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Home My WebLink AboutKING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT FOR CITY OF RENTON PREPARED BY: KING COUNTY PUBLIC WORKS ROADS MAINTENANCE SECTION 155 MONROE AVENUE NORTHEAST RENTON, WASHINGTON 98056 . (206) 296-8100 DATE: JANUARY, 1994 DESIGNED ENGINEER: JON CASSIDY, P.E . ca22498 ti4 � I)cVELOPME NT CITY OF RENTON MAR 1 RECEl p g R' aill�F' FIV JUN 1 01999 BUILDING DIVISION KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT TABLE OF CONTENTS CHAPTER I. PROJECT OVERVIEW II. CORE AND SPECIAL REQUIREMENTS III. RETENTION/DETENTION ANALYSIS AND DESIGN IV. CONVEYANCE SYSTEM ANALYSIS AND DESIGN V. SPECIAL REPORTS AND STUDIES VI. OTHER PERMITS VII. EROSION/SEDIMENTATION CONTROL DESIGN -APPENDIX A: VICINITY MAP APPENDIX B: SOILS REPORT APPENDIX C: DEVELOPED SITE HYDROGRAPHS APPENDIX D: BIOFILTRATION DESIGN AND OPEN CHANNEL SWALE APPENDIX E: SAND FILTER CALCULATIONS APPENDIX F: INFILTRATION POND CALCULATIONS Page 1 of 2 King County Building and Land Development Division - TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART I PROJECT OWNER AND PART 2 PROJECT LOCATION PROJECT ENGINEER DESCRIPTION ProjectOwner King County Public Works Project Name TeTnpnrar�r gtaraae Pad Address 155 Monroe Avenue Northeast Location Phone (206) 296-8100 Township 23N Project Engineer Tan Cggcziri3T Range 5E WM Company King County Public Works Section 16 Project Size AC Address Phone (206) 296-8148 Upstream Drainage Basin Size AC PART 3TYPE OF . OTHER Subdivision DOF/G HPA Shoreline Management Short Subdivision COE 404 Rockery Grading 0 DOE Dam Safety 0 Structural Vaults 0 Commercial FEMA Floodplain Other Other Site Plan Approval COE Wetlands 0 HPA COMMUNITYPART 5 SITE DRAINAGE.BASIN- _ North Renton - Drainage Basin Infiltration PART 6 SITE CHARACTERISTICS River ® Floodplain 0 Stream 0 Wetlands Critical Stream Reach - Seeps/Springs Depressions/Swales - 0 High Groundwater Table 0 Lake ® Groundwater Recharge Steep Slopes 0 Other Lakeside/Erosion Hazard Soil Type Slopes Erosion Potential Erosive Velocities Everett Gravelly Loam flat negligible negligible Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PAW 6 DEVELOPMENT LIM11ITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch.4-Downstream Analysis O 0 a a 0 Additional Sheets Attatched PART9 ESC REQUIREMENTS': MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION ® Sedimentation Facilities ® Stabilize Exposed Surface 0 Stabilized Construction Entrance © Remove and Restore Temporary ESC Facilities Perimeter Runoff Control ® Clean and Remove All Silt and Debris 0 Clearing and Grading Restrictions Ensure Operation of Permanent Facilities Cover Practices 0 Flag Limits of NGPES Construction Sequence 0 Other Other PART 10 SURFACE WATER SYSTEM ® Grass Lined Channel Tank Infiltration Method of Analysis ® Pipe System 0 Vault 0 Depression SBUH/SCS Open Channel 0 Energy Dissapator = Flow Dispersal Compensation/Mitigation Dry Pond Wetland = Waiver of Eliminated Site Storage Wet Pond 0 Stream = Regional Detention Brief Description of System Operation Catch basins, nil matar sand filter, and pipes- for onveyance and filtratinn. Facility Related Site Limitations Additional Sheets Attatched Reference Facility Limitation Drainage Easement Cast in Place Vault Other 0 Access Easement Retaining Wall 0 Native Growth Protection Easement Rockery>4'High Tract 0 Structural on Steep Slope 0 Other PART 14 SIGNATURE OF - • • I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided — here is accurate. _ sipn.dv.r. 1/90 KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT I . PROJECT OVERVIEW The Roads and Engineering Division of King county Public Works Department is proposing to construct a temporary material storage and sorting pad facility, construct a thirty-six stall parking lot south of the proposed temporary storage pad at the King county Consolidated Office and Repair Facility (CORF) , located at 155 Monroe Avenue Northeast Renton, Washington. The parking lot will contain thirty-six parking stalls, which were lost during CORF Phase I construction. The proposed temporary material storage and sorting pad facility will be a mutually used structure for both King County and the City of Renton forces . The proposed pad will replace the mining and stockpiling site that was used by County forces from 1949 to March 4, 1991 . The proposed facility will be used to dry waste material removed from enclosed drainage systems by the use of a vacuum-flush truck ( "vactor" ) . Liquids removed from enclosed drainage systems will be decanted into the sanitary sewer system at the existing vactor liquid decant station. Other material to be stored on the pad, will include concrete asphalt and soils collected from routine roadside maintenance activities . The construction of the storm drainage system for the material storage pad will be completed as part of this project. A Frop-T Oil Water Separator, biofiltration swale, a sand filter, and a infiltration pond will be constructed to treat the storm water runoff from the material storage pad's apron and the proposed parking lot. The systems are sized to convey and treat the entire CORF site which will be addressed in CORF Phase II . Existing On-Site Drainage Features