (20) feet in the direction of the future addition. The purpose of extending the surcharge is to reduce the possibility of settlement of the then-existing building from future building or surcharge loads. - Surcharge fill does not have to meet any specific requirements except that the material should have an in-place unit weight of one hundred twenty 0 20) pounds per cubic foot (pcf). Depending on the type of material used as surcharge material, it may be necessary to apply compactive effort to achieve the 120 pcf unit weight criteria. Alternatively, if a light material is used as surcharge material, a thicker surcharge could be used in lieu of applying compactive effort. If the surcharge fill material is to be used for structural fill in other areas after completion of the surcharge program, it should meet the requirements for structural fill discussed previously. The settlement induced by the surcharge fill is anticipated to be about four to six inches. A smaller settlement than estimated would indicate that the soil conditions with respect to consolidation are better than anticipated. Conversely, a larger settlement than estimated would indicate the soil conditions are worse than anticipated, and that additional time and measurements should be taken to obtain i satisfactory results. Because the purpose of the surcharge fill is to induce settlement, it is necessary to monitor both the magnitude and rate of such settlement. To accomplish this, we recommend installation of settlement markers within the surcharged area. The number of settlement markers placed will depend on the actual size of the building. As a general rule, one settlement marker should be placed for every ten thousand to t fifteen thousand (10,000 to 15,000) square feet (sf) of floor area. More specific details of the settlement monitoring program are presented below. i • Settlement markers should be placed on the existing subgrade of the building pad before any fill is placed. ECI can supply and install these markers. (A typical detail is provided on Plate 3). • A baseline reading is obtained on each marker and is referenced to a temporary benchmark located on a feature that will not be affected by the fill- induced settlements. • The fills are then placed. Settlement readings are taken at relatively short intervals (daily) during this process, since this phase generates relatively large and rapid settlement. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 7 • Once the fill operation is complete, readings are obtained on a periodic basis, typically weekly, until the settlement ceases or the anticipated future settlements -are judged by the geotechnical engineer to be less than approximately one inch. • Each set of settlement readings are plotted graphically against time to determine the magnitude and rate of settlement, and are matched against the predicted magnitudes and rates to verify the accuracy of earlier estimates and to make any appropriate modifications. ECI should be retained to acquire the settlement readings. If you prefer to use another organization to collect these readings, measurements should be provided to us as quickly after their acquisition as possible for plotting and interpretation. This will help avoid any misinterpretation or misunderstanding regarding the success of the surcharge program. The settlement markers must be kept intact during earthwork operations. In our experience, earthwork equipment (dozers, rollers,trucks, etc.) often demolish markers at a very high rate. This adds to the project costs in that they need to be replaced and it makes the information obtained less reliable. To avoid this scenario, it is suggested that the project specifications include a requirement that the earthwork contractor is required to immediately replace any damaged settlement marker and have the settlement readings reobtained at his own cost. This requirement makes the earthwork contractor more conscious of the importance of the surcharge program and will aid in maintaining the integrity of the monitoring program. Fill for landscaping purposes should not be placed near the building since additional fill could induce further settlements after the building is constructed. If such fill is planned, the surcharge should be extended to five feet beyond the planned landscape fill, or a lightweight fill, such as "hog fuel" be used. Foundations Based on the encountered subsurface soil conditions, preliminary design criteria, and assuming compliance with the preceding Site Preparation and Grading section, the proposed structures may be supported by a minimum of two feet of structural fill. Based on our understanding of the project, some of the foundations may bear in the existing fill. The existing fill is considered suitable for support of foundations; however, the fill within two feet of the bottom of footings must be compacted to the requirements of structural fill. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 8 The foundation may be designed for an allowable soil bearing capacity of two thousand five hundred (2500) pounds per square foot (psf) when bearing on at least two feet of structural fill. Footings should be at least twelve 0 2) inches in width and extend to a depth of at least eighteen (18) inches below the lowest adjacent grade. The above allowable soil bearing value is for dead-plus-live loads and may be increased one-third for combined dead, live, wind, and seismic forces. It is recommended that all footing excavations be observed by a representative of ECI, prior to placing forms or rebar, to verify that exposed soil conditions are as anticipated in this report, and/or provide suitable modifications in the design, as required. Without completion of the surcharge program, we estimate there is a potential for four to six inches of total settlement with two to three inches of differential settlement. Following successful completion of the surcharge program, total settlements are expected to be less than one inch for foundations bearing on structural fill. Differential settlement is anticipated to be about three-quarters of an inch. Seismic Design Considerations The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal events, ranging in depth from 50 to 70 kilometers. Such deep events have exhibited no surface faulting. The UBC earthquake regulations contain a static force procedure and a dynamic force procedure for design base shear calculations. Based on the encountered soil conditions, it is our opinion that a site coefficient of 1 .5 should be used for the static force procedure, as outlined in Section 2334 of the 1991 UBC. For the dynamic force procedure outline in Section 2335 of the 1991 UBC, the curve for Soft to Medium Clays and Sands (Soil Type 3) should be used on Figure 23-3, Normalized Response Spectra Shapes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 9 Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and/or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium-dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the subsurface information obtained during our field exploration, it is our opinion that the liquefaction potential at the site is low due to the relative density of the soils encountered and cohesive nature of the encountered silts. Lateral Resistance An allowable passive pressure value against the sides of foundation slabs or other subsurface foundation elements of three hundred (300) psf per foot of depth may be used for design. In order to fully mobilize the passive pressure, the foundations must be poured "neat" against the adjacent soil or the foundation excavation must be backfilled with structural fill. Friction between the base of foundations and the underlying soil may be assumed to be 40 percent of the dead load. The friction and passive pressure design values include a factor of safety of 1 .5. Retaining Walls Retaining walls and foundation walls that will act as retaining walls should be designed to resist lateral earth pressures imposed by the retained soils. Walls that are designed to yield can be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of thirty-five (35) pounds per cubic foot (pcf). The equivalent fluid weight should be increased to fifty (50) pcf for walls that are restrained at the top from free movement. These values are based on horizontal backfill and that surcharges due to backfill slopes, hydrostatic pressures, traffic, structural loads or other surcharge loads will not act on walls. If such surcharges are to apply, they should be added to the above design lateral pressures. Calculation of lateral resistance should be done using the passive pressure and coefficient of friction values contained in the previous section. For earthquake loading, a rectangular pressure distribution equal to six times the wall height should be added to the above lateral earth pressure values. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 10 Retaining walls should be backfilled with a free-draining material conforming to the WSDOT specification for gravel backfill for walls (WSDOT 9-03.12(2)). The free-draining material should extend a minimum of eighteen inches behind the wall. The remainder of the backfill should consist of structural fill. A perforated drain pipe should be placed at the base of the wall. Drain pipes located in the free-draining backfill soil should be perforated with holes less than one-half inch in diameter. The drain pipe should be surrounded by a minimum of one cubic foot per lineal foot with 3/4 rock or should be wrapped with a filter fabric. Slab-on-Grade Floors Slab-on-grade floors should be supported on a minimum of one foot of new structural fill or recompacted existing fill. Should loose soil be present at the slab subgrade elevation, it should be compacted to the requirements of structural fill. Any disturbed subgrade soil must either be re-compacted or replaced with structural fill. Slab-on- grade floors should be designed by the structural engineer based on the anticipated loading and the subgrade support characteristics. A modulus of vertical subgrade reaction of three hundred fifty (350) pounds per cubic inch (pci) may be used for design. I The slab should be provided with a minimum of four inches of free-draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Excavations and Slopes Excavation slopes should in no case be greater than the limits specified in local, state and federal safety regulations. As described in the current Occupational Safety and Health Administration (OSHA) regulations, soils anticipated to be encountered in excavations (fill and peat) would classify as Type "C." Therefore, temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1 .5H:1 V in the Type "C" soils. If slopes of this inclination, or flatter, cannot be constructed, or if excavations greater than twenty (20) feet in depth are required, temporary shoring may be necessary. This shoring would help protect against slope or excavation collapse, and would provide protection to workmen in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 11 All permanent slopes should be inclined no greater than 2H:1 V. If this inclination cannot be maintained, this office should be contacted to review the design and construction criteria: We also recommend that all cut slopes be examined by Earth Consultants, Inc. during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve the stability, including flattening of slopes or installation of drainage. In any case, water should not be allowed to flow uncontrolled over the top of any slopes. The above information has been provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that this office is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Site Drainage Groundwater seepage was observed in all of the test pits except TP-5, TP-7, TP-8, TP-11 and TP-12 at depths ranging from five and one-half (5.5) to eight and .w one-half (8.5) feet below the existing ground surface. It is possible that groundwater levels will present construction related problems while excavating the foundations or utility trenches. Should groundwater seepage be encountered in excavations during construction, the bottom of the excavations should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of connector trenches. It is recommended that the appropriate locations of subsurface drains, if needed, be established during grading operations by this office, at which time the seepage areas, if present, may be more clearly defined. The site should be graded such that surface water is directed off the site. Water should not be allowed to stand in any area where structures, slabs or driveways are to be constructed. During construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades should allow for drainage away from the structure foundations. The ground should be sloped at a gradient of 3 percent for a distance of at least ten feet away from the building, except in areas that are to be paved, which can be sloped at a gradient of 1 percent. Foundation drains should be installed in non-dock-high areas where landscaped areas are immediately adjacent to the building. In our opinion, foundation drains are not necessary in areas where pavements extend to the building walls. The drains should be installed at or just below the bottom of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 5. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 12. Utility Support and Backfill Based on the soil conditions encountered,the majority of soils expected to be exposed by utility excavations should provide adequate support for utilities; however, deeper utility trenches may encounter the peat that is beneath the existing fills. Should the peat, or soft soils, be exposed near pipe grades, the peat should be removed to a depth that will provide adequate support for the utility. Utility trench backfill is a major concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve (12) inches above the crown of the pipe before any heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve 0 2) inches. A typical trench backfill section and compaction requirements for load supporting and non-load supporting areas is presented on Plate 4. Pavement Areas E The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, we recommend the subgrade be treated and prepared as described in the Site Preparation and Grading section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM 1557-78). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly loaded areas: • Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRB) material, or • Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck-traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, you may consider for truck-trafficked areas the following sections: • Three inches of AC over six inches of CRB, or L • Three inches of AC over four and one-half inches of ATB. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 13 Asphalt Concrete (AC), Asphalt Treated Base (ATB), and Crushed Rock Base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D-1557-78 laboratory test standard. It should be noted that parking stall pavement sections assume no truck traffic. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to re-evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services This office will be available to provide consultation services relating to review of the final design and specifications to verify that our recommendations have been properly interpreted and implemented in the approved construction plans and specifications. In addition, it is suggested that this office be retained to provide geotechnical services during construction to observe compliance with the design concepts and project specifications, and to facilitate design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It should be noted that it is generally in the best interests of the owner/client to maintain the same Soils Engineer during construction in order to obtain the project objective, with optimum quality control. Earth Consultants, Inc. 10 RD 1 1 FdR/l � f _ I CG� ON �i__-_ 'SW 7TH / T ES TiH S7 j; w n S PARK SS f 2 1�7 •.:�..::i`' �., �� -:r � 1 '�" ' N wQ i< 6 RIDE N S G'R s15 j FT 10ENT o BOSH 51 .f� rPARK < ^ I of o f = A S RENTON VILLAGE PL jjj 3JT ) < .� '•.�.• `�� `��SrFq CTti'Y NORTHER o< 12TH Q �13T j < H St I a72 > I a 1^s G 05 ~ w i y� Ir r ' rAKE Sr> = S SW y <i 18TH Z T KIRK Y ; ..! 15TH ^ : 3 f- ST 1 — — - 17-4— r�a u _ J�— j> 5 16TH S? U: 'tom U : U o. t:¢ I ikE y N ¢5 17TH ST 0 M '.: d {.O 1 Yi Q• h; Q N!u awRK e y ¢ PL o S 0. Lonyac es J a -: � S 18TH N ,- (T1 N uI I f SW 19 H ST S TH �? o. U1 6 I n =..-.. ST H a -+ = UKWILA I Race li I m S 0 4, PK 1 I T 207H VNY r H ST PL 158 Z I SW 211T ST a ~ > EVAN r rn �[ N N LACK i< W D XUIu TU %KER B VD i= Z r I< �� ;;:.(� _ SW 23RD ST ,_S 23RD v�i ST rn W �¢BIC NTENNIA = Y U PARK:: / � � . � ? < ¢ _ S'1STH•S . a = -J-- — ' c�3 H BLV SW 274 ST C,y RICK DR Z' D�J, `F" _ 2 ITE LOCATION I , i s 2TTr PL1H�o 10 'Pp << I !� <SW 29TH T irJ` ,Ply Sp�H qV 3t G nU^(/ ` I CHR/ST- 2 51 yy 3p7H S7 I y -vL P`• . Sr u L I { ENSEN ti I SW 31ST ' O --�� GREENBELT 2 SW 33RD �I I � } I PK I I �� a IST < I I I 31 11 : f 34TH ST ' > I 167 i S 172ND ST 0INKLER B Vpi 1 ) CC ; 5� , �S 387H ST o - — J — e T 74T _ 4- i .y~�`' ~ 4---- J 033: i j - �37TH ST S 114TH ST ySW s¢ 39TH ST I S CT is II' W JT SAXDN+OR v' I < I W / co \y ST 1 = : N > I SW 41ST ST VALLEYS 177TH ST .1 SZ r > > EDICAL aZH O Q O�I I A ¢ I I I CENTER 5 1� ' 179TH J S Reference: King County/ Map 41 By Thomas Brothers Maps Dated 1990 Earth Consultants Inc. l Vicinity Map &Fn� tW�f� S.W. 27th Street Warehouse Renton, Washington Proj. No. 3453-4 [Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 1 I JP-8 TP-6 TP-5 1 DTP-9 _DTP-10 m` i t TP-4 a, Existing I �Q Tilt Up Warehouses L111 DTP-12 t TP-11 TP-3 -----! TP-2 -/ 'TP-1 -DTP-13 • -- n S.W. 27th STREET LEGEND TP-1 -i- Approximate Location of ECI Test Pit, Proj. No. T E-3453-4, Aug. 1994 Existing Building Approximate Scale ❑ 0 100 200 400ft. Proposed Building Test Pit Location Plan Earth Consultants Inc. S.W. 27th Street Warehouse Cx'otechnlol Fsgnoeis.Geobgtsts 6 FltvlronrTtrntal ScYntlsts Renton, Washington Proj. No. 3453-4 Drwn. GLS [Date Aug. '94 Checked DSL Date 8/10/94 Plate 2 SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Sur ch ar9 e or Pre load oadSurcharge or Preload Fill Fill _ � I STANDARD NOTES 1) Base consists of 3/4 inch thick, 2 foot by 2 foot plywood with center drilled 5/8 inch diameter hole. 2) Bedding material, if required, should consist of Traction Sand. 3) Marker rod is 1/2 inch diameter steel rod threaded at both ends. 4) Marker rod is attached to base by nut and washer on each side of base. 5) Protective sleeve surrounding marker rod should consist of 2 inch diameter plastic tubing. Sleeve is NOT attached to rod or base. 6) Additional sections of steel rod can be connected with threaded couplings. 7) Additional sections of plastic sleeve can be connected with press-fit plastic couplings. 8) Steel marker rod should extend at least 6 inches above top of plastic sleeve. 9) Marker should extend at least 2 feet above top of fill surface. --Earth Consultants Inc. TYPICAL SETTLEMENT MARKER DETAIL Geotec3nk�W Fsgkwrm Geologists•FrvMorvnmtW Sc$"V S.W. 27th Street Warehouse Renton, Washington Prol. No. 3453-4 Drwn. GLS [Date Aug. '94 Checked DSLTte 8/10/94 Plate 3 Non-Load Supporting Floor Slab or Areas Roadway Areas .{ a 0 D 0 ° o° 0 00 u Varies° 0 0 0 9 5 o - .o 85 � -. 95 1 Foot Minimum Backfill 80 90 Varies PIPE .0•00 .o�o,.00 p.:.� .Q:a •p o• 0 •�'Op°•Oo p:o�'0 Q�'{ •'a ° O. o�'o ' Vow °oBedding a'• o ° °o b.•ov.0.O.o00o � VariesQOO 0 o00 0-0 1it2i LEGEND: Asphalt or Concrete Pavement or Concrete Floor Slab p, O 1. o ° ° o • Base Material or Base Rock Backfill; Compacted On-Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and o;0' Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. —Earth COr1SU1tarltS Inc. TYPICAL UTILITY TRENCH FILL S.W. 27th Street Warehouse Grotectmkal Frshxrm.CwO"Lsts 3 h}ivhflfl x-mi'd somims Renton, Washington Proj. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 4 0 o Slope To Drain e 0 v °•-° 6 inch min. '::-;.o. •':.'0 �`o;••0•4•• •�•.••••0.'6' � ° �° ° 18 inch min. 4 inch min. 'a: ::'•._' -o 0 0 . Diameter :. .;::• :• - ° ° . Perforated Pipe :' • : :.:.:• = - ° . ° :• '•° Wrapped in Drainage Fabric ;: �. .: ° 'c _•• °• �� e ° ° 2 inch min. 2 inch min. / 4 inch max 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9-03.1(2) of the 'o:,° WSDOT Specifications. ODrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down;tight jointed;with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. TYPICAL FOOTING SUBDRAIN DETAIL S.W. 27th Street Warehouse Renton, Washington Prof. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 5 APPENDIX A E-3453-4 FIELD EXPLORATION Our test pit exploration was performed on August 3, 1994. The subsurface conditions at the site were explored by excavating thirteen test pits to a maximum depth of fifteen and one-half (15.5) feet below the existing ground surface. The test pits were excavated by Evans Brothers Construction, using a rubber-tire backhoe. The approximate test pit locations were determined by pacing from existing on site landmarks. The locations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by an engineer from our firm, who classified the soils encountered and maintained a log of each test pit, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate Al , Legend. Logs of the test pits are presented on Plates A2 through A14. The final logs represent our interpretations of the field logs and the results of the laboratory tests on field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL Gravel o GW Well-Graded Gravels, Gravel-Sand And Clean Gravels a o 4 0 Q gW Mixtures, Little Or No Fines Gravelly (little or no tines) M M 4GP Coarse Soils Poorly-Graded Gravels,Gravel- Grained gp Sand Mixtures,Little Or No Fines Soils More Than GM Silty Gravels,Gravel Sand- 50% Coarse Gravels With Fraction Fines(appreciable gm Silt Mixtures Retained On amount of fines) GC Clayey Gravels, Gravel-Sand- No. 4 Sieve gC Clay Mixtures Sand •o o� ,o SW Well-Graded Sands, Gravelly And Clean Sand o C a o o e SW Sands, Little Or No Fines Sandy (little or no fines) ,:;q: :.. 4:•>s>• More Than Soils ": °:::::>%` t SP Poorly-Graded Sands, Gravelly o:;:;;; c::>::::. 50% Material Sp Sands, Little Or No Fines Larger Than More Than No.200 Sieve 50% Coarse SM Silty Sands Sand- Silt Mixtures Size Fraction Sands With Passing No.4 Fines(appreciable .MSC Sieve amount of fines) Sc Clayey Sands, Sand-Clay Mixtures ML Inorganic Silts&Very Fine Sands,Rock Flour,Silty- rrtl Clayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity, Soils Clays Grained And Less Than 50 CI Gravelly Clays, Sandy Clays, Silty Clays, Lean I I I I I QL Organic Silts And Organic I I I I I OI Silty Clays Of Low Plasticity More Than I MH Inorganic Silts, Micaceous Or Diatomaceous Fire 50% Material Silts mh Sand Or Silty Soils Smaller Than Liquid Limit - And CH InorgarNc Clays Of High No.200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays Size / OH Organic Clays Of Medium To High Oh Plasticity, Organic Silts Peat, Humus, Swamp Soils Highly Organic Soils i, rT_�p \��, \�r, ��� t With High Organic Contents Topsoil 'y y�'J Humus And Duff Layer Fill Highly Variable Constituents The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to Indicate borderline soil classification. C TORVANE READING,tsf I 2'O.D. SPLIT SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE, %dry weight 24" I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED SAMPLE NOT RECOVERED WATER OBSERVATION WELL pof DRY DENSITY,lbs.per cubic ft. LL LIQUID LIMIT,% Q DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION i SUBSEQUENT GROUNDWATER LEVEL W/DATE Earth LEGEND Consultants Inc. 1 �K%N(xlYlk:lllJlfjh N'a:fS.C:I%rlu�L+IS 61J1\'IRIIInklq:d Si*a Nlals Proj. N0.3453-4 Date Aug'94 Plate Al Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453 4 DSL 8 3 94 TP-1 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: U W z o } Surface Conditions: Grass SM FILL- Brown silty fine to coarse SAND with gravel,medium dense,moist 1 2 SP-SM FILL- Brown poorly graded medium to coarse SAND with silt and gravel,medium dense 4.4 3 4 FILL- Gray poorly graded medium to coarse SAND with silt 15.6 5 6 -slight caving 7 8 -very minor seepage PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to —'' saturated 91.1 Lc u 9 10 11 ML Gray SILT,soft to medium stiff,saturated 46.1 12 13 14 Test pit terminated at 14 feet below existing grade. Very minor groundwater seepage encountered at 8 feet during excavation. ON o. OD Cl) Test Pit Log Earth Consultants Inc. S.W. 27TH Street Warehouse Renton, Washington J Proj.No. 3453-4 Own. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: —T"Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-2 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: W = o } o Surface Conditions: Grass i%> L M Z) T � v7 SP-SM FILL-Brown poorly graded medium to coarse SAND with silt and gravel,medium dense, moist 1 4.7 2 3 4 13.6 5 6 7 -minor seepage ' 8 PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium 108.2 '' "/ stiff,wet to saturated `L1c u 9 y tir 10 0 11 11 0 12 ML Gray SILT,soft to medium stiff,saturated 51.2 13 14 15 Test pit terminated at 15 feet below existing grade. Minor groundwater seepage encountered at 7.5 feet during excavation. o� 01 CO Earth Consultants inn. Test Pit Log S.W.27TH Street Warehouse � CO01i��w aedo¢aa a emuom�a�saae,a Renton,Washington J Proj.No. 3453 4 Dwn. GLS Date AUg'94 Checked DSL Date 8/17/94 Plate A3 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-3 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W o } N o Surface Conditions: Grass a� a+= a U n M roTvtLm MT 0 � � U) v7 SP-SM FILL- Brown poorly graded medium to coarse SAND with silt and gravel,medium dense,damp 1 4.1 2 3 4 10.4 5 -becomes wet to saturated 6 FILL• Gray poorly graded medium to coarse SAND with silt -very minor seepage PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to 8 saturated 100.3 10 11 12 MH Gray elastic SILT,soft to medium stiff,wet to saturated qu=1.Qtsf 13 qu=o.25tsf 56.4 14 31.9 15 SP-SM Black poorly graded fine SAND with silt,loose to medium dense,water bearing Test pit terminated at 15 feet below existing grade. Very minor groundwater seepage encountered at 7.5 feet during excavation v o. o, co Earth Consultants Inc. Test Pit LogS.W. 27TH Street Warehouse � �� �"�" Renton,Washington J P­LProj.No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A4 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-4 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W .0 o -C o Surface Conditions: Grass (%) L cn o LL cn D cn SP-SM FILL- Gray poorly graded medium to coarse SAND with silt and gravel,damp 1 4.5 2 3 4 5 -becomes wet to saturated 7.2 6 -moderate seepage FILL- Gray poorly graded GRAVEL with sand 7 -severe caving PEAT Brown fibrous PEAT,soft to medium stiff,saturated 8 Test pit terminated at 8 feet below existing grade due to caving. Moderate groundwater seepage encountered at 6 feet during excavation. v a a .-r of CO Test Pit Log Ln E�Dn. h Consultants Inc. S.W. 27TH Street Warehouse GOO Renton,Washington J Proj.No. 3453-4 GLS Date Au9'94 Checked DSL Date 8/17/94 Plate A5 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Dat7/3 Test Pit No.: 3453 4 DSL 8 94 TP-5 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: W s o 01 CO o Surface Conditions: Grass and Scot's Broom %j ccE v � E M E L T O rd D 71 U (r) U) U) SP-SM RLL- Brown poorly grade fine to medium SAND with silt and gravel,loose to medium dense,damp to moist 1 2.0 2 3 4 5 6 7 8 9.1 9 10 PEAT Brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to saturated 71.8 L ``0 , 0+ 11 12 13 / 0+i 43.6 14 MH Gray elastic SILT,very soft to soft,wet to saturated. q u=.25tsf 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. o1 o. co Cl, Test Pit Log Earth Consultants Inc.nc. S.W. 27TH Street Warehouse � g #ate" Renton, Washington J cL Proj.No. 3453-4 I Dwn. GLS Date Aug'94 Checked DSL Date 8/117/94 Plate A6 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453 4 DSL 8 3 94 TP-6 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: U _ W L O } o Surface Conditions: Grass roT naiu ro � T LU) SP-SM FILL- Brown poorly graded SAND with silt and gravel,loose,damp 1 2.5 2 -becomes medium dense 3 4 5 FILL Gray poorly graded SAND with silt 6 8.9 7 8 9 PEAT -minor seepage Brown fibrous PEAT with interbedded organic silt,soft to medium stiff,wet to saturated \ 10 216.2 ', 11 MH Gray elastic SILT,medium stiff to stiff,saturated qu=1.25tsf 12 78.4 13 14 15 Test pit terminated at 15 feet below existing grade. Minor groundwater seepage encountered at 8.5 feet during excavation. o% o. tp M Test Pit Log In Earth Consultants inc. S.W. 27TH Street Warehouse Renton, Washington J Proj.No. 3453 4 Dwn. GLS Date AUg'94 Checked DSL Date 8/17/94 Plate A7 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. __FLogged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP_7 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: U _ W = o } v o Surface Conditions: Grass (%) iv CD � 0 cn � SP-SM FILL- Brown poorly graded SAND with silt and gravel,loose to medium dense,damp to moist 1 7.3 2 3 FILL- Gray poorly graded SAND with silt 4 5 6 7 8 PEAT Dark brown fibrous/woody PEAT with interbedded organic silt,soft to medium stiff,wet to saturated 117.1 u Lc 9 L .t r. . 10 0<, . 11 0tr 12 MH Dark gray elastic SILT,medium stiff,wet to saturated qu=.5-1.25tsf 58.6 13 -peat stringers 14 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. v o. o. -i cc Earth Consultants Inc. Test Pit Log S.W. 27TH Street Warehouse cowect,,,,ti s.