The proposed temporary material storage pad and parking lot site is located 50 feet south of the existing CORF Building "K" and "L" . The area is currently undeveloped. The designs were based on Everett Gravelly Sandy Loam (EVC) soils . No off-site flows affect the existing site drainage. Proposed On-Site Drainage Features The increase in the amount of developmental area is the result of the asphalt apron surrounding the storage pad, road, and replacement parking lost during the CORF Phase I Master Plan. Runoff from these areas will be collected in catch basins and conveyed to an oil water separator where it will be treated by a biofiltration swale, a sand filter, and then flows into an infiltration pond. The proposed vehicular apron's drainage system as well as the storm water treatment systems have been KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT sized to convey and treat the stormwater runoff for the entire CORF site, which will be addressed in CORF Phase II . II . CORE AND SPECIAL REQUIREMENTS Core Requirements 1-7 in Section 1.2 King County Surface Water Design Manual 1 . The discharge from the proposed temporary storage pad's apron and the parking lot will be routed to an infiltration pond, after the storm water has been treated, where it will be 100% infiltrated. 2 . No off-site flow enters or leaves the site, therefore no analysis is required. 3 . The infiltration system has been designed to handle the 100 year-24 hour storm event. 4 . The maximum design velocity for the conveyance system is three feet per second. 5 . An Erosion Sedimentation Control Plan (ESC) includes measure to control erosion and sedimentation during construction and to permanently stabilize soil exposed during construction. Soils will not be exposed more than 30 days . 6 . Maintenance of the proposed project including drainage systems will be the responsibility of King County Public Works for as long as King county controls the use of these facilities . Maintenance shall include maintaining grass in the biofiltration swale and the sand media in the sand filter, vactoring catch basins as needed, and regular maintenance on the oil water separator. 7 . Bonds and Liability are not required. Special Requirements 1-12 in Section 1.3 King county Surface Water Design Manual 1 . There are no critical drainage areas . 2 . There is no existing Master Drainage Plan. 3 . There is no Master Drainage Plan required at this time. 4 . There is no adopted Basin or Community Plans KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT 5 . A 40 mil polyethylene liner is proposed beneath the building, the biofiltration swale and sand filter. These facilities are necessary to treat_ stormwater runoff before it is infiltrated. 6 . A Fop-T oil water separator for the storage pad apron, parking lot, and road is proposed prior to discharge into the biofiltration swale. 7 . There are no Closed Depressions at this project site. 8 . No lakes, wetlands, or closed depressions at this project site. 9 . The Delineation of the 100 year flood plain does not apply. 10 . The requirement for Flood Protection Facilities for this project does not apply. 11 . A soils analysis and report has been completed for the CORF Master Plan on May 6, 1988 by Hong Consulting Engineers, Inc. ( See enclosed copy) . 12 A soils analysis and report has been completed for the CORF Master Plan on May 6, 1988 by Hong Consulting Engineers, Inc. (See enclosed copy) . III . RETENTION/DETENTION ANALYSIS AND DESIGN The SBUH/SCS hydrograph method has been used to compute the on site detention required for the 100 year-24 hour design storm event. Calculations for sizing the peak rate runoff control facilities and routing tables are included. IV. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system has been sized based on flow rates from a 100 year-24 hour storm using the SBUH/SCS method. V. SPECIAL REPORTS AND STUDIES Surface Water Design Manual King County, Washington King County Consolidated Office and Repair Facility Drainage Report Rose Water Engineering Inc. Seattle, Washington KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT Soils Report Hong Consulting Engineers, Inc. Lynnwood, Washington VI . OTHER PERMITS Metro Discharge Authorization #408 City of Renton Grading Permit City of Renton Building Permit City of Renton Site Approval Plan VII . TEMPORARY EROSION./SEDIMENTATION CONTROL DESIGN Temporary erosion control facilities will be designed to minimize the impacts of construction related erosion. The features will include filter fabric fencing and gravel and wire mesh filters for catch basins . KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT APPENDIX A: VICINITY MAP APNQT T17 SCALE VICINITY 900 900 3 Z z o 40 Z D D Z Z M ROMN vm TELK ` NE 4th St NE 3rd St COCrAlty CtKNT r ROAD MA%TENAMCE RENTON FACILITY 900 16 9 900 40 169 KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT APPENDIX B: SOILS REPORT HO NG CONSULTING ENGINEERS, INC. moteno► Testing • Construction Quolity Control inspection • GFOTE OUNT SOIL Y PUBLIC WORKS ION KINGING C COsSOLIDAT D OFFII PRO ECTS AND AIR FACILITY PHASERenton, Washington Our Project Number 8846 May 6, 1988 Prepared For Arai/Jackson Architects 1535 11th Avenue Seattle, Washington 98122 Attention: Mr. Greg Saito, Project Manager 1.0 INTRODUCTION 3.1 C>E�CitAL As togvotird, a soil and foundation engineering study was conducted on the site of the proposed additions to the King County Department of Public Works Consolidated Office sod Rfpair Facility. Figure 1, the Project Location Map, shows the project site. Figures 2, 3 and 4 Pr-cot the Site Plan Map, the Main Complex Site Plan, and the Parks Department Ward Site Plan, respectively. We vtadotttand that the facility will be expanded in phases. The current phase consists of o%paaelons to the main complex (see Figure 3). These expansions include the construction of >A.tidiag D, an increase in floor space for Building J, and a ministorage building. We assume that thcse additions will be designed as slab-on-grade structures without basements, similar to the present buildings on the site. Frttirc plans Include the construction of new parking areas in the Parks Department Yard area, and a new, large office complex in the presently undeveloped southeast portion of the property. The Investigation activities undertaken as part of this study in regards to the sauthcast portion of the property are of a reconnaissance nature only. A complete geotech- aical Investigation of the subsoils should be undertaken as part of the final design effort during that phase of site expansion. The scr•Ices of Hong Consulting Engineers, Inc., were retained to conduct geotechnical in- •cstlCatlons which will be germane to the current and to future site development plans. 1-= PURPOSE The purpose of the geotechnical investigation is to: A) determine the subsurface soil conditions of the building site b) analyze the foundation support for the proposed buildings 1 o C Sox 506. lunnw000. Wosnmoton 08046 • (706) 7d3-477d - c) determine the seepage conditions of the site d) determine the infiltration rates of two locations under consideration for dry well instal- lation. Pavement design recommendations and retaining wall recommendations for basement foun- dation walls are not part of this study. Some of the locations of the exploration activities are shown on Figure 2, the Master Site Plan Map. Other locations are presented on Figures 3 and 4. 2.0 AUTHORIZAT ION Authorization to proceed with this study was received April 7, 1988, in a contract signed with Mr. Steven Arai, Partner, of Arai/Jackson Architects & Planners. Amendments to the scope of the project, including the authorization for the infiltration tests, were contained ►n a letter dated April 12, 1988, signed by Mr. Steven Arai. 3.0 GEOTECHNICAL INVESTIGATION 3.1 SURFACE CONDITIONS The project site is located on top of the bluffs north of the Cedar River valley, in an area generally known as the Renton Highlands. The majority of the site is relatively level, with a gentle slope to the south. The southernmost portion of the property encompasses the slopes of the Cedar River Valley, and it falls away steeply to the south. Areas surrounding the property have been mined for sand and gravel. A large borrow pit, approximately 50 feet deep, occupies the area immediately north of the main complex. The main portion of the complex (see Figure 3) consists of two main office buildings, sur- rounded by parking areas, and four large shop structures. The north half of the complex is landscaped, with areas of lawn interspersed with parking lots and office buildings. The south half of the complex is covered with bare compacted gravel around the shop struc- tures. The Park Department yard consists of two buildings in the northwest corner of the site. The remainder of the area is bare ground, covered mostly with gravel fill. Areas of asphalt and soil also occur. The southeastern portion of the property is undeveloped and overgrown with brushy growth. Some areas are in use currently: an asphalt strip is used testing road painters, and King County tests prospective county backhoe operators in the area. The east boundary of the site is cleared for high tension power lines and a major gas pipeline. A broken fence bisects the area in the approximate location of the proposed buildings. An access road, which is blocked off at its upper end, traverses the area below the fence. Other evidence of previous disturbance of the site are abundant. 3.2 SUBSURFACE CONDITIONS 3.2.1 General Geology of the Area Surficial mapping by Mullineaux (Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington: U.S.G.S. Geologic Quadrangle Map GQ-405) indi- cates that the project site is underlain glaciofluvial outwash deposits. Later work by Thor- 2 r i 'en (Thorsen, R.Vi., 1981, Isostatic Effects of the Last Glaciation in the Puget Lowland, Washington: U.S.G.S Open-File Report 81-370) describes the outwash deposit as the Renton 1elta. The delta sediments were deposited in glacial Lake Russell by the Cedar River. It is elieved by Thorsen that the delta was built against the retreating ice front (p. 44). Oc- ;ional finer grained beds or layers may therefore be expected, within a thick general eposit of sand and gravel. .3.2.2 Soil Exploration Program Ie welve test pits were excavated, utilizing a tire mounted Case extend-a-hoe backhoe. The st pit locations are shown on Figures 2, 3 and 4. The soils uncovered by the excavations were logged by a geologist of Hong Consulting Engineers, Inc. The detailed soil logs for the test pits are presented in Figures 5 through 16. Representative samples of the soils .en-countered in the test pits were collected and ransported to the laboratory for further testing. nfiltration tests were conducted in TP-11 and TP-12, at the request of the client. A com- lete explanation of the test methods and the test results are presented in Section 3.4. (.2.3.1 The Main Complex Area Mhe main complex area was filled prior to the construction of the present buildings. In the andscaped portions, the surface is underlain by a thin layer of imported sod and topsoil, up to a foot deep. Fill, consisting of sand and gravel, probably borrowed from on site, has been placed over the area. The fill varies from 1.5 feet thick, in TP-2, to 3.5 feet thick in TP-6. Below the landscaped sections, the fill is medium dense to dense. In the shop portions of the main -)mplex, the fill is very densely compacted, to bear the weight of heavy equipment. No -cords were discovered of the origin or placement of this, or any of the fill found in other portions of the site. The material appears to be equivalent to pit run sand and gravel, and we assume that it was derived from on site. A thin, discontinuous "burned zone" layer underlies the fill in TP-1, TP-3; TP-6, and TP-7. The "burned zone" contains dark gray charcoal, as though the site was burned over to clear it, prior to filling. The burned zone consists of stringers at the top of a thicker unit consist- ing of brown sand and gravel, with a trace of silt developed through soil processes. The burned zone is at most a few inches thick. The brown sand can be as much as one foot thick. Dense, red brown weathered glacial outwash is found beneath the fill, burned zones and/or brown sand in TP-1, TP-6, TP-7 and TP-12. The grain composition varies from sand and gravel to sandy gravel. Cobbles are usually common. The weathered zone grades downward into brown gray to gray unweathered material of similar composition. 3.2.3.2 The Parks Department Yard The Parks Department Yard is also underlain by brown fill, of gravelly sand to sandy gravel composition, densified by vehicular traffic. The fill is 2.0 and 2.5 feet deep in TP-4 and TP-5, respectively. The fill is underlain by medium dense to dense, brown to brown gray glacial outwash. The grain size is sandy gravel. 3 c) determine the seepage conditions of the site d) determine the Infiltration rates of two locations under consideration for dry well instal- lation. Pavement design recommendations and retaining wall recommendations for basement foun- dation walls are not part of this study. Some of the locations of the exploration activities are shown on Figure 2, the Master Site Plan Map. Other locations are presented on Figures 3 and 4. 2.0 AUTHORIZATION Authorization to proceed with this study was received April 7, 1988, in a contract signed t� with Mr. Steven Arai, Partner, of Arai/Jackson Architects & Planners. Amendments to the scope of the project, including the authorization for the infiltration tests, were contained in a letter dated April 12, 1988, signed by Mr. Steven Arai. 3.0 GEOTECHNICAL INVESTIGATION 3.1 SURFACE CONDITIONS. The project site is located on top of the bluffs north of the Cedar River valley, in an area generally known as the Renton Highlands. The majority of the site is relatively level, with a gentle slope to the south. The southernmost portion of the property encompasses the slopes of the Cedar River Valley, and it falls away steeply to the south. Areas surrounding the property have been mined for sand and gravel. A large borrow pit, approximately 50 !M feet deep, occupies the area immediately north of the main complex. The main portion of the complex (see Figure 3) consists of two main office buildings, sur- rounded by parking areas, and four large shop structures. The north half of the complex is landscaped, with areas of lawn interspersed with parking lots and office buildings. The south half of the complex is covered with bare compacted gravel around the shop struc- tures. The Park Department yard consists of two buildings in the northwest corner of the site. The remainder of the area is bare ground, covered mostly with gravel fill. Areas of asphalt and soil also occur. The southeastern portion of the property Is undeveloped and overgrown with brushy M growth. Some areas are in use currently: an asphalt strip is used testing road painters, and t King County tests prospective county backhoe operators in the area. The east boundary of the site is cleared for high tension power lines and a major gas pipeline. A broken fence bisects the area in the approximate location of the proposed buildings. An access road, which is blocked off at its upper end, traverses the area below the fence. Other evidence of previous disturbance of the site are abundant. E 3.2 SUBSURFACE CONDITIONS 3.2.1 General Geology of the Area �! Surficial mapping by Mullineaux (Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington: U.S.G.S. Geologic Quadrangle Map GQ-405) indi- cates that the project site is underlain glaciofluvial outwash deposits. Later work by Thor- 2 a 3.2.3.3 ire Southeast Portion of the Site Fill was found in TP-8 and TP-10. The