�ear, +.•enw eaa�rr Renton, Washington Proi.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A8 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-8 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W o + v o Surface Conditions: Grass L v i m Z) T 0 � o U) U) SM FILL Brown silty SAND with gravel,loose to medium dense,damp to moist 1 2 SP-SM FILL:- Gray poorly graded SAND with silt,wet 6.7 3 4 5 — — 6 PEAT Brown fibrous/woody PEAT interbedded with organic silt,soft to medium stiff,wet to saturated 113.8 7 L I I I I 10 CL Gray organic SILT,very soft to soft,saturated qu<.5tsf I I I I 78.6 I I 11 IIII 12 IIII I I I I I 13 IIII I I I I 14 IIII IIII 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. v D1 o. of � Test Pit Log Earth Consultants Inc. S.W. 27TH Street Warehouse ceaea�a�a�'eea.aeao�aaemuo.o'ardaa�,mu` Renton, Washington J � Proj.No. 3453-4 Dwn. GLS Date AUg'94 Checked DSL Date 8/17/94 Plate �S.bsurfacconditions depicted represent our observations at the timand location of this exploratory hole,mdifid by engineering tes analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-9 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: U _ W -C Surface Conditions: Grass DI ra (0 LO O to N SM fill: Brown silty SANd with gravel,dense,moist 1 SP-SM FILL- Gray poorly graded SAND with silt,medium dense,moist 5.5 2 3 4 11.0 5 -becomes wet 6 7 8 OH minor seepage 9 Gray elastic SILT,soft to medium stiff,wet to saturated qu=.75tsf -peat interbeds 54.4 10 q u<.5tsf 11 12 13 -grades to gray sandy silt 37.9 14 q u=.75tsf qu=1.0tsf 48.4 15 Test pit terminated at 15.5 feet below existing grade. Minor groundwater seepage encountered at 8.5 feet during excavation. O. O. Ln Earth Consultants Inc. Test Pit Log S.W.27TH Street Warehouse ceaea�a��e«s,aeoro¢�an a enwoon,are�eaed,a Renton, Washington J Proj.No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A10 observations at the time and location of this exploratory hole,modified by engineering tests, Subsurface conditions depicted represent our analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453 4 DSL 8 3 94 TP-1 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: _ W .6 o } o Surface Conditions: Grass (%) L T o i CD SM FILL: Brown silty SAND with gravel,medium dense,damp 2 1 2.0 SP-SM FILL:- Brown poorly graded SAND with silt and gravel,medium dense,damp 3 ALL:- Gray poorly graded SAND with silt 4 13.8 5 17 = PEAT -becomes loose,severe caving,minor seepage 0 6 Brown fibrous peat interbedded with organic silt,very soft to soft,saturated 7 Test pit terminated at 7 feet below existing grade due to caving. Minor groundwater seepage encountered at 5.5 feet during excavation. 0 o. o. Test Pit Log Earth Consultants Inc. S.W. 27TH Street Warehouse .. ems.«. J "0 Renton, Washington Proj.No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate All Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 Job No. Logged by: Date: Test Pit No.: 3453 4 DSL 8 3 94 TP-11 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: _ W LU o -C m o Surface Conditions: Grass n � a + a U _0 N E N LL E (n E 0 � W � ( SM FILL- Brown silty SAND with gravel,medium dense,damp 1 SP-SM FILL- Gray poorly graded SAND with silt,medium dense,damp 2.9 2 3 4 5 6 —' 7 PEAT Brown fibrous PEAT,very soft to soft,wet to saturated 83.0 u u 8 -interbedded with organic silt 10 ML Gray SILT,soft to medium stiff q u=1.0tsf 42.9 11 12 13 qu<.5tsf •6 14 SM Black silty fine SAND,loose to medium dense,water bearing 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. v o. a 00 Test Pit Log EaI`tY] Consultants inc. Test 27TH Street Warehouse $ b� Renton, Washington J a-=No. 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate Al2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. �DSL by: Date: Test Pit No.: 3453-4 8 3 94 TP-12 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction t Notes: U _ W r o C °' o Surface Conditions: Alder and Grass %) L cn cn cn SM FILL- Brown silty SAND with gravel,loose,damp 1 SP-SM FILL- Brown poorly graded SAND with silt,gravel,loose,damp 3.0 2 3 4 -becomes wet 5 FILL- Gray poorly graded SAND with silt 11.2 6 7 8 = PEAT Interbedded brown fibrous PEAT and organic silt,very soft to soft,wet to saturated 58.3 9 10 106.3 , „ 11 ML 45.2 12 Gray SILT,medium stiff to stiff,saturated qu=1.Qtsf 13 14 Test pit terminated at 14 feet below existing grade. No groundwater seepage encountered during excavation. v o. o. GO L M Test Pit Log ,ItEarth COn$L11taI1fS Inc. S.W. 27TH Street Warehouse CO GWW"a � Renton, Washington J Proj.No. 3453 4 Dwn. GLS Date AUg'94 Checked DSL Date 8/17/94 Plate A13 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. I Logged by: �8/3/94 ate: Test Pit No.: 3453-4 DSL TP-13 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: u _ W o } o Surface Conditions: Grass 0 v7 O u7 � SM FlLL• Brown silty SAND with gravel,medium dense,damp 1 SP-SM FILL- Brown poorly graded SAND with silt and gravel,medium dense,damp 3.9 2 3 4 -becomes wet 5 FILL- Gray poorly graded SAND with silt 10.1 6 7 8 45.8 —' ` PEAT minor seepage +, 0 r, 9 Brown fibrous/woody PEAT interbedded with organic silt,very soft to soft,saturated 102.3 +. 0/ 10 11 MH Gray elastic SILT,soft to medium stiff,saturated 43.3 qu=1.25-1.5tsf 12 48.5 13 q u<.5tsf 14 Test pit terminated at 14 feet below existing grade. Minor groundwater seepage encountered at 8.5 feet during excavation. v o. 2. Test Pit Log Forth Consultants Inc. S.W.27TH Street Warehouse Renton, Washington Proj. No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate Al Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. APPENDIX B E-3453-4 LABORATORY TEST RESULTS Earth Consultants, Inc. HYDROMETERSIEVE ANALYSIS • •• • • • •• �����■��■fit ���■�����■�■��■����■■■■■���� F3 MEMO! rn • _ •. • ® •• . . • �® • •' mm • DESCRIPTION • m SP-S gray poorly graded SAND with silt SP-SM ibrown poorly graded SAND with silt 100 W i x 60 w 0 z �- CH U i N 40 `'-'A-Line a C A 20 CL-ML 0 20 40 J 60 80 100 LIQUID LIMIT Boring/ Depth Natural KeyP Soil Classification USCS L.L. P.L. PI. Water Test Pit (ft) Content TP-1 11.5 gray SILT ML 40 31 9 46.1 * TP-9 10.0 gray elastic SILT MH 68 43 25 54.4 with organics Atterberg Limits Test Data Earth Consultants Inc. SOUTHWEST 27TH STREET WAREHOUSE Ge(xed ,,�E, iStSdEnv��al�� RENTON, WASHINGTON Proj. Ncs 453—jDate 8/17/94 Plate s2 DISTRIBUTION E-3453-4 4 Copies Trammell Crow Company 5601 Sixth Avenue South P. 0. Box 80326 Seattle, Washington 98108 Attention: Mr. Todd Timberlake 1 Copy Foushee and Associates 3260 - 118th Avenue Southeast, Suite 1000 P. 0. Box 3767 (98009) Bellevue, Washington 98005 Attention: Mr. Loch Anderson 1 Copy Lance Mueller and Associates 130 Lakeside Avenue, Suite F Seattle, Washington 98122 Attention: Mr. Lance Mueller Earth Consultants, Inc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- technical engineers who then render an opinion about face conditions than any other factor As troublesome as overall subsurface conditions, their likely reaction to subsurface problems can be, their frequency and extent proposed construction activity, and appropriate founda- have been lessened considerably in recent years, due in tion design. Even under optimal circumstances actual large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist, The Association of Engineering Firms Practicing in because no geotechnical engineer, no matter how the Geosciences. qualified,and no subsurface exploration program, no The following suggestions and observations are offered matter how comprehensive. can reveal what is hidden by earth, rock and time. The actual interface between mate- to help you reduce the geotechnical-related delays, vials may be far more gradual or abrupt than a report cost-overruns and other costly headaches that can indicates. Actual conditions in areas not sampled may occur during a construction project. differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their A GEOTECHNICAL ENGINEERING impact. For this reason, most experienced owners retain their REPORT IS BASED ON A UNIQUE SET geotechnical consultants through the construction stage, to iden- tify variances,conduct additional tests which may be OF PROJECT-SPECIFIC FACTORS needed, and to recommend solutions to problems A geotechnical engineering report is based on a subsur- encountered on site. face exploration plan designed to incorporate a unique SUBSURFACE CONDITIONS set of project-specific factors.These typically include: the general nature of the structure involved, its size and CAN CHANGE configuration; the location of the structure on the site and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly- access roads, parking lots, and underground utilities, changing natural forces. Because a geotechnical engi- and the level of additional risk which the client assumed neering report is based on conditions which existed at by virtue of limitations imposed upon the exploratory the time of subsurface exploration, construction decisions program. To help avoid costly problems, consult the should not be based on a geotechnical engineering report whose geotechnical engineer to determine how any factors adequacy may have been affected by time. Speak with the geo- which change subsequent to the date of the report may technical consultant to learn if additional tests are affect its recommendations. advisable before construction starts. Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and otherwise, your geotechnical engineering report should not natural events such as floods. earthquakes or ground- be used: water fluctuations may also affect subsurface conditions • When the nature of the proposed structure is and, thus, the continuing adequacy of a geotechnical changed, for example, if an office building will be report. The geotechnical engineer should be kept erected instead of a parking garage, or if a refriger- apprised of any such events, and should be consulted to ated warehouse will be built instead of an unre- determine if additional tests are necessary frigerated one: •when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE structure is altered; PERFORMED FOR SPECIFIC PURPOSES • when the location or orientation of the proposed AND PERSONS structure is modified; •when there is a change of ownership, or Geotechnical engineers' reports are prepared to meet • for application to an adjacent site. the specific needs of specific individuals. A report pre- Geotechnical engineers cannot accept responsibility for problems pared for a consulting civil engineer may not be ade- which may develop if they are not consulted after factors consid- quate for a construction contractor, or even some other ered in their report's development have chanced. consulting civil engineer Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use MOST GEOTECHNICAL "FINDINGS" by any other persons for any purpose, or by the client ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its Site exploration identifies actual subsurface conditions intended purpose without first conferring with the geotechnical only at those points where samples are taken, when engineer. No person should apply this report for any purpose they are taken. Data derived through sampling and sub- other than that originally contemplated without first conferring sequent laboratory testing are extrapolated by geo- with the geotechnical engineer. RECEIVEC OR 2 3 1992 WETLANDS ASSESSMENT AND DELINEATION for O'REEFE DEVELOPMENT CORPORATION 7900 S.E. 28th Street Mercer Island, Washington for property located at S .W. 27th Street City of Renton Ring County, Washington Prepared by TALASAEA CONSULTANTS 118 162nd Avenue S.E. Bellevue, Washington 98008 November 21, 1991 TABLE OF CONTENTS INTRODUCTION PURPOSE METHODOLOGY Review of Existing Data Field Investigation INVESTIGATION FINDINGS Vegetation Soils Hydrology Wildlife Wetlands Wetland Determination Wetland Function and Value Regulatory Issues PROJECT IMPACTS IMPACT MITIGATION SUMMARY AND CONCLUSIONS REFERENCES APPENDICES Appendix A: Wetland Data Forms LIST OF FIGURES Figure 1. Vicinity Map Figure 2 . Vegetative Cover of Wetlands and Adjacent Areas Figure 3 . Wetland Boundary LIST OF TABLES Table 1. Partial List of Plant Species Table 2 . Partial List of Wildlife Species EXHIBIT A Site Survey Drawing INTRODUCTION Talasaea Consultants has completed a wetland survey on a 13 . 15- acre parcel for O'Keefe Development Company of Mercer Island, Washington. The property is located in Township 23 , Range 4 , Section 25, on S.W. 27th Street in Renton, King County, Washington (Figure 1) . The property is bordered to the east by Spring Brook Creek, to the west by a warehouse property, and to the north by open land. The south side of the property borders S.W. 27th Street. The overall topography of the site generally slopes north from 27th Street. Vegetation in the northern one-third of the site (and adjacent properties to the northwest) is almost exclusively Reed Canarygrass (Phalaris arundinacea) with two small stands of Willow (Salix lasiandra and Salix scouleriana) . The southern two-thirds of the site has been previously filled and hydroseeded. The transition zone between these two areas, as well as the banks of Spring Brook Creek, are vegetated primarily with a mixture of Himalayan Blackberry (Ru,bus discolor) , Scot ' s Broom (Cytisus scoparius) , and Stinging Nettle (Urtica dioica) , as well as with grasses and other herbaceous plants. Dredge spoils resulting from past cleaning of the drainageway have been deposited on the west bank, providing a berm between the creek and any future development that may occur on this site. A large detention pond, primarily serving the property to the west, extends into the subject property and forms part of the boundary between the wetland to the north and the filled area to the south. Outflow from this detention facility enters the wetland north of the pond. A petroleum pipeline easement extends along the northern property line. Maintenance of this easement appears to involve periodic clearing of vegetation within the right of way. A high tension power line also crosses the property in this area. PURPOSE Development plans for this parcel involve construction of a warehouse similar to that on the adjoining property to the west. The purpose of this study is to determine whether and to what extent wetlands occur on the subject property, and to determine their functions and values. Measures that could be taken to mitigate site development impacts are also discussed. METHODOLOGY Wetland analyses generally involve a two-part effort. The first involves a preliminary assessment of the parcel and the immediate surrounding area. This may involve review of aerial photographs, wetland maps prepared by resource agencies, relevant studies 1 completed or on-going in the vicinity of the project and contacts with resource agency personnel