thickness of the fill was insignificant in TP-8, only 0.5 foot deep. However, the fill was found to be 2.5 feet deep in TP-10. Weathered outwash was found in all test pits in this area. The soil consists of medium dense, red brown silty fine sand in TP-9 and TP-10, and sand and gravel in TP-8. Cedar wood debris was observed at the top of the weathered zone in TP-8 and TP-10. The weathered zone is 2.0 feet thick in TP-8 to 3.5 feet thick in TP-10. Dense brown gray sand and gravel are found at depth in all the test pits. 3.2.4 Groundwater Conditions The test pits encountered no seepage or other signs of groundwater. Water is present some 30 to 40 feet below surface level, in the bottom of the gravel pit to the north of the main complex. However, this is not necessarily indicative of the level of the water table. Other factors, such as when a hole bottom is disturbed and siltation effectively blocks drainage, may determine the occurrence of ponding in gravel terrain. 3.3 LABORATORY TESTS Moisture tests were run on the representative soil samples, in accordance with ASTtit D 2216. The results of these tests are shown on the appropriate soil logs. Grain size analyses were accomplished on soil samples from the two infiltration test pits, on the basis of ASTM D 422. The results of theses tests are found in Figures 17 and 18. 3.4 INFILTRATION TEST RESULTS As indicated above, infiltration tests were conducted in TP-11 and TP-12. The test pits were first dug to an average depth of 5 feet. Water was introduced into the test pits by means of the front loader bucket of the backhoe tractor. The infiltration rates thus re- corded which are presented in Table 1, were much lower than expected. We felt that this was due to the initial test being conducted within the zone of weathered outwash, which contains a significant amount of silt. After consideration of the initial results, it was decided to deepen the pits and conduct a second test. _- TABLE 1 . Results of Infiltration Tests for Dry Well Design Test Depth Material Infiltration Pit of Test I Rate TP-11 5' Weathered outwash/outwash 5.00 min/inch TP-12 5' Weathered outwash/outwash 6.88 min/inch r TP-12 8' Glacial outwash 0.27 min/inch TP-12 8' Glacial outwash 0.26 min/inch The pits were duly reopened on 4/25/88, and dug to a depth of 8 feet. On this occasion, water was introduced to the pit bottom by means of a garden hose attached to a domestic tap. Care was taken not to unduly disturb the soils lining the pits. The soils were allowed to saturate for at least one hour prior to commencing the infiltration test. In both of these second tests, the infiltration rates were much higher those of the initial tests. 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 BUILDING AREAS 4.1.1 Site Preparations The construction site should be stripped of all topsoil and rooted soils. The soils so removed may be stockpiled for later use in re-landscaping the site. 4.1.2 Construction Excavation Requirements The native soils on the site are densely consolidated; however, below the fill and weathered zones the soil particles are not bonded together by fines. Extensive raveling was observed in several of the test pits below approximately the 4 foot depth. Vibratory compaction of the soils at the bottom of the trenches, as recommended below, may cause sloughing in the up- per layers as well. Safe construction under these conditions require relatively wider trenches. Shallow construction trenches should be made with walls sloped approximately 1H:1V. Construction excavations in excess of 6 feet deep should be shored for the protec- tion of the workmen, or the walls of the excavation should be sloped back at about a 1H:IV grade. The actual grade of the cut slopes should be determined based on on-site conditions by the contractor. Also, shoring design and installation should be the responsibility of the contractor. 4.1.3 Foundation Design Parameters It recommended that all buildings be supported on shallow spread footing foundations. The fill and weathered native materials should be overexcavated from beneath the foundation locations to expose dense, gray native glacial outwash sand and gravel. The foundations should be poured directly on the dense, gray native glacial outwash sand and gravel. No fill. organic bearing topsoil or weathered materials should be allowed to remain beneath the footings. The foundations soils are dense, but they are easily disrupted. Special care should be taken during the excavation of the foundation trenches to avoid disturbing or•loosening the bear- ing surface. After the excavations are complete, the bearing surface should be wetted and proof-rolled with a vibratory roller, to densify the soils which may have become loosened. The following are the design parameters: a) We recommend an allowable net bearing capacity of 5000 psf for the native, dense, gray outwash. The structural engineer may add an additional 1/3 of the bearing capacity to the net bearing, to accommodate temoorary loading conditions, such as earthquakes and wind conditions. b) Minimum footing widths of 1.5 and 2.0 feet are recommended for the strip and square footings, respectively. The footings should be placed at least 2 feet below the final design grade. c) Footing excavations should be finished in a neat condition. The native outwash soils of- ten ravel easily; loose slough material should not be allowed to accumulate on the bearing surface. The bearing surfaces should be tested and verified by a geotechnical engineer. 5 4.1.4 Floor Support Considerations ' Due to the general quality of the fill materials used on this site, we are disinclined to recommend that the owner remove the fill from within the building footprint. We feel the floor slabs may be poured directly on the existing fill sand and gravel, after stripping and ' removal of the topsoil. We recommend that, at the time of initiation of earthwork, we be called upon to conduct a review of the fill soils within the construction site. Also, the foun- dation and other excavations should be monitored during construction, to be certain no sub- stantial organic soils are unexpectedly present beneath the floor slab areas. ' If such organic soils are found, the fill materials and organic soil should be overexcavated and removed. This removal will occasion further expenses, and we recommend that a con- tingency fund be set aside to cover this possibility. After overexcavation, the native, weathered soils should be proof-rolled to give a dense construction surface. A structural fill should be constructed from clean, on-site materials, as indicated Section 4.6. Six inches of freely draining gravel or sand and gravel with less than Z% fines should be placed under the slabs. In building which require dry floor conditions at all time, a sheet of Visqueen should be placed over the gravel layer. The thickness of the concrete slabs should be determined on the basis of the axle loads of the anticipated vehicles, the flexural strength of the concrete, and a modulus of subgrade reaction. Assuming that the subgrade soils are well compacted, we recommend that a tmodulus of subgrade of 100 pounds per cubic inch be used to design slab structures which are expected to support heavy vehicles. 4.2 UTILITY CONSTRUCTION PARAMETERS Utilities may be supported on the native soils. Care should be taken not to disturb the utility foundation soils. Soils at the bottom of the trenches should be compacted as indi- cated in Section 4.6. If cobbles or boulders are encountered at the grade level of the utility, the coarse material should be overexcavated, and the cavity filled with compacted sand and gravel. At least 6 inches of minus 1.5 inch bedding material should be placed beneath all utility pipes. Utility trenches should be backfilled with 1.5 inch minus sand and gravel, im- ported or borrowed from on site, and compacted as indicated in Section 4.6. 4.3 SETTLEMENT EVALUATION Where the organic materials have been properly removed, and the foundations have been constructed in accordance with the design parameters presented above, the buildings will exhibit tolerable settlement under all live and dead load conditions. 4.4 BORROW SOURCE FOR CONSTRUCTION MATERIALS 1 The on-site soils are suitable for use as structural fill material. 4.5 DRY WELL PARAMETERS Our infiltration tests Indicate that the well should be placed below the weathered zone, as fines contained in the weathered zone inhibit infiltration. We recommend that the well be sunk to at least 8 feet, and that a percolation rate of between 2.5 and 5 minutes per inch be used in the design of the wells. This value is 1/10 to 1/20 the measured infiltration rate. Experience has shown that dry well systems may clog with fines over time. A design safety factor of 10% or less should ensure the long term viability of the dry well system. 6 Y This report is prepared for the exclusive use of the owner's design engineers and the ar- c application on this project in accordance with generally accepted soils ar- chitect for specific pp and foundation engineering practice. No warranty, expressed or implied, is made. In addi- tion, geotechnical supervision is recommended during the construction phases to ensure that a safe, high quality construction is attained. ' Should any questions arise, please contact this office at your convenience. Sincerely, NY U.S 'S'�,�• Stephen H. Evans, Sen. Eng. Geol. ,�� ••• '• �E4�,=� Sa H. Hong, P.E., President, J"OVAL VAO • Hong Consulting Engineers, Inc. R t - i {,•_ter_ /�•_G '� 1 i ^ F:; u 4• 1: 1.. :% .• •r •v w 1— p... ��.,•v�;l'T. 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I - I t 'G I + ...., ..act f •� :• oll rn pca > n O LiIt _`• NIT L,»4.1� ..•l7__ 1...�..___'ul._ 10 iwo LY htj�_ R�u....0 iii1 �.—I I. v i � 'lY1• iron�.i, L�iiu _ ' ... . --wigI I• ."•vu l �... .i t ' 1 - r.a w� •.r..w.. la 111 I —_'JL!11 Li 7 ( 1 nv;•1 'I A' ! 66 .r _ �� lel _�........_..: ... .._... ICJ PARS DEPARTMENT YARD F711 ' MAIN COMPLEX c l` I sm CQ i t 1 FRO �— tL-DWG B (� `- A;�K�.v� BUILDING RENOVATIO BUILDING ' BUI D MATERIAL LAB \ \ I BUILDING M MINI STORAGE \ �� C TP-10 , TP-8� A001ION TP-9 SOUTHEAST PORTION OF SITE SCALE (IN FEET) _Jc;� �, ; � � , �• r, `) 0 400 MASTER SITE PLAN MAP KING COUNTY PUBLIC WORKS PHASE I PROJECTS CONSOLIDATED OFFICE AND SHOP FACILITY HONG CONSULTING ENGINEERS, INC. FIGURE 2 i I TP-1 IN FEET I � SCALE ( ) 0 250 TP-12. 