with expertise and/or jurisdiction in wetlands that are familiar with the project area. The second part involves a field survey in which direct measurements are made of vegetation, soils, and hydrology to determine the type of wetlands present and their boundaries . Wetland functions and values are also determined in the field. Review of Existing Data Review of background information was made prior to field investigations and included the following: o Aerial photographs o National Wetlands Inventory Map, U. S. Department of Interior, Fish and Wildlife Service, 1987 o Soil Survey of King County Area, Washington, U. S.D.A. , Soil Conservation Service, 1973 o King County Sensitive Areas Map Folio, 1990 Field Investigation Initially, a general site reconnaissance was conducted to gain overall impression of the existing environment and to determine an whether any wetlands were present on or in the immediate vicinity of the site. General observations were made of the general plant communities, wildlife habitats, and the locations of obvious and probable wetland areas. Present and past land use practices were also noted, as were significant geological and hydrological features. Once wetland areas were located, wetland delineation procedures were implemented. These procedures are outlined in the Federal Manual for Identifying and Delineating Jurisdictional Wetlands developed by the Federal Interagency Committee for Wetland Delineation (FICWD, 1989) . Plant species were identified according to the taxonomy of Hitchcock and Cronquist (1973) , and the wetland status of plant species was assigned according to the list of plant species that occur in wetlands, published by the U. S. Fish and Wildlife Service (Reed, 1989) . Wetlands were classified according to the U. S. Fish and Wildlife Service classification system (Cowardin, et.al . , 1979) . Vegetation was considered hydrophytic if at least 500 of the dominant plant species had a wetland indicator status of facultative or wetter (i. e. , facultative, facultative wetland, or 2 obligate wetland) . Generally, soil was considered hydric if one or more of the following characteristics were present: o organic soils or soils with organic surface layer, o matrix chroma just below the A-horizon of 1 or less in unmottled soils, or 2 or less if mottles were present, or o gleying immediately below the A-horizon. The hydrology criterion for wetland determination is considered to be met when any one of the following is found during the growing season: a) standing water is observed, b) soil is saturated, or c) groundwater is within 18 inches of the surface. The growing season in this region occurs between March and October. Field work was completed in mid-September, a relatively dry period of the growing season and a particularly dry period this year. Direct measurements and other indicators of hydrology were used to determine whether wetland hydrology was present (i. e. , the presence of rhizospheres associated with living roots and the presence of water marks on vegetation) . For the most part, however, inferences of hydrological conditions were made in the wetlands determination. Evaluation of the three wetland parameters was made at various locations along the interface between wetland and upland areas. Wetland boundary points were determined from this information, and a wetland boundary was either extrapolated from these points or interpolated between the points. Wetland boundaries were marked with flagging and a field sketch was prepared showing test pit and boundary marker locations. Field surveying will be done following agency review. INVESTIGATION FINDINGS The southern approximately three-quarters of the site has been previously filled and hydroseeded. The fill material is generally silty sands and gravel. Typical disturbed soil indicators (e. g. , erratics and discontinuities) and construction debris (e.g. , asphalt, concrete, crushed rock/gravel, metal and plastic) were found throughout this portion of the site. Some household and yard wastes were also noted. Vegetative cover in the filled area is predominantly grasses such as ryegrass and fescue. Vegetation in the northern one-quarter of the site is predominantly Reed Canarygrass. Soils there are primarily Woodinville silt loam with Puyallup fine sandy loam occurring in the northeastern corner of the site. Soils, vegetational and hydrological conditions were observed and documented at six locations on the site (Appendix A) . Soil samples at these locations were taken from test pits. Vegetation Vegetation on the northern one-third of the site is predominantly grasses, primarily Reed Canarygrass (Phalaris arundinacea) . Pacific Willow (Salix lasiandra) is found in the less disturbed areas (Figure 2) . A distinct scrub/shrub vegetative community occurs along the edge of the fill dominated by Blackberries (Rubus sp. ) , Scot 's Broom (Cytisus scoparius) and Willows (Salix sp. ) . The southern two-thirds has been recently graded and hydroseeded is presently open ground. Other herbaceous species include Cirsium arvense, Urtica dioica, Tanacetum vulgare, Trifolium repens, and Anaphalis margaritacea. Tree species include Salix lasiandra and Salix scouleriana, Tree species occurring on adjacent property, along Spring Brook Creek, include Populus trichocarpa, Fraxinus latifolia and Salix sp. The common shrub species are Cytisus scoparius, and Sambucus racemosa . Both introduced blackberries (Rubus discolor and R. laciniatus) occur at several locations on the site. A partial list of plant species observed on the site is presented in Table 1. Soils Soils in the i rev p ously filled areas of the site range from silt to very compacted sand and gravel, with numerous large erratics, discontinuities and debris consistent with the disturbed conditions that often accompany filling. Soils in the northern approximately one-quarter of the site are undisturbed. The King County Soil Survey (SCS, 1973) has classified the soils in the vicinity as predominantly Woodinville silt loam, although a small area of Puyallup fine sandy loam occurs in the northeastern corner of the site. According to Hydric Soils of the United States (1991) , the Woodinville soil series is listed as a hydric soil. Soils in the undisturbed areas of the site were found to be almost entirely a uniform silt, corresponding to the characteristics of the Woodinville soil series. These soils range in color from dark grayish brown (10YR 4/2) to very dark grayish brown (10YR 3/2) and are generally damp. Faint mottling is evident, ranging from dark red (5YR 4/6) to yellowish red (5 YR 4/6) Soil associated with the berm along Spring Brook Creek, which is composed almost entirely of dredge spoils, is drier and shows no evidence of mottling. The soil color is brown (10YR 3 . 5/3) . The west bank of Spring Brook Creek, south of the bridge, exhibits some signs of bank failure, with movement of soil occurring toward the creek. These areas will probably heal themselves, since the vegetation is very dense and contains plant species possessing well developed root systems. Hydrology Drainage at the site is generally from the southwest to the northeast. There appears to be no runoff entering the site from off the property. Outflow from the detention pond located on the adjacent property to the west is directed northward into the wetland area that is contiguous with the wetland on the northern one-quarter of the subject property. The detention pond extends onto the subject property inside the area previously fil-led, and ;appears to have been constructed .with the: idea that the one pond "Would eventually serve both properties. The main drainage feature in the area is Spring Brook Creek which flows from south to north along the eastern border of the property. There are two minor drainage features in the filled area. One flows in an easterly direction into Spring Brook Creek immediately downstream of the abandoned road crossing. The other, smaller drainage feature extends northward across the filled portion of the site to the wetland east of the detention pond (Figure 3) . The wetland area is relatively flat and exhibits no obvious drainage pattern. All field work was performed in the dry time of the year and no standing water was observed at any location on the site during any of the site visits. In areas where the most disturbance has occurred, the soil remains generally permeable due to the sandy content of the matrix material. Wildlife Wildlife use of the site is minimal based on observations made during wetland field investigations. Species observed on the site are presented in Table 2 . Red-tailed Hawks were seen flying over the site on two separate site visits, and a coyote was observed in the wetland area in the northern portion of the property. The presence of these species suggests that the site may support a population of prey species such as small rodents . Ducks were observed swimming in Spring Brook Creek and a Ring- necked Pheasant was flushed from the shrubby vegetation along the east side of the creek. The forested area along the east bank of the creek probably provides habitat for additional species that utilize the aquatic, riparian, and wetland areas of the site. Spring Brook Creek is one of the main tributaries to the lower Green River. Prior to channelization, it supported runs of anadromous fish species. Subsequent to channelization and construction of a pumping station at the mouth of the Black River, these fish runs have been significantly reduced. Installation of a Denali fish ladder has allowed fish to re-enter Spring Brook Creek. The section of the creek which flows through the property is not considered to be spawning habitat due to the lack of suitable spawning substrate, and most likely provides only limited juvenile rearing habitat due to poor water quality. It appears that this section of the creek serves mainly as passage to upstream spawning areas (Renton, 1991) . Wetlands The National Wetland Inventory map identifies wetlands on the subject property only in association with Spring Brook Creek. The map symbol for this wetland area indicates that the wetlands are the result of excavation, probably in reference to the fact that channel of Spring Brook Creek has been relocated to ' its present position. The primary wetland on the property is located in the northern one-quarter of the site (Figure 3) . Historically, the two on-site wetlands were hydrologically connected. However, due to placement of dredge spoils, the two wetlands on-site currently exist as separate features. The major wetland delineated on the property is located on the northern 1/4 of the site, occupying approximately 3 . 2 acres. This wetland lies between the north property line and the filled area to the south, and is contiguous with wetland areas on the property to the west. The dominant plant species in this wetland is Reed Canarygrass . Other species include Pacific and Scouler ' s Willow, and Himalayan Blackberry (around the fringes) . Functions of this wetland include: flood storage, water quality enhancement (due to biofiltration from Reed Canarygrass) , and wildlife habitat (primarily for birds and small mammals) . Presence of permanent water on-site (i. e. , Spring Brook Creek) adds habitat value for wildlife in the surrounding area. Common predators, such as coyote and red-tailed hawk, were observed at the site in the wetland area, suggesting the occurrence of prey species, such as rodents. Foraging would be limited to the wetland along the northern portion of the site and along the creek. The creek, as well as the adjacent lands during winter, probably provides habitat for waterfowl. Songbirds utilize the riparian areas along the Creek and transition area between the on-site wetlands and the filled portions of the site. Wildlife cover is afforded both in the groves of willows in the on-site wetlands, but particularly in the forested area along the east side of the Creek (off-property) . The on-site wetland, in conjunction with surrounding wetlands, provides storage of stormwater runoff during peak rainfall periods. Water purification occurs in the wetland as runoff passes through the relatively large, flat areas in the northern portion of the site (and in adjacent similar areas) containing dense herbaceous vegetation. Removal of sediments and other pollutants from the runoff passing through these areas is probably very effective. Regulatory Issues The City of Renton has not formally adopted its Draft Sensitive Areas Ordinance (SAO) ; however, the State Environmental Policy Act (SEPA) confers power to invoke regulations within the draft ordinance prior to formal adoption (R. Straka, pers. comm. , September, 1991) . The City of Renton Wetlands Management Ordinance dated June, 1991 , establishes buffer widths based on wetland category. Both wetlands are rated Category 2 wetlands based on size (greater than l ' acre) . The standard buffer width for Category 2 wetlands' in urban settings is 50 feet from the wetland edge. This buffer " will affect both the larger wetland to the north and the wetland along Spring Brook Creek. In some instances, the 40-foot greenbelt along .the east.property- Tine '(Restrictive Covenant Title -Order 113755) may extend a greater distance west of the 'creek-'than the 50-foot wetland buffer. IMPACTS A specific project description has not been defined. However, based on existing zoning for the site, probable development will be warehousing. Impacts of warehousing on the subject property are listed below, with impact mitigation measures listed in the following section. o No wetlands will be filled; any development will be set back from the stream and wetlands in accordance with the City of Renton development requirements. The required 50 ' buffer places all construction beyond the berm west of the stream. o Minimal development impacts are anticipated because warehousing and associated staging areas would occur in areas previously filled and away from the stream corridor. o Possible impacts to wildlife may occur at the eastern property boundary along Spring Brook Creek, especially if buildings and other structures are located close to the Creek. If adequate setbacks and buffers are not established, wildlife impacts could also occur on the north side of the developed portion of the property at the wetland/upland edge. o Increased noise, light, and glare may have some adverse impacts on wildlife use of the site. However, these disturbances would be limited to normal business hours during the day. o A slight reduction of water qualit y y may occur as runoff from impervious surfaces and landscaped areas enters the wetland. MITIGATING MEASURES The site Supports well developed natural vegetation along the creek and in wetland area in the northern portion of the property. Primary mitigation would involve creation and enhancement of buffers around developed areas, and maintenance of these areas to ensure their effectiveness for visual screening and wildlife habitat. Another primary mitigation would be enhancement of the detention pond. Measures that may be taken to mitigate the impacts that were listed in the preceeding section are presented below. o Enhance berm around north side of detention pond with wet-adapted plants (e. g. , Pacific Willow, Red-osier Dogwood, and rushes) , and along south side with dry- adapted species (e.g. , Vine Maple, Elderberry, and Snowberry) to provide cover and forage for wildlife. o Transition zone vegetation between the wetland and filled (developed) area should be retained. This zone contains a variety of trees and shrubs which provide habitat for some birds and small mammals . Protect and enhance these areas. o Plant west bank of creek along developed area with trees and shrubs to enhance riparian habitat, to provide shade over creek, and to enhance visual screening between the creek and the warehouse. o Pass all site runoff through grass-lined, maintained biofiltration swales prior to entry into the detention pond. o Convert the present detention pond to a wetpond to optimize water quality treatment. o Incorporate woody vegetation in biofiltration swales to enhance habitat for passerines . o Locate warehouse to the west side of the property to provide more open space along the creek. o Retain and enhance existing abandoned road crossing of creek for wildlife observation platform. SUMMARY AND CONCLUSIONS Approximately 3 . 