1 • ,3: TP-2 TP-3 f.' F t 1 i 1 � - TP-7 `'— --� TP-6 . TP-1 T ' Site Plan ' MAIN COMPLEX SITE PLAN MAP KING COUNTY PUBLIC WORKS- PHASE I PROJECTS CO NSOLIDATED OFFICE AND SHOP FACILITY ' fjoNC, - 'VS LTING ENGINEERS. INC_ FIGURE 3 Ne+-tz-u w 300.1L9' . 31 39.2 3LG 10 ' ! K OiA4RTMiD1T I 1. 3'1 G i l te• � W. m N� �ti' YQ in b G" PUiiP_ - O to O tf _ Swap 1 OFFICE TP-4 1 TP-5 SCALE (IN FEET) 0 50 100 150 200 250 PARK DEPARTMENT YARD PLAN MAP U KING COUNTY PUBLIC WORKS PHASE 1 PROJECTS CONSOLIDATED OFFICE AND SHOP FACILITY _ HONG CONSULTING ENGINEERS, INC. FIGURE 4 ' TEST PIT LOG GROUND MOISTURE CONTENT•/. pTH a WATER SPT RESISTANCE SOIL DESCRIPTION N CONDITION 10 20 30 40 50 60 70 (feet) Dark brown topsoil - sod - 1 Dense brown SAND and GRAVEL 2 trace silt I (Fill ) .. 3 Dark gray burn zone I Very dense red brown SAND I 4 GRAVEL, COBBLES I (weathered Outwash) 5 S-1 I I 6 END OF PIT I I I I I I I I I I ' DATE 4-15-88 MOLE NO. PROJECT TP-1 King Co. Consol . Off. Fac. LOGGED 8Y S-- -- SHEET Figure 5 Monroe Ave N .E. ELEVATION g Renton . WA. DEPTH �3` TEST PIT LOGS GROUND MOISTURE CONTENT •/. 6 DEPTH SOIL DESCRIPTION CL WATER SPT RESISTANCE (feet) N CONDITION 10 20 30 •o 50 60 70 Medium dense, brown SAND and GRAVEL, thin sod at top; trace 1 silt (Fill ) 2 Dense, gray interbedded medium SAND, GRAVEL and COBBLES Moist 3 (Glacial Outwash) 4 5 6 END OF PIT I _ F I 1 I I I PROJECT GATE -15-88 HOLE NO•Kina Co. Consol . , Off. Fac. LOGGED B7 SHE TP_2 Figure 6 Monroe Ave. N.E. ELEVATION SHEET enton, WA. DEPTH �y 1 of 1 ' TEST PIT LOG GROUND MOISTURE CONTENT% O ' DEPTH SOIL DESCRIPTION CLWATER (fret) SPT RESISTANCE N CONDITION IO 20 30 40 50 6070 Medium dense, brown SAND and GRAVEL (Topsoil ) - 1 Dense brown gray medium SAND and 2 GRAVEL and COBBLES (Fill ) ' 3 Dense brown SAND and GRAVEL: trace silt (Topsoil ) 4 I Dense gray sandy GRAVEL: bedded ' S (Glacial Outwash) 6 END OF PIT - 1 i PROJECT DATE 4-15-88 HOLE No. King Co. Consol . Off. Fac. LOGGED BY SHE TP-3 Figure 7 1 Monroe ava N.E. ELEVATIO-N ' SHEET Renton , WA. DEPTH 1 or 1 TEST PIT LOG _ W GROUND MOISTURE CONTENT Ve DEPTH SOIL. DESCRIPTION ° WATER sPT RESISTANCE s (feet) N CONDITION ,0 20 30 �o so so To Dense brown sandy GRAVEL: I cobbles ; trace silt (Fill ) 2 Dense brown gray sandy GRAVEL: with cobbles 3 (Glacial Outwash) 4 END OF PIT 5 FFP 6 _ ' DATE —1 — MOLE N0. - PROJECT Tp_4 King Co. Consol . , Off. Fac. LOGGED 87 Figure 3 Monroe Ave. N.E. ELEVATION SHEET or Renton . WA. DEPTH 1 �L ' TEST PIT LOG W GROUND MOISTURE CONTENT •/• O DEPTH J SOIL. DESCRIPTION a WATER � SPT RESISTANCE (fee t • N CONDITION 1O 20 30 40 SO 60 70 ' Medium dense brown gravelly SAND: (Fill ) I 1 I 2 _ ' Medium dense to dense brown gray 3 sandy fine to coarse GRAVEL: bedded 4 (Glacial Outwash) 5 6 END OF PIT I Note: Pit walls exhibited ravelling within the outwash I I PROJECT DATE —15 SHE HOLE NO. King Co. Consol . Off. Fac. LOGGED 97 7P-5 Figure 9 Monroe Ave. N.E. ELEVATION SHEET Renton , IeIA. OEPTF4 5'`z 1 of 1 TEST PIT LOG W GROUND MOISTURE CONTENT•/. •CL ' DEPTH SOIL OESCRIPTION WATEIRON sPT RESISTANCE CONOIT 10 20 30 40 50 60 70 N Dense red brown SAND, GRAVEL and COBBLES . 1 - (Fill ) 2 3 4 Dense, dark brown SAND and GRAVEL: trace silt (Topsoil ) 5 T1 I -- Dense, red brown silty sandy GRAVEL: $-1 6 (Weathered Outwash) T1 I 7 Dense brown gray gravelly fine S to coarse SAND S-2 (Glacial Outwash) g END OF PIT I 1 7— Fri DATE — NOLE NO PROJECT TP-6 7KinaCo. Consol . Off. Fac. LOGGED BYFigure 10e Ave. N.E. ELEVAT10N SHEET Renton WA DEPTH 8 1 of 1 TEST PIT LOG W GROUND MOISTURE CONTENT•/. 0 EPTH SOIL DESCRIPTION CL WATER SPT RESISTANCE Pent) N CONDITION IO 20 30 40 50 60 70 Dense brown silty SAND and GRAVELI A (Fill ) 1 I Zf0aEkk charcoal horizon se red brown sandy GRAVEL: Moist ce silt 3 (Weathered Outwash) 4 Dense brown gray medium to coarse SAND and GRAVEL; bedded 5 (Glacial Outwash) I 6 END OF PIT I 7 I I I I I Id 1 ' PROJECT DATE 4-15-88 SHE HOLE No. King Co. Consol . Off. Fac. LOGGED SY TP_7 Figure 11 Monroe Ave. N.E. ELEVATION SHEET Renton , WA. DEPTH 5. 5 I or 1 TEST PIT LOG U GROUND MOISTURE CONTENT•/, DEPTH SOIL DESCRIPTION CL WATER SPT RESISTANCE • (feet) N CONDITION to 20 30 40 50 6070 Medium dense gray SAND Fill 1 Dense red brown SAND and GRAVEL: trace silt; cedar debris 2 (Weathered Outwash) 3 Dense brown gray medium SAND and GRAVEL: bedded (Glacial Outwash) 4 5 END OF PIT 6 -F T - 1 I PROJECT DATE 4-15-88 MOLE NO. SHE King Co. Consol . Off. Fac. LOGGED 87 TP-8 Figure 12 Monroe Ave. N.E. ELEVATION SHEET Renton WA. DEPTH 4 2� 1 of 1 niir.� sr ern rK.� .�r�•ia Version 4. 2 0 1 - INFO ON THIS PROGRAM 2 - SBTJHYD CfiAGVVV� �OKS - ROUTE �- 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOTt.T 7 - PLOTH`,'D 8 - DATA a - PIS FAC 10 - RETURN TO DOS ENTER OPTION: iDUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGF:APH STORM OPTIONS: L - 'S. C_ S. TYPE-lA - 7-DAY DESIGN STORM - 'STORM DATA FILE SPECIFY STORM OPTION: L Y. C. S. TYPE-lA RAINFALL DISTRIBUTION 3NTER: FREQ rYEAR) , DUF A TIC N rHOUP.} , PREP_IV INCHES) =,24,2 ---------------------------------------------------------------------- *, C. S. TYPE-lA DIS.TRIBUTION 2-YEAR 24-HOUR. STORM ** 2. 