5 acres of the subject 13 . 15-acre site contains wetlands. These wetlands are located north of the upland and also along the west bank of Spring Brook Creek. The most significant functions of these wetlands is flood storage and biofiltration. Important wildlife habitat is also associated with these wetlands. Development of the property for warehousing is not expected to have a significant impact wetlands or other natural systems on the property or in adjacent areas. r I A, �__ Y]1• + ter•' 7i, ! 1- ♦V LUW AMbj t � U <.+ twat,C ' 1911 'SL �n ._, 'jam.. __+.�::,- lJa:•.-.�> _ '�: L —. _s 6 �• a.—_._oaf v!•- __. - - .. :.- Oj u ir ...,n., .,,r.IraHwy _ r. f- •+� «�.��'.. �: .T:u(.�_=emu_.. .,... y .._ . _ „_. � _, • �.t-�i, ... ..�) •:• lw Tana '/: 1 - :I;:rt•. r Table 1. Partial List of Plant Species Which Occur on O'Keefe Development Property, Renton TREES scientific Name Common Name Wetland Status Arbutus menziesii Madrona NL Populus trichocarpa Black Cottonwood FAC Salix scouleriana Scouler ' s Willow FAC Salix lasiandra Pacific Willow FACW+ SHRUBS/VINES Scientific Name Common Name Wetland Status Cytisus scoparius Scot ' s Broom NL Rubus discolor Himalayan Blackberry FACU Rubus laciniatus Evergreen Blackberry FACU Rubus ursinus Trailing Blackberry NL Sambucus racemosa Red Elderberry FACU HERBS Scientific Name Common Name Wetland Status Anaphalis margaritacea Pearly Everlasting NL Cirsium arvense Canadian Thistle FACU+ Cirsium vulgare Bull Thistle FACU Plantago lanceolata Common Plantain FACU Solanum dulcamara Climbing Nightshade FAC Tanacetum vulgare Common Tansy NL Trifolium pratense Red Clover FACU Urtica dioica Stinging Nettle FAC+ Vicia sativa Common Vetch UPL GRAMINOIDS Scientific Name Common Name Wetland Status Avena fatua Wild Oat NL Phalaris arundinacea Reed Canarygrass FACW Triticum aestivum Cultivated Wheat NL Setaria viridis Green Bristlegrass NL Table 2 . Partial List of Animals Which Occur on O'Keefe Development Property, Renton MAMMALS Scientific Name Common Name Canis latrans Coyote Ondatra zibethica Muskrat BIRDS Scientific Name Common Name Anas platyrhynchos Mallard Ardea herodias Great Blue Heron Buteo jamaicensis Red-tailed Hawk Parus sp. (heard) Chickadee Passerculus sandwichensis Savannah Sparrow Phasianus colchicus Ring-necked Pheasant Sturnus vulgaris European Starling REPTILES/AMPHIBIANS Scientific Name Common Name Hyla Regilla Pacific Tree Frog g l jp ,;e; Vp'.01" 4*0. 4 py St] n"i-MVFO '1 j IW7 v r !-I - - - ; '6'. eFw T—Y -04. ....... M.C., m -4-v t4 wo Z'r• Wy— AM tom-W,'OV . .. .... -': 4RO NIM FA •ig p -.0 CZ=lx'�"Clw AMN'T W- ws W G. NY;;Krfl% 01.41"N • v .;MNfR ' " � ."&)v ' 'I., M" -01 -.1 • ." . '.f PORN n gi lit YP.4 ItA I air. SP i:W t1i I gv WX 5.1 il'i IrSi. "Ilk V �Tr. 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'?nl�:!' .'(!;��,�'1�17�'!J■���•( r!''1��� :71 1 )'c�l-r ,�,t r, f q trd pp •.. 6. •• •� t (♦ '•:K,,,r{b xf��.,1,,tty�cy f,��• ��.. ri 1,t.t".f,+: ,��':r a1r>r•�il..r. rrF!, ���1 f Irla- .J'::..Ij;?F+f;•'j". >!+�l• ,ft� ���A+ ,"'stY .r7ii-' ..r+' ..r.,� •rr6,+•��::.rP+�t� G r fi'{� '�.y, �'•RS.. ", t fi.►IwJ„e. 3 APPENDIX A WETLAND DATA FORMS DATA FORM ROUTINE ONSITE DETERMINATION METHOD' Field Investigalor(s): Date: Z/!? Af ProjecUShe: in State:- L^11'1 • County: ApplicantlOwner: 1`/�� - t� �� foo� �� Plant Community xi'N'ame: T-P -/ Note: If a more detailed site description is necessary, use the back of data form or a field nclebook. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Do norm environmental conditions exist at the plant community? Yes V No (ff no, explain on back) Has the vegetation, oi!s, and/or hydrology been significantly disturbed? Yes No (If yes, explain on back) VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Sira;um 1. t�f c_lar'c Ceq-E GW 11. 2. 12. 3. 13. 4. 14. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant spe-es that are OBL. FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes_"No Rationale: SOILS Series/phase: _�-^ ;�fs_ _�� /oa,,, Subgroup:2 Js�v c Flvva �s Is the soil on the h dric soils list? Yes Y No Undetermined Is the soil a Hislosol? Yes No Histic epipedon present? Y s No Is the soil: Mottled? Ye Gla , No. ysd? Yes No Matrix Color: I tiff` Motile Colors: Other hydric soil indicators: Is the hydric soil criterion met? Yes No Rationale: HYDROLOGY Is the ground surface inundated? Yes No Surface water depth: Is the soil saturated? Yes Now_ Depth to free-standing water in pi/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes'- No Rationale for jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to*Soil Taxonomy.' B-2 DATA FO=M ROUTINE ONSITE DETERM.iNATION METHOD' Fist_' Investi„a!or(s)- Da:e: Proje,,,Sr,e: Sta:E: w� County: <_,' ,17 Appl1canV0wner: Ll. Vf-« -(_c Plant Co,mimuni,f �,iNa tie: 7'P-3 Note: H a more detailed site description is necessary, use the ba✓c of data form or a field notebook. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Do normal environmental conditions exist at the plant communi:y? Yes ✓ No (If no, explain on back) Has the vegelation, soils, and/or hydrology been significantly distu,;�d? Yes / No (if yes, explain on back) se, Tp - Z - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V_EGETAilON Indicator Indicator Dcmi„_nl Plant Species Status Stratum Do-inan' Plant Skies Status Stratum 1. �Tl�� �a r,c n/ r FA L4 _j 2. L11-t�C G ri n r r G+ 12. i E. 1 /. 1 i. s. 1 10. Cam. Pe:_Ent of dominant sp-ec-es tha! are C F"r' � =SL. r,.,�, ancicr , A.. Is the hydrophytic vege!a(ion criterion, r='? Yes No Rationale: SOILS —I- Series./phase: L Lcti'1 .; Su-grouo:2 Is the soil on the h dric soils list? Yes� �=�'­ - -t _d n Jl v y L. `c ermine Is the soil a Histosol? Yes No Histic epi.�,_-do n present? Yes No Is the soil: Mottled? Yeses No G!e,,ed? Yes No\,- Matrix Color: —1_C `r': ' - F.rc Oti.er hydric soil ind cator s: Is the h,ydr;c soil criterion mitt? Yes No Ra:ionale: HYDROLOGY Is the ground surface inundated? Yes Nor Surface w•a!er depth: Is the soil saturated? Yes No Depth to free-standing water in pit/so iI probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes v No Rationale: JURISDICTIONAL 0,EET ERhl,:NA-ON AND RATIONALE Is the plant community a wetland? Yes No Rationale for jurisdictional decision: t This da!a form can be used for the Hydr:c Soil Assessme,-t Frocedure and the Plant Community Assessment Procedure. 2 Classl cation according to 'Soil Taxonomy.' B-2 DATA FORM ROUTINE ON'SITE DETERMINATION METHODI Fie!•' Inves!';aior(s): Frcjec'✓Siie: Da!e: _ Ez G/ ._ 1 State'- L^1/7- County: <" ,17 �'� -`��d� Plant Conmu-n;,y �,rilame: i C'- S Note_ If a more delailed site description is necessary, use Ine baoc of data form or a field notebook. Do normal environmental conditions exist at the plan;comrnu ni,y? Yes ✓ No (If no, explain on back) H'as the v, etation, soils, and/or hydrology been s:;nificanl!y dislur`�ed? Yes-✓ No (If yes, explain on back)) S - - - - - - - - - - - - - - - - - - - - - -�- - _ _ _ _ YEGETA iION Indicator Indicator Dcmin_nl Plan', SLucies Status S',raium Do.ninant Plant Species Stal-'s Stratum 11. 2. 12. c'. 7' 17. c. 0 13. 19 10. . 20. .•� Biit cr dominant sp,-s1 That era 05L. FAA-1,Fr', and/or FAC /� To Is , a hy-'ropny,ic veg5ta,IC^ cri'terion me'?. Yes ✓ No Rat or,ale: SOILS Set1eS,rohass: �f-•L'._ 'i: ,''' �' � T :/ - .. Subgroup.2 Is ;he soil a !-;istosol? Is the soil en the hydric soils list? Yes �` - N'd`— '� 'Undetar,�uned ! r Yes No H;s;ic epipeedon present? Yes No Is tna soil: Monied? Yes -- No Glayed? Yes No }dat,x Color: Mc;Je Colors: yd,iC soil in,cica,ors: 1 is ;he nydric s it cri;erio, ma!? Yes No Raticnzla; HYDROLOGY Is the ground surface inunda,ad? Yes No E- - Is ,he soil salura!ed? Yes Su face ware/depth: Depth to free-standing wa!er in pit/soil proo-a hole: Lis, other fie'.d evidence of surface inundation or soil sz!ura!ion. Is the wetland hydrology criterion met? Yes No Ra;icna!e: JURISDICTIONAL DETERt.!INATION AND RATIONALE Is ,he p!anl community a wetland? Yes No Ra:icna!e for jurisdictional decision: 1 T n:s dz;a form can ,a ;;sec'for the Hydric Scil Assessnert Procedure an A-S5ess.rne„I P'C—ed;;re d the Plan[ Commun;;y 2 C:ass'ca;;cn accordin; :o 'Soil Taxonomy.' B 2 DATA FORM ROUTINE OINSITE DETERMiNA T ION METHOD' Field lnvesiiaalor(s): Date: Projec✓S�e: Siz;e: ✓� Count': ApplicanVOwner: a 'le'e,e, �r�ev,, ` 4 Plant Comrun;:y gi`Name: -<- Note: tf a more detailed site description is necessary, use the back of data form or a field notebook. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Do normal environmental conditions exist at the plant commun�.y? Yes "- No (K no, explain on back) Has the vr9etalion, soils, and/or hydrology been significantly distur:.=d? Yeses No (if yes, explain on back) VEGETATION Indicator Ind;c_-:or Dominant Plant Species Status Stratum Domina;: Plant Species Slatus Stratum 1 a ar:C artjn nn r 1, Fgct�[ 2. 1Jr-;r c e- F66 —L� 12. 3. 13. S. 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OEL, FACV/ and/or FAC Is the hydrophylic vegetation criterion, met? Yeses, No Rationale: SOILS Seriesrphase: I r .•, _ S a;roup:2 l i ) •3.7 :;.. Is the soil on the hydric soils list? Yeses � fdo r Und=_t=_r-tinted y Is the soil a Histoscl? Yes No Histic epipecon p;esenl? des No Is the soil: Mottled? Yes Not,_Gleyed? Yes No }J,ztrix Color. r• Mot Colors: Other hydric soil indicators. Is the hydric sail criterion meI? Yes No Rationale: HYDROLOGY Is the ground surface inundated? Yes Now Su"ace water depth: /` Is the soil saturated? Yes Now r Depth to free-standing water in pit/soil probe hole: N List other field evidence of surface inundation or soil sal,ifration. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERI.IINATiON AND RATIONALE Is the plant community a wetland? Yes No Ra:ionale for jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and !"le P!a-: Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' B-2 Basin and Commun. Plan Areas VII. BASIN AND COMMUNITY PLAN AREAS i o � rt fD ri ro �o n w rt VIII. OTHER PERMITS f► CITY OF RENTON Building Permit EeLrmit 4 0 7 0 7 Permission is hereby given to do the following described work, according to the conditions hereon and according to the approved plans and specifications pertaining thereto, subject to compliance with the Ordinances of the City of Renton. Nature o f York PRELOAD FOR 180000 SQ FT WAREHOUSE. PARTIAL PERMIT-SUBJECT TO 303A(UBC) . Jdb;Address; 800 SW 27TH ST O"a TRAMMELL CROW COMPANY 5601 -6TH AV S SEATTLE, WA Tenaut ALLPAK CONTAINER CORP 0 ontractor FOUSHEE & ASSOCIATES CO INC Contractor's License FOUSHAC1580D PO BOX 3767 Contractor's Phone (2 0 6) 7 4 6-10 0 0 BELLEVUE, WA City License 6152 98009 Cazi$tz Lender 4thea Inforznatton .... XX Date of Issue 12/0 9/19 9 4 Sprinkler Required Date of Expiration 0 6/0 7/19 9 5 UBC Type of Construction Construction Value 65, 000 . 00 Building Height Parcel Number 2 5 2 3 0 4-9 0 6 4 Story Count Renton Job No PROJ 9 4 0 5 8 7 Building Sq. Ft. Dwelling Count 000 Zoning Occupancy Group ................................................... . I hereby certify that no work is to be done except Subject to compliance with the Ordinances of the as described above and in approved plans, and that City of Renton and information filed herewith this all work is to conform to Renton codes and permit is granted. ordinances. pplicant X Building Official BD3201d 10/93 iif 0 WASHINGTON DEPARTMENT OF FISH AND WILDLIFE A Hydraulic Project Approval (HPA) has been applied for with the Washington Department of Fish and Wildlife to permit direct discharge into Springbrook Creek. 5197.003 [MSH/krl STATE 00 04 � 9 — S wf Z O 1889 a y STATE OF WASHINGTON DEPARTMENT OF ECOLOGY P.O. Box 47600 • Olympia, Washington 98504-7600 (206)407-6000 • TDD Only(Hearing Impaired)(206)407-6006 January 23, 1995 CERTIFIED MAIL Trammell Crow Corporation 5601 6th Avenue Seattle, WA 98108 Dear Sir or Madam: RE: Coverage Under the Stormwater Baseline General Permit Permit Number: S03-002174 Facility\Site Name: Allpak Container Corporation Address: 800 S.W. 27th Street Renton, WA 98055 The Washington Department of Ecology has reviewed your application for coverage under the Stormwater Baseline General Permit. We are granting coverage under the permit as of the date indicated on the cover page of the enclosed permit. Please note your Permit Number on this letter and on the cover page of the enclosed permit. Use this number in any future correspondence (e.g., submitting a Notice of Termination, or a Notice of Intent because of a change of information) with Ecology. This permit covers the site(s) listed in the Facility/Site Name portion of this letter. You should promptly notify Ecology of any corrections or of any contiguous construction phases which you want covered under this permit. In such cases, you should submit an additional application (NOI), noting your permit number and marking the change of information box on the NOI. Please read the enclosed permit carefully. As a permittee, you are legally obligated to comply with its terms and conditions. A document called a Fact Sheet has been prepared by Ecology which helps to explain the permit. You may request a copy of the Fact Sheet by calling (360) 407-7156. The most significant requirement of the permit is the implementation of a Stormwater Pollution Prevention Plan. Plan requirements for construction activities are given in Special Condition S1.1. The purpose of Stormwater January 23, 1995 Page 2 Pollution Prevention Plans is to reduce, eliminate, or prevent the pollution of stormwater through the application of Best Management Practices. Such plans are to be implemented within the time frames identified in Special Condition S1. State law (RCW 90.48.465) requires that all permittees pay an annual permit fee. You should soon receive a billing notice informing you of your fee obligation. If you would like more information on the fee process, contact Bev Poston of the Department of Ecology at (360) 407-6425. You, or a third party, may appeal this decision to cover your facility/site. An appeal may be filed with the Pollution Control Hearings Board, P.O. Box 40903, Olympia, Washington 98504-0903 within thirty days of receipt of this notification. In addition, a copy of the appeal must be served on the Department of Ecology, P.O. Box 47696, Olympia, Washington 98504-7696. Enclosed is a copy of RCW 43.21B.310 which lists the procedures and requirements for the appeal process. After your site has undergone final stabilization and all stormwater discharges from construction activities are eliminated, you should complete and submit a Notice of Termination. A blank Notice of Termination is attached to your permit as Appendix 3. Please call (360) 407-6437 if you have any questions. Sincerely, Oz� James D. Krull, Manager Permit Management Section Water Quality Program Enclosures cc: Dan Balmelli Ron Devitt, NWRO, Ecology Erosion/Sediment . Control Design IX. EROSION/SEDIMENTATION CONTROL DESIGN .. ....... El1PC} ARC R�S1tN AN�3 SEQIIUtNTkTQ ::>>::::>::::>::::>:::»:: N TI OUR JOB NO. 5197 OCTOBER 16, 1994 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251 -6222 m�¢GHgGs�2 t CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES h' [j�hQ�6vo SETTLING ZONE VOLUME CALCULATION Pond Surface Area: A = 9.86 AC Q,o = CIRA C = 0.5 (Bare Ground) IR = PR L R PR = 2.9 IN (KCSWDM 3.5.1 E) R = QrTc-(br) a, = 2.44 (KCSWDM 4.3.3B) b, = 0.64 (KCSWDM 4.3.3B) Tc = L/60V L = 1,368 LF V= KRY o KR = 10.1 (Table 4.3.3C) So = 0.2% V= 10.1 0.0020 = 0.45 F77SEG Tc = 1,368/60(0.45) = 50.7 cR = 2.44(50.7)-0.64 = 0.20 IR = 2.9(0.20) = 0.58 Q,o = CIRA = (0.5)(0.58)(9.86) = 2.86 CFS POND SURFACE AREA: SA = 1,250 (Q,o) = 1,250 (2.68) = 3,350 SF Pond Surface Area Provided = 60' x 60' = 3,600 SF Page 2 of 2 5197.001 [BS/ps] TESC CALCULATIONS Basin Area to Be Disturbed = 9.86 AC P2 = 2.0 IN K = 0.37 (Soils Type - Woodinville Type "D") (Table 5.4.4A) p = 0.05 TON/CF ASED = R*K*LS*CV*PR L, = 1,490 FT S = 0.2% Ls = 0.14 (Table 5.4.413) ASED = 2.22(2.0)2-2(0.37)(0.14)(1)(1.3) = 0.69 TON/AC LSED = (ASED)(AREA) = 0.69 (9.86) = 6.80 TONS USED = LSED/p = 6.8/0.05 = 136.0 CF Use Fig. 5.4.4C W/USED = 162 CF Wb = 0' Lb = 27' Provide 2' Depth above Sediment Storage for Settling Zone Volume Page 1 of 2 5197.001 [BS/ps] gC hthletic n 'Field18 I g r I ^ ub:to�, BM � O t �vD "' 1 .•. 3 1 Ur . �AkF� L • r--i BeC \J •,BeD •w �• I.:.�t Oli I EvC ase�'dit ,r Cem l yyy • r •' � �mGRAVEL ' P17 • •i. .x� •M:;= * � �.' • 1 ��—��-a f�/P321.1 anBeD • . . I y Ev C P Be •� i C AkF 5T0 'RA ROAD Tu Rq F h T 'S `•• + • G 0� pg� of I • Ur 1Ur Pv �• o/ Ak gti I ' o ca W F- /lac wo -� _ �•�' •', ur �'• Y Inc I' r - - ---------# U r 13 i . L i I — -� i., • 5P c; AgC B M 137 ,• - py I = BeC Golf ourse I ` _— sta r Amu �� -\ Ur F In IF p'•' g O -- G ,^G6 rr r it Sew e R THE `� �►°o Disp sal '., �� o Substa�'�T'C' � e I►\ `r AgC •, •• •• M 16� •� ,y t• 455 \ ' :. Ur •• �r E :Longacre$:�-1- Pu •1 \ S15 /^/n, • i i Rye€-i Py I Wo eD ;it •.BeCI 1 y UU i .n ' I iifi Ur i..� I .:ii:rt �AgD i o i TYj rack 29 I r J. AgC R s rvoirPy — So Tu m D 2 W Pu Sk W. MPu u 25 0 = IBM •29 Age 162 �203 Ur_� n Py i AgC1 0 451 Sk I 1. i n swo Ur o IAgC m ACur� -.r. it Tu •ram r I_ u- ... -� --C--[� _ \_. ~ -•',� InC • Ag6 'i a So •'��_)••�. I AgD. 7 AMB __ MI 1777 _ py Wo SM II 1111 i � „ .1 � _Amt�• ' I AgC ., \•. ._..•• Ur ' I xAm C t PY •� •` 1 ° ' •• •AmB 3 Ng B I� Ur ., •�• • =-I \n gD MD 32 AgB •e •\ 9�l. Wo .. i.� . I 1 AgC .••u. > �:• • AgC N. Ng •• C' Re A. �r .: \` Wafer. Wo c Br a Tank- P I' ♦ .p AgCIDS Y "Ir AgC _.� ` Ma I• ` I/ g IL e�� !!��I{ ��; ► °� a �' FIT- OWN Ila uy,� A Si � 1������ ��� �� _ . its ► r��rw r„• � � c i1E.w� e �►� 7 SS pm .© � ,IAA ,, i`► oil � +1 If WA • ' • • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL o To complete the design of the temporary sediment trap: a. The "Pond Geometry Equations" section in the "Reference" portion at the back Manual may also be useful in designing the sediment trap. of the b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. This ratio is included in the computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. C. Determine the bottom and top surface area of the sediment storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the required settling volume. (see Figure 5.4.4C) TABLE 5.4.4A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL EROD- IB =GROUPGROUF* LOGIC IBILITY FACTOR,'K' SOIL GROUP H GR,'K' Alderwood C 0.15 Orcas Peat Arents, Alderwood C 0.15 Oridia Arents, Everett B 9 0.17 Ovall 7 Beausite C 0.15 Pilchuck Bellingham D . 0.32 Puget Briscot p y 0.32 Puyallup 0 28 Buckley D 0.32 Ragnar g Coastal Beaches Variable 0.05 Renton 0.32 Earlmont Silt Loam D D 0.43 0.32 Salal ash Variable Edgewick C 0.32 Salal C Everett A 0.17 Sammamish 0.37 Indianola A 0.15 Seattle p 0.37 Kitsap C 0. S Klaus C 0.1717 Sl Silt D 0.00 D 0.00 Silt C Mixed Alluvial Land Variable 0.10 Snohomish 0.37 Neilton A D 0.32 0.10 Sultan C 0.37 Newberg B 0.32 Tukwila p Nooksack C 0.37 Urban 0.00 Norm. Sandy Loam p Variable 0.24 Woodinville D 0.37 HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high Infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate Infiltration rates when thoroughly wetted, and consisting chiefly of moderately tine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that Impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow Infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential,soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. From SCS,TR-55, Second Edition, June 19W, Exhibit A-1. Revisions made from SCS, Soils Interpretation Record, Form #5, September 1988. 5.4.4.1-3 1/90 a x r IS values for following slope lengths 1,fL(m) z Slope _ IS values for following slope lengths 1,fL(m) Vt Slope gradient 10 20 30 •10 50 60 70 80 90 100 ratio .a, ", (3.0) (6. ) (9.1) (12.2) (15.2) (18.3) (21.:1) (214) (27.4) (:30.5) ('Ir) (I200) (7) (J) (107) (122) (150 (102) (600 (20 9) (2./4) (2o40) (30050) 0.5 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.09 0.09 0.10 0.I 0 0,t 1 0.I 1 0.12 0.12 0.13 0.13 0.13 0.I d 0.I.1 0.14 0.15 Q.1;� r O 100:1 I (1.118 (1.0}) 0,10 (1.10 0.1 I 0.1 I 0.12n. r [~ 1. (1.10 0.12 0.I•f O.1 f) 0.16 0.I7 0.18 0.19 0.19 0.20 0.23 0.25 0.2(i 0.28 0.29 0.30 0.32 0.33 0,34 0.36 0.37 0:39 0'40 C 020 z .1 0.16 0.18 0.20 0.2'2 0.2:1 0.25 0.2f 0.27 0.28 0.29 0.:32 0.35 0.38 0.40 0.42 0.43 0.45 0.46 0.49 0.51 0.54 0.55 0.57 G' 1 O.Ifi 0.21 0.25 0.28 0.30 0.33 0.35 0.37 0,38 0.40 0.47 0.53 0.58 0.62 0.66 0.70 0.73 0.76 0.82 0.87 0.92 0.96 1.00 2n:1 5 0.17 0.24 0.29 0.34 0.38 0.41 0.45 0.48 0.51 0.53 0.66 0.76 0.85 0.93 1.00 1.07 1.13 1.20 1.31 60.'?I O.aO 0.37 Q4a 0.48 0.52 0.5fi O.fiO O.fi•1 1.42 1.51 1.60 1.69 0.67 0.82 0.9.5 1.06 1.1r> 1.26 1.3.1 1.•13 1.50 1.65 1.78 1.90 2.02 2.13 � 7 0.26 0.37 0.45 0.52 0.58 0.6-1 0.69 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.5.1 1.65 1.75 1.8.1 2.02 2.18 2.33 2.47 2.61 I � 11'S:1 8 0.31 0.44 0.54 0.63 0.70 0.77 0.83 0.89 0.9.1 0.99 1.21 1,40 1.57 1.72 1.85 . . . 9 0.37 (1.52 O.G4 0.74 0.83 0.91 2.43 2.62 2.80 2.97 3.13 0.98 1.05 198 210 222 I.11 1.17 1.44 1.66 1.85 2.03 2.19 2.35 2.49 2.62 2.87 3.10 3.32 3.52 3,71 x 10:1 10 0.43 0.61 0.75 0.87 0.97 1.06 1.15 1.22 1.30 1.37 1.68 1.94 2.16 2.37 2.56 2.74 2.90 3.06 3.35 3.62 3.87 4.11 4.33 Z 11 0.50 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 1.93 2.23 2.50 2.74 2.95 3.16 3.35 3.53 3.87 4.18 4.47 4.74 4.99 C) 8:1 12.5 0.61 0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08 15 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 3.13 3.62 4.05 4.43 4.79 5.12 5.43 5.72 6.27 6.77 7.24 7.68 8.09 O 6:1 16.7 0.96 1.36 1.67 1.92 2.15 2.36 2.54 2.72 2.88 3.04 3.72 4.30 4.81 5.27 5.69 6.08 6.45 6.80 7.45 8.04 8.60 9.12 9.62 �n 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 12.90 (n i� 4/,:1 22 1.51 2.13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 5.84. 6.75 7.54 8.26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 14.31 15.08 4:1 25 1.86 2.63 3.23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 16.66 17.67 18.63 C 30 2.51 3.56 4.36 5.03 5.62 6.16 6.65 7.11 7.54 7.95 9.74 11,25 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15 3:1 33.3 2.98 4.22 5.17 5.96 6.67 7.30 7.89 8.43 8.95 9.43 11,55 13.34 14.91 16.33 17.64 18.86 20.00 21.05 23.10 24.95 26.67 28.29 29.82 '17 35 3.23 4.57 5.60 6.46 7.23 7.92 8.55 9.14 9.70 10.22 12.52 1.1.46 16.16 17.70 19.12 20.44 21.68 22.86 25.04 27.04 28.91 30.67 32.32 2%:1 40: 4.00 5.66 6.93 8.00 8.95 9.80 10.59 11.32 12.00 12.65 15.50 17.89 20.01 21.91 23.67 25.30 26.84 28.29 30.99 33.48 35.79 37.96 40.01 � 45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 18.62 21.50 24.03 26.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07 Cr9 2:1 50 5.64 7.97 9.76 11.27 12.60 13.81 14.91 15.9.1 16.91 17.82 21.83 25.21 28.18 30.87 33.34 35.65 37.81 39.8.5 43.66 47.16 50.41 53.47 56.36 55 6.48 9.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.97 32.39 35.48 38.32 40.97 43.45 45.80 50.18 54.20 57.94 61.45 64.78 13:1 57 6.82 9.64 11.80 13.63 15.24 16.69 18.03 19.28 20.45 21.55 26.40 30.48 34.08 37.33 40.32 43.10 45.72 48.19 52.79 57.02 60.96 64.66 68.15 60 7.32 10.35 12.68 14.64 16.37 17.93 19.37 20.71 21.96 23.15 28.35 32.74 36.60 40.10 43.31 46.30 49.11 51.77 5G.71 61.25 65.48 69.45 73.21 1 66.7 8.44 11.93 14.61 16.88 18.87 20.67 22.32 23.87 25.31 26.68 32.68 37.74 42.19 46.22 49.92 53.37 56.60 59.66 65.36 70.60 75.47 80.05 84.38 � 70 8.98 12.70 15.55 .17.96 20.08 21.99 2:1.75 25.39 26.93 28.39 34.77 40.15 44.89 49.17 53.11 56.78 60.23 63.48 69.54 75.12 80.30 85.17 89.78 75 9.78 13.83 16.94 19.56 21.87 2:1.95 2.5.87 27.66 29.34 30.92 37.87 43.73 48.89 53.56 57.85 61.85 65.60 69.15 75.75 81.82 87.46 92.77 97.79 C7 1 X:1 80 10.55 14.93 18.28 21.11 2:1.60 25.85 27.93 29.85 31.66 33.38 40.88 47.20 52.77 57.81 62.44 66.75 70.80 74.63 81.76 88.31 94.41 100.13 105.55 CrJ 85 I1.30 15.98 19.58 22.61 25.27 27-69 29.90 31.97 33.91 35.74 43.78 50.55 56.51 61.91 66.87 71.48 75.82 79.92 87.55 94.57 101.09 107.23 113.03 90 12.02 17.00 20.82 24.04 26.88 29.44 31.80 34.00 36.06 38.01 46.55 53.76 60.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 I20.20 95 12.71 17.97 22.01 25.41 28.41 31.12 3:1.62 35.9.1 38.12 40.18 49.21 56.82 63.53 69.59 75.17 80.36 85.23 89.84 98.42 10G.30 113.64 120.54 127.06 1:1 100 13.:16 18.89 23.14 26.72 29.87 32.72 35.34 37.78 40.08 42.24 51.74 59.74 G6.79 73.17 79.03 84.49 89.61 94.4G 103.48 111.77 119.48 126.73 133.59 z 'Calculated from I ' 1S (a6 �5.41 X r t 4.5G X + 10.000 ,a +0.065 IS- topographic factor( `r721 .5lT ft( Z 1-slope length, rn X 0.3048) s -slope steepness, C m - exponent dependent upon slope steepness 1-+ (0.2 for slopes< I p,0.3 for slope's I to 3%, D 0.4 for slopes 3.5 to 4.5%,and a 0.5 for slopes>5%) i KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL FIGURE 5.4.4C SEDIMENT TRAP SIZE AND DIMENSIONS C u olmn Descnphoris Assumptwns Vsed=Sediment storage volume between the interface and bottom areas L/W at interface(unitless)= 3 VlaW=Volume of sediment trap between the top and bottom areas Side slopes along length,H/L(unitless)= 0.33 Ab,At=area of the bottom(b)and top(t)of the trap Side slopes along width,H/W(unitless)-- 0.33 A;=area of the interface(i)between the settling zone and sediment storage Depth from interface to bottom(ft)= 1.5 Lb,Li,Lt=Average length from inlet to outlet at the bottom,interface,and top elevations Depth from top to interface(ft)= 2 fhb,Wi,Wt=Width of the bottom,interface,and top areas Total Depth(ft)= 3.5 0 0 P-100- es(ft"3:: Areas(6'2) Width and Lengths(ft) Volumes(ft"3 Areas(ft"2) Width and Lengths(ft) Vtotaf Ab Ai At Wb Lb >VVl ..Ll .Wt Lt Vsed Vtotai W Lb .Wi .Li VVt Lt 1,176; 0 243 819 0 18 9 27 21 39 5,832 16.926 3,240 4,563 6,579: 30 108 39 117 Si 129 221 1,3971 21 300 924E 1 21 10 30 22 42 6,161 17,7T7': 3.441 4.800 6.864: 31 ill 40 120 52 132 288 1,638E 48 363 1,035: 2 24 11 33 23 45 6,498 18,6481 3,648 5,043 1,155E 32 114 41 123 53 135 365 1,901: 81 /32 1,152: 3 27 12 36 24 48 6.845 19,541: 3.861 5,292 7,452E 33 117 42 126 54 138 450 2,164E 120 507 1,275 4 30 13 39 25 51 7.200 20,454 4,060 5,547 7,755E 34 12o 43 129 55 141 545 2,489: 165 588 1,404: 5 33 14 42 26 54 7,565 21,389E 4,305 5,808 8,064E 35 123 4/ 132 56 144 648 2,814: 216 675 1,539: 6 36 15 45 27 57 7,938 27 344: 4,5W 6,075 8,379E 36 126 45 135 57 147 761 3,161: 273 768 1,680E 7 39 16 48 28 60 8.321 23,321: 4,773 6,348 8,700E 37 129 46 138 58 150 882 3,528E 336 867 1,821E 8 42 17 51 29 63 8,712 21,318E 5,016 6.627 9,027E 38 . 132 47 141 59 153 1.013 3,917: 405 972 1,960: 9 45 18 54 30 66 9.113 25,337: 5,265 6,912 9,360E 39 135 48 144 60 156 1.152 4,326E 480 1,083 2,139: 10 48 19 57 31 69 9.522 26.376: 5,520 7.203 9,699E 40 138 49 147 61 159 1.301 4,757: 561 1,200 2,304: 11 51 20 60 32 72 10.368 28,518E . 6.048 7,803 10,395E 42 144 51 153 63 165 1.458 5,208: 648 1,323 2,475E 12 54 21 63 33 75 11.250 30,744: 6,600 8,427 11,115E 44 150 53 159 65 171 1.625 5,681: 741 1.452 2,652: 13 57 22 66 34 78 12.168 33,054E 7,176 9,075 11,859E 46 156 55 165 67 177 1.800 6,174: 840 1.587 Z835: 14 60 23 69 35 81 13.122 35.448E 1.985 6,689E 728 7,T76 9,747 12627E 48 162 57 171 69 183 945 1. 3,024E 15 63 24 72 36 84 14.112 37,926E 8.400 10,443 13,419E 50 168 59 177 71 189 2,178 7,224: 1,056 1.875 3.219: 16 66 25 75 37 87 15,138 40,488E 9,048 11,163 14,235E 52 174 61 183 73 195 2,381 7,781E 1,173 Z028 3,420E 17 69 26 78 38 90 16,200 43,134: 9.720 11,907 15,075: 54 180 63 189 75 201 2.592 8,358E 1.296 2.187 3,627E 18 72 27 81 39 93 17,298 45,864: 10,416 12,675 15,939E 56 186 65 195 77 207 2,813 8.957: 1.425 2.352 3.840: 19 75 28 84 40 96 18,432 48,678E 11.136 13.467 16.827: 58 192 67 201 79 213 3.042 9,576: 1,560 2.523 4,059E 20 78 29 87 41 99 19.602 51,576E 11,8W 14.293 17,739: 60 198 69 207 81 219 3.281 10,217: 1,701 2,700 4,284: 21 81 30 90 42 102 20,808 54,5582 12,69 15,123 18,675= 62 204 71 213 83 225 3.528 10,878E 1,848 2.883 4,515 22 84 31 93 43 105 2z050 57,624i 13,440 15,987 19,635E 64 210 73 219 85 231 3,785 11,561E 2,001 3,072 4,752E 23 87 32 96 44 108 23.328 60,774E 14.256 16,875 20,619E 66 216 75 225 87 237 /.050 12,264E 2.160 3,267 4,995E 24 90 33 99 45 ill 24,642 64,008 15,096 17,787 21,627E 68 222 77 231 89 243 4,325 12,989 2,325 3,468 5,244: 25 93 34 102 46 114 25.992 67,326: 15,960 18,723 22,659E 70 228 79 237 91 24S 4"608 13,734E 2,496 3.675 5.499: 26 96 35 105 47 11T 27,378 70.728: 16,848 19.683 23,715 72 234 81 243 93 255 4,901 14,501E 2,673 3,888 5,760: 27 99 36 108 48 120 28,800 74,214; 17.760 20,667 24,795E 74 240 83 249 95 261 5.202 15,288E 2.&% 4,107 6,027: 28 102 37 111 49 123 30.258 77,784E 18,696 21,675 25,899E 76 246 85 255 97 267 5.513 16,097E 3,045 4,332 6,300E 29 105 38 114 50 126 31,752 81,438E 19.656 22.707 27,027E 78 252 87 261 99 273 5.832 16,926E 3,240 4,563 6,579E 30 108 39 117 51 129 33,282 85,176E 20.640 23.763 28,179E 80 258 89 267 101 279 5.4.4.2 SEDIMENT POND Purpose To collect and store sediment from sites cleared and/or graded during construction prior to establishment of permanent vegetation and/or construction of permanent drainage facilities. It is usually a temporary measure with a design life less than 1 year; however, it may be a. more permanent facility, especially if required to provide runoff quality control until the site area is permanently stabilized. Conditions Where Practice Applies Where the tributary drainage area is 10 acres or less. 5.4.4.2-1 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 5.4.41) SEDIMENT POND ��fc✓ I G16r!L Ore t A _ �f/et I '�rc%fe Se�:�,uf a/erva�rag �a� 6e ac��r�o/s/re� wrf�C ,�ser �j�e w�wcyhfe�/.BAr� �r%of�fe4 ai�ii: �r/�e i/t fr-enc� as s/f�n o;.� urr}{ A �er�vrafec/ r%fer �r�e corer�o'writ �gbric �7ac/ yrrrve/ "cane". A con / sfYrrcf�,e ,"qy c>/So /e ,irrc�-Ste /fen 6, �n�f"offs r`t/herc Pi^sicf7cg /�PP/�Gs. I �j rl(kxt NYD✓tom p� �G(r.>��-f�� rAGk oN vl�eY A{{�� rifxZ)a 5 i!ll y P �jDi(�L�l 'ael�7"v2mfed onal/l oi/. 4irh'- C'o�1a�s ln C7(rAvel 7?i�,f fDr- 5rlt 5.4.4.2-3 1/90 lal I a I rt rt H. I O 0 Q1 N d O n G G rr cn • X. ADDITIONAL DOCUMENTS y y y ,y w /W W W W •Y W , W Y W w •r •r J• W W w V��W y W •Y w w .Y ,7' w w W J. ,Y w w W V .� Y w w W W w W W W w w •Y •Y w W W w w W w W ,`0� w w w Jb w W W w W w `w J. '�• w �20�y Ll 12" SD W w Jr w Y W W w W W W •Y w w W W W '•L' W w Vv 0 V.20% .� W W W t1^ J. W w w W W •L W •Y W W .L v W w W W W W W O� 1 w w J• y y y •✓ W W W W w w W J, W •L W w w w W W b, 0,y W w W w W •Y •Y w W W W W ,V w W w •t, s W •Y w w W W w ♦�.,`, }} w y y � w W W W w `Y w W w w w `Y W w W w w EDGt OF MSTII G ETLANDSv W W w w o� w W w W 5 a ro SLOWONTRbL MAKIHOLL 0 ��` y y ^!'�Y W y W w— J-.-...-..,V„.,....,._,w 9F rE. •t. •L v W •L• J• W w W TYPt? II-54! o- -••_�t?� W w W --.i---,F�y`,-- — Y •v'`� w v. W W/SOLID LOCKING 11D RIM-1.3.0y ���-_l _ A �° , r IE 93 m6 6' SEE DETAIL tCigif'EEF C4 w w w W♦O((•� W� W W w W.9 \�� ,, rye / _"''�+i:'•.. 1 W W I � W W W Y W v 212 LF,'l YW SD A 0.257.. W r 5.10 IQ JX t \`♦ .++y',., ^ ti. I �' 1 Mry�n .,hry\ V' O♦ •Y 'Y •b W W v ✓ YY i y+ y N CELL 2 CELL 3 `�`-; �S�WIDTH DETENTION 061 0�° 3:1 SO/CG k/R P�NU•ACCESS ROAD m V RI I -1 -� / 1 1Pk..wT�tir4`r v.3 CELL WEi/DETENTION POND II 6.0 6.0 '• ,V�' w i w u, d 'Y rn rn WET POND SURFACE ELEV.=10,0 ?^�r`4: W Y TYPL I J' W m Z MAX. N(.S. ELEV.=11.6 / ' 0�1 / � �^ 1 •" i Y W/S©LID LOCKING LID W •+' m � T TOP P D=13.0 a *1, RkM=14a0 3:1 a;..666 Y•4.< O 80770/Y�1ib4f0= 6.0 �e•� 1NDp�✓ /0.6 ,yo ..,�`+'4�.?+�;%h. \w IE=10.63 •i w ,. w T 14 LF 24 SD 0015X C 12 LF SD 00.15% '\ /3-0a'\ 4 a :��'� O :.tl'.Y!!����•� �1N'.1:.� .thy; :..`::\�\'�.� W 3:1. �r i �1y b y �', __ _ r _...._. ^o�, ,bq�7 ;E-10.6 IE=1'0.65 eat 31' IE=11.15 BIOS�XLE 0�Z_S°� 22 LF 24' SD ,/ a6 s4J'•AFC I 14. y.. MATCH Ek,� \>r GRADE = a 23 h Y R �ra,�f" F � ,✓" ,�'�, ,�''' •6' �� �S ass.a .n`�.": �.nn K��p w;.,.,r•.. •F.: •! ,....,r�.� •illif alcv',:!:. _. ..� �� __ x B! NIA & HOLMBERG INC. e• DRAINAGE REPORT FOR O' Keefe Manufacturing/Warehouse Facility LUA-92-067 ,ECF, SA 7/27/92 Baima & Holmberg Job No. 75-014 G & M Investments 510 Rainier Avenue South ,- Seattle , WA 98144 ►`may, yr r .k, •��.i •`!p 1 r'�� O 1 332. SIUNALENG EXPIRES t7 Z EXISTING ALLPAK BUILDING WEST OF PROPOSED PROJECT 100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTQN 9 98027-3817 206/392-0250 BA■MA & HOLMBERG INC. Table of Contents Analysis of Core Requirements Analysis of Special Requirements References Site Map Site Description Level 1 Offsite Analysis Hydrograph Results Proposed Detention Facilities Bio-swale Design Time of Concentration Calculations Hydrograph Basin Summaries/Routing Tables Drainage Map Streams and 100 yr . Floodplains Map FEMA Map 100 FRONT STREET SOUTH ISSAQUAH • WASHINGTON 98027-3817 206/392-0250 BA.MA & HOLMBERG INC. Analysis of Core Requirements Core Requirement #1 : Discharge is analyzed in this report . #2 : The Level 1 Analysis is attached . #3 : Runoff Control is addressed in this report and will be addressed with final engineering drawings . #4 : Conveyance will be addressed w/final engineering drawings . #5: Erosion Control will be addressed with the final engineering drawings . #6 : Applicant will comply. #7 : Applicant will comply. 100 FRONT STREET SOUTH ISSAQUAH WASHINGTON 98027-3817 206/392-0250 BAvMA $ HOLMBERG INC. Analysis of Special Requirements Special Requirement #1 : Not applicable . #2 : Not applicable . #3 : Not applicable. #4 : Not applicable. #5: Applicable . A wetpond will be provided since more than 1 acre of impervious area is being proposed and a type 2 stream is within 1 mile of the projects discharge point . #6 : Not applicable. #7 : Not applicable. #8 : Not applicable. #9 : Applicant will comply. #10 : Not applicable . #11 : If required, a geotechnical analysis will be provided. #12 : Should not be required. 100 FRONT STREET SOUTH ISSAQUAH • WASHINGTON 98027-3817 • 206/392-0250 BAAA & HOLMBERG INC. References Used Adopted Basin Plan - None This project is in the lower Green River, Black River basin which is not an adopted plan . Critical Drainage Maps None applicable Floodplain/Floodway Maps FEMA map 53033C0328D. Sensitive Area Folio Wetlands - none applicable Stream & 100 yr floodplain - Class 2 (w/salmonids) (Springbrook Creek is adjacent to site. ) Erosion Hazard areas - none applicable Landslide hazard areas - none applicable Seismic hazard area - none applicable Coal mine hazard areas- none applicable Wetlands Inventory Map None applicable 100 FRONT STREET SOUTH • ISSAQUAH WASHINGTON • 98027-3817 206/392-0250 N P / I - 1 O W � �TJ I ` M u P. M z �94 C B. N. N ' JACRAON vL S W O - �ne �D ? Longocrggs d-,c u- " 1c, c, Roce Trbck 0 1 L- - CA-� = O VONCII AVE ��'�' ADM•. `\ \\ N �\ TN MAS AVt S W p p i r c_� i 7hpAry I v y \S TNOMAS AVE 5 w � OrD S• d r t fqp � 6�O` y q t. C =Strt c AVE. S rc AVE. iw Jr .� YCN` r QI p �PA STFYE A = --4 41, ' E S.W. \ p N STEVENS Art w (Iyp \ T E +rc lost' MA VE. S.W. Q� .1v • v %^ rr Z 1 FAST VALLEY RD. ,,.5T ,,,. ?11 1... ~ 1 �i3-0 �TALE30T- S. i - ---I - r Iti�.: W ...Y,e•'i IT OI'T� I D,MYI1 Mp RTN AVE. S r BA..,AA & HOLMBERG INC. Si-te Description Existing The site is located on the floor of the Green River Valley in Renton adjacent to the Long Acres race track. The total lot area is 13. 15 acres . The North 2 . 4 acres is wetlands with an additional "created wetlands" area of approximately 0 . 28 acres . The additional area is part of a wetlands mitigation requirement of the adjacent building to the west . The rest of the site is relatively flat , covered by grass with a few trees . These wetlands are part of a much larger offsite wetland extending to the north. The site borders Springbrook Creek to the east . There is a 40 ' greenbelt strip adjacent to the creek along the east property line . Approximately 1/2 of the site drains north into the wetlands . The other half drains directly to the creek . There is no drainage entering the site from offsite. This site has been graded on the north and northeast areas adjacent to the wetlands . Based on this , the general flatness of the site, and the presence of the wetlands to the north, it is assumed that the "existing conditions" as defined by King County storm water manual are : grassy meadow on southern 9 . 57 acres gently sloping towards the north to the wetlands . Proposed The proposed development consists of a warehouse , associated parking lot , and drainage structures . The proposed warehouse will cover 4 . 55 acres . There will be 3 . 44 acres of parking lot , 0 . 46 acres of landscaping and 1 . 12 acres used for water quality and wetlands enhancement . The water quality facilities and wetland enhancement area will be located adjacent to the existing wetlands . The wetlands and greenbelt areas will not be changed , except for possible greenbelt enhancement . The 1990 King County Surface Water Design Manual was used for stormwater management design . The proposed stormwater facilities will consist of : 1 ) 1586 ' of 5 ' diameter detention pipe located under the parking lot , 2) a 200 ' biofiltration swale located adjacent to the wetlands , and 31 a water quality pond also located adjacent to the wetlands . These facilities will release storm water into the wetlands . 100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTON • 98027-3817 • 206/392-0250 BAWA & HOLMBERG INC. Level 1 Off site Analysis Upstream Under ordinary conditions no stormwater enters the site . Per FEMA map, approximately 1/2 of the site becomes covered during the 100 yr. storm event . The FEMA 100 vr. storm elevation is approximately 16 feet . Except for the wetlands area , the site will be raised above this elevation. Downstream Drainage from the site leaves at two locations . Approximately 1/2 of the site drains into a large wetland area to the north. During 100 yr . floods , Springbrook Creek overflows into this wetland (and vice-versa) . Springbrook Creek is a constructed drainage ditch with steep banks , constant grade, and straight alignment . Adjacent to the site, the channel is approximately 15 ' wide and 2 ' -3 ' deep. The ordinary water surface is about 5 ' from the top of the bank. From the site , the creek flows north with no known drainage problems` or significant changes . At 1/4 mile downstream, -the creek is essentially the same as it is adjacent to the site . 100 FRONT STREET SOUTH 9 ISSAQUAH 9 WASHINGTON 9 98027-3817 • 206/392-0250 BAIMA & HOLMBERG, NC. SHEET NO. OF 100 Front Street South CALCULATED BY DATE ISSAQUAH, WASHINGTON 98027-3817 (206) 392-0250 CHECKED BY DATE SCALE . .. .......... ..................... ............... ..................... . ....... ... ........... ....... ....... .... .......... ........... ........................ .............. ........... ........... .............. ............. ............ .......... .......... ............ ........... ........... ........... ... ... . ........ .......... ........................................ ........... ....................... ........... ........... .............- ........... .......... i ....... ........... ........... ............ ....... .......... .... ... ... ............ ............... .......... ............ ..-............. ci .............. eAoi-v i L .......... . .......... p ............................... ................ ..... ....................... .... ......... I...... .... .......... 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SHEET NO. f OF 100 Front Street South CALCULATED BY I / DATE, "n (J ISSAQUAH, WASHINGTON 98027-3817 (206) 392-0250 CHECKED BY DATE SCALE , 22c ' I��'1✓� �� �l, Iq(cr .... .. -------------- ..... . ... ...... r � ... .. ... � e �r _ w-E a is ., . ... tL-3 ! _ 26O'jgro swOlt t F !� .. � 4 -�►v. '1zSIcl►Y �rZ.� �7 1-T V CNtin�VS'7(��Ab c.TpRAcjr—) +2:`` �Vfzf-A ,_.T.\ 15.1/ A. .I�'".I,I.v:, .. _. #� ?-�.. � ,. olf L �/ �r>c 1i (-4 q4�� 3S4,0) jq2 - - 3 q�Os MODXT 2N I mwle q*m)205.1(hdded)®a Yrz_.Grolon.Mm.01471.To Ord.RgNE mu ne 14*ns4w ' BAIMA & HOLMBERG, AC. SHEET No. OF 100 Front Street South CALCULATED BY P DATE Z ISSAQUAH, WASHINGTON 98027-3817 (206) 392-0250 CHECKED BY DATE SCALE ,JFY Erin - - -- 'Irr to l T1 y. ..._. T)� sic v 5 .._....... , .. :.. CT{ Crn 7k't! .............. C'F FLaw �OJT u'E T' TA. JK`.....C.On3�sTis .�F.�................ _.. 9 Sy.'� Gas tiw - .. - ........... ._ .... b.� L F. �.f'� .. 3, ) 1 :.. ...... . -� C ?' _._. �..... D3� GF (i �3� $h 2 Sin . �-`�► %�o��� 0/L PRODUCT 204 1(SN0 Shem)20S1(P.W®A Inc,Gdm.Mm.0147I.To OrM M Mt TOLL FREE I-M225AM wo BAIMA & HOLMBERG, .NC. SHEET NO. OF 100 Front Street South CALCULATED BY DATE ISSAQUAH, WASHINGTON 98027-3817 (206) 392-0250 CHECKED BY DATE SCALE .. _ ........{....... ..<... . . .... er y r `.... ............ i ......... .. ... __..... ... :.. 1 ± • .. ..... . ...... .. j ' ..... _. _. .... _. _ .... . . -- �7�t o w ..! i .N....• c .. _. ... _........ ..... ................... - ;.._..._._ .............r....... _. . • 0 liJth .LQs.� __ L1_�st�� :l .... --ter z �..� �► 0 fps �s�y PA MM 204-11910 9tft)MI T)OEed)®*W,.Grabs.A4a.mat.TOO,&,PMdE TOIL FREE 14%nS M ice BAIMA & HOLMBERG, INC. SHEET NO. OF 100 Front Street South CALCULATEDBV "E� ISSAQUAH, WASHINGTON 98027-3817 DATE_:? (206) 392-0250 CHECKED BY DATE SCALE - ---- ..._... .... .... �j 1` ET-Lil .� .... ..... ............ - — _. o _ _....... 0 c crx _. ccrJ Fr-n r�Fx-. S� .. .. _ ... 0 Gc k 6�O/ ,00 5 op SSo LI lN.liilJ. ... _ ... VT- or i ��F•��'tr T . �LC�GJ.. �'ro 4.. �_' f l��LUGt)....9 SD ! ,........ t Ll- .... _ f� � N rwoouc1 za i r �zosi�,eoea�®®wK..ram.wA mm ro a a.e orc rou act i a am-cm o IEGEND Hyd No, 1_ Hyd No. 2 Hyd No. 10___ Hyd No, 11 0 w � u c Qco �XtST • � Qto . . r Qzz T. 6 12 18 24 30 3b Time in Hours Hyd No . : 1 Rate : 0 .94 cfs Time: 9 .00 hr Vol : 0 .82 Ac-ft Int: 10 .00 min Hyd No . : 2 Rate: 1 .80 cfs Time: 8 .50 hr 'o Y� Vol : 1 .44 Ac-ft I_nt : 10 .00 min Hyd No . : 10 Rate: 0 .87 cfs Time: 11 .33 hr ZY� _�V. Vol 1 .32 Ac-ft Int : 10 .00 min Hyd No . : 11 - - Rate: 1 .25 cfs Time: 11 .33 hr Vol 2 .02 Ac ft Int • 10 .00 min 10 Yvz -DIVV• 'XviFl PoD H YMce5i�AP Ft l s M"cl/s 14 lcg` BASIN SUMMARY BASIN ID: 100D NAME: 100YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC . . . . . : 9 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 7 . 99 Acres CN. . . . . 98 . 00 PEAK RATE: 7 . 29 cfs VOL: 2 . 80 Ac-ft TIME: 480 min BASIN- ID: 10OU NAME: 100YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 57 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA - PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 9 . 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC . . . . . :- 87 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : - 0. 00 Acres CN. . . . . 98 . 00 PEAK RATE: 2 . 86 cfs VOL: 2 . 18 Ac-ft TIME: 490 min BASIN ID: 10D NAME: 10YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9. 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC . . . . . : 9 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 7 . 99 Acres CN. . . . . 98 . 00 PEAK RATE: 5 . 28 cfs VOL : 2 . 02 Ac-ft TIME: 480 min BASIN ID: 10U NAME: 10YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 57 Acres BASEFLOWS : 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 9. 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC . . . . . : 87 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0.00 Acres CN. . . . . 98 .00 PEAK RATE: 1 . 80 cfs VOL: 1 . 44 Ac-ft TIME: 510 min BASIN ID: 2D NAME: 2YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 57 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min - CN. . . . : 89 . 00 TIME OF CONC . . . . . . 9 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 7 . 99 Acres CN. . . . . 98 . 00 PEAK RATE: 3. 47 cfs VOL: 1 . 32 Ac-ft TIME: - 480 min BASIN ID: 2U NAME: 2YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 57 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 9 . 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC . . . . . : 87 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 00 Acres CN. . . . . 98 . 00 PEAK RATE: 0 . 94 cfs VOL: 0 . 82 Ac-ft TIME: 540 min BASIN ID: 1D NAME: 1YR DEVELOPED TOTAL AREA. . . . . . . : 9 . 57 Acres BASEFLOWS : 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 0 . 67 inches AREA. . : 1 . 58 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 89.00 TIME OF CONC . . . . . : 9 . 40 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 7 . 99 Acres CN. . . . . 98 .00 PEAK RATE: 0 . 86 cfs VOL: 0 . 33 Ac-ft TIME: 480 min STORAGE STRUCTURE UNDERGROUND PIPE ID No. P2 Description: DETENTION PIPE Diameter: 5. 00 ft . Length: 1220 . 00 ft . Slope . . . : 0 .0000 ft/ft LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <-------DESCRIPTION-----> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf ) ----------------------------------------- 2YR DEVELOPED STORM . . . . 0.94 3 . 47 P2 C1 12 .73 10 13353 . 26 10YR DEVELOPED STORM . . . 1 . 80 5. 28 P2 C1 14 .39 11 22275. 20 ** * ********* INCREASE TANK VOLUME 30% ************ * ------------ STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. P2 Description : DETENTION PIPE Diameter: 5 . 00 ft . Length: 1586 . 00 ft . Slope. . . : 0 . 0000 ft/ft ----------------------- LEVEL POOL TABLE SUMMARY WITH INCREASED TANK VOLUME MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <-------DESCRIPTION-----> (cfs ) (cfs) --id- --id- <-STAGE> id VOL (cf ) 2YR DEVELOPED STORM . . . . 0 . 94 3 . 47 P2 Cl 12 . 36 10 14498 . 32 10YR DEVELOPED STORM . . . 1 . 80 5 . 28 P2 C1 14 . 04 11 26935 . 73 ---------------------------------- ROUTING CURVE FOR 30% OVERSIZED TANK STAGE STORAGE OUTFLOW STAGE STORAGE OUTFLOW STAGE STORAGE OUTFL04 0+25 ( ft) (cf) (cfs) ( ft) (cf) (cfs) (ft ) (cf) (cfs) 10 . 00 0 . 0000 0. 0000 11 . 70 9336 0 .7367 13 . 40 22550 1 . 0418 10 . 10 148 . 62 0 . 1787 11 . 80 10093 0 .7581 13 . 50 23284 1 . 0571 10 . 20 417 . 83 0 . 2527 11 . 90 10859 0 . 7788 . 13 . 60 24003 1 . 0720 10 . 30 762 . 80 0 . 3095 12 . 00 11633 0 . 7991 13 . 70 24707 1 . 0868 10 . 40 1167 0 . 3573 12 . 10 12412 0 . 8188 13 . 80 25394 1 . 1014 10 . 50 1621 0 . 3995 12 . 20 13198 0 . 8381 13 . 90 26061 1 . 1158 10 . 60 2117 0 . 4377 �1230 13985 0 . 856� 14 . 00 26107 10 . 70 2650 0 . 4727 (12 * 40 14780 �i-0 ._87531 14 . 10 27329 T1_01 . 453C 10 . 80 3216 0 . 5054 12.50 ---15571 0 . 8934 14 . 20 � 27925 1 . 5948 10 . 90 3812 0 . 5360 12 . 60 16361 0 . 9111 14 . 30 28491 1 . 7067 11 . 00 4434 0 . 5650 12 . 70 17156 0 . 9284 14 . 40 29024 1 . 8031 z Q f�.o��= Q�� .31.�� _ '$TcPs 11 . 10 5080 0 . 5926 12 . 80 17943 0 . 9455 14 . 50 29520 1 . 889 11 . 20 5747 0. 6189 12 . 90 18729 0. 9622 1.4 . 60 29974 1 . 968( 11 . 30 6434 0 . 6442 13 . 00 19508 0 . 9786 14 .70 30378 2 . 042" 11 . 40 7138 0 . 6685 13 . 10 20282 0. 9948 14 . 80 30723 2 . 111' 11 . 50 7857 0 . 6920 13 . 20 21048 1 .0107 14 . 90 30992 2. 1771 1-1 . 60 8591 0 .7147 13 . 30 21805 1 . 0264 13 Gol, Cow%. ( +• 1 ' _'•' IIII_.j :ILi I \� a i�, I 1 t=� _ \N`L'1j • I O4TNE _ • ,j �• ', �'•. -�:: 11 PM /! N1 -r0i4. ' 1 �0„' ■• Stwag. • tJslip LIN T , ' -- n• U 1 1� �r . N f r`��7' I �' 1 •, � 7 •i•• l I� �Np � I 22 .10 %4' `` r rl• `!'• '' r N�L \_.� � E= _ •. 'i. ' I 'i Rae£��'iw� r •:='r� •�•'� 6, 1� I �.•/ •���SN jl =I I li' �: � '��� ` 1 ( ,ice ' � 1��� � {F �• _ _ .� I �' r Track �•.� • 1 :, 1 � - ,• I;, '� ;t•,,••. rt ' X �ll'II , 1 I y Z 16 Reservoir16 7. Te 13 • r J-J '' u `.,r. fin{ 4! .� `—�. C ! `� r •%' ._ tt (Orillia BM 36 sM� 1� '=1'- - p � 3217 a� 1 • • ' Its , �''�4 ,• ; I � 8l). . 1-• � 49 .� r� ; � R 1Y`na for � � �-/r - (:t _�� ' � �::al:__ \ I I ••� I I ( 1 1 0 is I --- � C�'��� 1 � I. � I •'' ` / �"••� � _ - _ ` �• { \I r' ` tea71 :��°�r�,.`..-i fir--- I •1 •� t ;�' �,! _ �- ! L � , •. _ '—� ..1 � �-+ '' _ -t• r 'l'+-'--+�,.Y '_- +. M � it Fe .. ��. L L r ?y A 1- .�J. ' `` I - . I� ' • ,� I- �, '• _�� \� `.._ ^,.. •r'''��` emu- . TA nor 1 i �' +•� r •\ -/� �� r't\ a. - ! '`'gyp`.�t�ity i w/ ed Year tloodplalns extend be• hose shown on maps. Flood In• Streams �(wmlmonids) Rate Maps do not always Show the and 100- aln to the headwaters of streams. DuwamiSh Year Floodplains .-.�-.-. Class 2 4 (perennial;sa)monid -2'• 104Year ROOdplalM use undetermined) y 'a�•• . . . . Claus 3 y-ta _ _ UnclaseWsed I.'2� o � � w n � w rt rt � o � w w � � w G w a • XI. MAINTENANCE AND OPERATION MANUAL RECEIVE. c ° TA LASA EA CONSULTANTS DEC - 2 1994 LANCE MllklLLI% AS;Ur WETLAND BUFFER ENHANCEMENT PLAN: (Wetland A) Maintenance, Monitoring and Contingency Allpak Container Building Trammell Crow Company Renton, Washington Prepared by: Talasaea Consultants Woodinville, Washington Prepared for: Trammell Crow Company Seattle, Washington December 1, 1994 Maintenance, Monitoring And Contingency Plan A. INTRODUCTION The purpose of this maintenance, monitoring, and contingency plan is to summarize goal and objectives of the buffer enhancement plan, and to outline the monitoring, maintenance and contingency measures for the plan. This plan only pertains to the northern wetland (Wetland A) (see Figure 1). The majority of the buffer adjacent to Springbrook Creek (Wetland B) is part of a 40' open space easement regulated by the City of Renton Parks Department. The Parks Department has not defined where a pedestrian walkway will be located; therefore, this portion of the mitigation plan will be added once a final decision is made by the City. B. GOAL The purpose of the plan is to enhance the buffer between the proposed development and the existing wetland to the north (Wetland A). The goal is to increase the wildlife habitat function of the existing buffer and protect the water quality of the wetland. C. OBJECTIVES • Increase the number of plant species and the structural diversity within the buffer to raise the value of the wildlife habitat that exists within the wetland and stream. • Protect water quality in the wetland through installation of plantings within and around the wetponds. • Stabilize soil by planting and hydroseeding all bare areas within the existing buffer. • Visually and physically buffer the proposed building and associated parking from the wetland and stream by planting a variety of tree and shrub species. D. DEVELOPMENT IMPACTS AND MITIGATION The proposed development requires that the stormwater facilities be located within a portion of the 50-foot wetland buffer. As compensation for this encroachment, the existing, relatively low value, disturbed buffer will be significantly enhanced through tree and shrub plantings within the wetland buffer and within the stormwater facilities, hydroseeding with selected grasses and wildflowers beneficial to wildlife, and removal of invasive and exotic species. E. IMPLEMENTATION SCHEDULE All plantings will be installed during the spring of 1995. The stormwater facilities will be graded and seeded prior to installation of buffer plantings. F. MONITORING PROGRAM All monitoring will be conducted by a qualified biologist from Talasaea Consultants. A pre-construction assessment will be made prior to site development to document pre-development conditions. A post-construction inspection will be made upon completion and acceptance of the landscape installation. Subsequent monitoring will 1 Vo o ann 1 r FAsrLANE 1 r 1 � I �rLr srr� I I 1 iz I 1 I I N NOUN I . Lo=ON OF DESIGN DRAKT' �.�t VAV 1 V./ __ TALASAEA Scsl F[GURF./D4VC NO. CONSULTANTS Resource k Environmrnlal PLinning DATE t� I18-16?nd Avenue&xrtheast Rellrvue,Washington o8U09 REVISED -- Ruc COc,)641-010 Fax L'(M)G41-4700 occur quarterly for the first year, and on a yearly basis for the remaining four years of the five-year monitoring program. Monitoring will employ standardized techniques and procedures described below to measure the survival and growth of plant material and the success of the mitigation plan overall. Reports will be submitted annually to the City of Renton. The monitoring strategy will include the following elements: 1. Vegetation a. Sampling Methodology Permanent vegetation sampling plots will be established at selected locations throughout the representative plant communities following implementation of the planting plan. The same plots will be monitored during each monitoring event. Vegetation will be recorded in the order of dominance based on the relative percent cover of the dominant species within the vegetative strata. A 20-foot radius sampling plot will be used for tree and shrub species while a 5- 1 0-foot radius sampling plot will be used for herbaceous species. b. Success Criteria Success of plant establishment within the buffer enhancement area will be evaluated on the basis of both percent survival and percent cover. For woody planted species, success will be based on a survival rate of 90% for each monitoring event. Success for herbaceous species will be based on an 80% cover of desirable plant species. Exotic and invasive plant species will be maintained at levels below 20% total cover. These species include Scot's broom, Himalayan and evergreen blackberry, reed canarygrass, purple loosestrife, morning glory, Japanese knotweed, and creeping nightshade. Removal of these species will occur immediately following the monitoring event in which they surpass the above maximum coverage. Removal will occur by hand whenever possible. No chemical treatment will be employed without prior written approval of the City. 2. Photo Stations Permanent stations will be established from which photographs will be taken throughout the monitoring period. These photographs will document appearance, progress and changes in the landscape. In addition, the existing vegetation prior to construction will be photographed to provide historical documentation, and will be included in the first report. Review of the photos over time will reflect important changes in plant survival and growth. 3. Water Quality Surface and sub-surface water sampling of pH, nutrients, and heavy metals will occur annually at the wetpond outlet to determine the pollutant loading and variability from the pre-construction conditions. During the pre-construction assessment, water will be sampled in the wetland to determine baseline water quality conditions. 2 Water quality will also be assessed qualitatively during each monitoring event. Observations will focus on such evidence as oil sheen or other surface films, abnormal color or odor of water and turbidity. 4. Sedimentation Rates Sedimentation rates will be determined by measuring accumulation of sediments at the outlet of the wetpond. Any accumulation will be documented and contingency measures will be implemented, if necessary. 5. Wildlife Birds, mammals, reptiles, amphibians and invertebrates which are readily observable (either by direct or indirect means) will be identified and recorded in the wetland and buffer area. The kinds and locations of the habitats with greatest use by each species will be noted, as will any breeding or nesting activity. The functional value of the wildlife habitat in the enhancement area is expected to be greater than the existing wetland buffer. Success will be determined by a measurable increase, after the fifth year of monitoring, in both the plant species and structural diversity as compared to pre-construction site conditions . G. MAINTENANCE (M) AND CONTINGENCY (C) Established performance standards for the project will be compared to the monitoring results in order to judge the success of the mitigation project. Contingency will include many of the items listed below and would be implemented if the above performance standards are not met. Maintenance and remedial action on the site will be implemented immediately upon completion of the monitoring event (unless specifically indicated below). • replace dead plants with the same species or a substitute species that meets the goal and objectives of the enhancement plan (C) • replant areas after reason for failure has been identified (e.g., moisture regime, poor planting stock, disease, shade/sun conditions, wildlife damage, vandalism, etc.) (C) • irrigate for a minimum of one full growing season, and for additional time, as needed following plant installation (C) • remove/control undesirable plant species (e.g. Scot's broom, reed canarygrass, purple loosestrife) by manual means or by chemical means approved by the City of Renton and the WA Department of Ecology. A maximum of 20% or less of all undesirable plant species will be allowable after a monitoring event. Use of herbicides or pesticides within the enhancement area would only be implemented if other measures fail, and would require prior agency approval (C & M) • clean-up trash and other debris on a yearly basis (M) • selectively prune woody plants to meet the enhancement plan's goals and objectives (e.g. thinning, removal of dead, diseased portions of trees/shrubs) (M) 3 H. AS-BUILT PLAN & POST CONSTRUCTION ASSESSMENTS Following the completion of construction activities, a revised set of plans for the enhancement area will be provided to the City of Renton with a post-construction report. These "as-built" plans will reflect any modifications made to the original design in terms of plant species, sizes, numbers, and locations. The plans will also show the locations of all photopoints and vegetation sampling points. I. PERFORMANCE SURETY DEVICE A performance bond of 150% of the cost to install the buffer enhancement plan will be posted with the City of Renton by the property owner to ensure completion of the plan implementation. This bond will be released upon approval of the installation and upon posting of the maintenance surety device. J. MAINTENANCE SURETY DEVICE A maintenance surety device of the cost of the 5-year maintenance and monitoring of the buffer enhancement area will be posted with the City of Renton by the property owner to ensure the success of the enhancement plan. This device will be released upon final City approval of the buffer enhancement area. 4 :j T 7 7 "t., T +; 1 44- r -- ----- wi, 71 7— T------ T ------- tg" I�� 2 - �1, 1,I.--­ I I . . -_ .I I�. I - - -1, . M.. ,­ ;gg; .2--2� -. 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