00" TOTAL PRECIP_ ---------------------------------------------------------------------- WTER: A{PER) , CN(PEP?? , A(IMPERU) , CN(IMPERV) , TC FOR BASIN NO. 1 q S a 5 _>ATA PRINT-OUT: AR.EAIACR.ES) PER.fIOUS IMPERVIOUS TC tMINUTES j A CN A CN 1 = 1. O 6.5. O _ „ 98_ 0 4_ 't CITY OF RENTON .0 ii W EF A PEAK-Q 4CFS) T-PEKK(HRS) UOL (CU-FT) JUN 1 01999 _ 28 7_ VJ E860 3NTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED 1xu , •,�F oil nii .n.! �r�r•n rr•.! �r u•1� Version 4. 20 1 - INFO ON THIS PPOGRILLM 2 - SBUHY'D 3 - ROUTE 4 - ROUT E2 5 - ADDHYD E - BASEFL OW 7 - PL0TH`i'D 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER. OPTION: SBUH/SCS METHOD FOR COMPUTING RUNOFF H'Y'DPOGR PH STOF1•1 OPTIONS: 1 - S_ C. S_ TYPE-lA - 7-DAY DESIGN STOP2•i - STOP1"1 DATA FILE PECIFY STOR11 OPTION: 1 S_ C_ S_ TYPE-lA PAI14FALL DISTP.IEUTION ENTER: FR.EQ (Y EAR.) , DURATION(Hi iUR) , PRECIP (INCHES) 100,24,._ _ a ---------------------------------------------------------------------- + **+:!47tf.7.+."lt;r;►;►y,*?+T T iDISTRIBUTION S. C_ S_ TYPE-lA 100-YEAR. 24-HOUR STOR11 *'** 3. 90" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PER.TJ) , CI-T(PERV) , A(IMPER.Td) , CN(IMPERV. ) , TC FOR BASIN N0_ 1 96S,65i - 837,98,9_ 95 DATA PRINT-OUT: AREA(ACRES) PERITIOUS IMPERVIOUS TC (MINUTES) A CId A CN 1. 8 1. 0 6.5. 0 . 8 98. 0 9. 9 PEAK-Q (CFS) T-PEAK(HRS) UOL (CU-FT) _ 90 7. 83 14529 ENTEP. [d: 1 [pathl filename [ . ext l FOR STORAGE OF COMPUTED Hi7DROGP.:PH: rI King County CZA �u 2jf.-E;OVI f% Project *-^ `" 1' ® Strwa� + L.t�e Swu l� Truih� A\0 i Comp SC-�v Chk � Rev Department of Transportation Date Date - L '3' 9 7 Date Page of Pages ARE'A Total Acea = 78,S0O-C-r2 -I v For f�c�✓e�1�C't'It f�oo-�S A _ 0•637 o,-r-es CNP 6s /"lel-dow or +PAS+U(^e. �per� = 0.9165 COMPUTII�IV T T� = T, YTa T _ L 60 V aG m,'n T 60(,� WATER (:)UALJY SWAT-E BO T 7pM 'MOTH b= Ua n, 0.38 c{s (.�0) 0.0 6 -> 1.49,I.67"o-s —� 1,y9 (33)"67(•or)°�S 0.0a3y MIN. 90'rTOM VID-r14 O/ swats x USE wj LO T TCAA 107 pEQl N_ F1iokl Vti-OCIT Vw� Awl A = by + y' + 1.6k7 -(Lr 0.38 Cos _ V`�`� 1e647 -F+' -� �•�3 �+�s�c 0.).3 < 1. 0 ✓ o•K. V ,� )i t I.ENVTHt L..- SH0V,�, > .X3 -�4/6ec) DOT-EngWork Sheet 2-96 Printed on Recycled Paper King County ra, Cc,-\C-u 0r15 Project 7e%^&)o O J .� (-Co.-,A"A- wa- e-J, e-C+_ Proi v Comp TUB Chk / Rev Department of Transportation Date 64.j�of Date �' " 59 Date Page a of Pages COITVEYA N LE CA PALI T Y rhCw D�PT�f . 0,6 y= Oloo n O.go�i3 � �.03� O.O � 0.6 (I '1� 60.5 b /o 6 �,`I r'I D.l S C C y= 0. 0B -F+ Ft,ow VE1,061TY V,00 = 100 A )oo Q,00 ' O•GO C-FS A 00 = b,� + y + 3 0.33°iD, �{ V,co = O.qo 4,/yet: a. 6 5 4'+/6ec Swa le s i z e. _ F+, wider x I aS C�, I on DOT-EngWorkSheet 2.96 Printed on Recycled Paper L�LJ �ZIi S, 4.. 0 4 ' S I J KING COUNTY s: DISTRICT COURT rn LJ / 5 • S y 1 . S ;TY LINE — — — 403.3 ft - 5 S. Overland Flow Overland Flow y S .S i ' 5 45' 4' x 60' 4' x 60' 14 x 60 14 x 60 5 S f Overland Flow Overland Flow 45 S S .y 5 .. 5 S . S S'i S S: y:5 �. • ' S S' S• S, y 5 5• 5 S b. y' .S y 5 .� i 5'Oderla b,FTow:S � S�. y .� 5•. y •. • 5 •' S• � 5t �. .4 •�5 .•` 4 � '..•Sy• ..•4.5 •• 3 S SS• I) S. 5y :y•S 5• 5 : 4 .5.5 ,� 'S; 55 4 S 'Sy ; Sy: S SS •.S 5' 55 4 �� t 5 . Sys 5 1 S 0.5% Slope / ope `Ditch Ditch •75ft 3:1 Sldeslopes 16 ® .oft Infl radon Pond 4 41 DR .OR >E r L�1 1`WCa�`f C O✓1 Po r1.& C,-A L u CJ-�-G,O✓ls Time (hrs) Q (Cfs) Volume (ft) Cum. Volume Infiltration Rate Q Stored Volume Stored 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.67 0.01 3.06 3.06 0.01 0.00 0.00 0.83 0.02 8.64 11.70 0.02 0.00 0.00 1.00 0.03 15.30 27.00 0.03 0.00 0.00 1.17 0.03 18.36 45.36 0.03 0.00 0.00 1.33 0.04 20.16 65.52 0.04 0.00 0.00 1.50 0.04 24.48 90.00 0.04 0.00 0.00 1.67 0.05 27.54 117.54 0.05 0.00 0.00 1.83 0.06 31.68 149.22 0.06 0.00 0.00 2.00 0.06 36.72 185.94 0.06 0.00 0.00 2.17 0.07 39.78 225.72 0.07 0.00 0.00 2.33 0.07 40.32 266.04 0.07 0.00 0.00 2.50 0.07 42.84 308.88 0.07 0.00 0.00 2.67 0.08 45.90 354.78 0.08 0.00 0.00 2.83 0.09 48.96 403.74 0.09 0.00 0.00 3.00 0.10 58.14 461.88 0.10 0.00 0.00 3.17 0.10 61.20 523.08 0.10 0.00 0.00 3.33 0.10 57.60 580.68 0.10 0.00 0.00 3.50 0.10 61.20 641.88 0.10 0.00 0.00 3.67 0.11 64.26 706.14 0.11 0.00 0.00 3.83 0.12 66.24 772.38 0.12 0.00 0.00 4.00 0.12 73.44 845.82 0.12 0.00 0.00 4.17 0.12 73.44 919.26 0.12 0.00 0.00 4.33 0.13 72.00 991.26 0.13 0.00 0.00 4.50 0.13 79.56 1070.82 0.13 0.00 0.00 4.67 0.13 79.56 1150.38 0.13 0.00 0.00 4.83 0.15 80.64 1231.02 0.15 0.00 0.00 5.00 0.15 91.80 1322.82 0.15 0.00 0.00 5.17 0.15 91.80 1414.62 0.15 0.00 0.00 5.33 0.15 86.40 1501.02 0.15 0.00 0.00 5.50 0.15 91.80 1592.82 0.15 0.00 0.00 5.67 0.16 94.86 1687.68 0.16 0.00 0.00 5.83 0.17 95.04 1782.72 0.17 0.00 0.00 6.00 0.18 107.10 1889.82 0.18 0.00 0.00 6.17 0.18 110.16 1999.98 0.18 0.00 0.00 6.33 0.18 103.68 2103.66 0.18 0.00 0.00 6.50 0.18 110.16 2213.82 0.18 0.00 0.00 6.67 0.21 119.34 2333.16 0.21 0.00 0.00 6.83 0.24 129.60 2462.76 0.24 0.00 0.00 7.00 0.25 149.94 2612.70 0.25 0.00 0.00 7.17 0.29 165.24 2777.94 0.29 0.00 0.00 7.33 0.34 181.44 2959.38 0.30 0.04 11.52 7.50 0.48 250.92 3210.30 0.30 0.18 67.32 7.67 0.82 397.80 3608.10 0.30 0.52 214.20 �-�• 7.83 0.90 495.36 4103.46 0.30 0.60 322.56 8.00 0.66 477.36 4580.82 0.30 0.36 293.76 8.17 0.48 348.84 4929.66 0.30 0.18 165.24 8.33 0.38 247.68 5177.34 0.30 0.08 74.88 8.50 0.35 223.38 5400.72 0.30 0.05 39.78 8.67 0.31 201.96 5602.68 0.30 0.01 18.36 8.83 0.25 161.28 5763.96 0.30 -0.05 -11.52 9.00 0.24 149.94 5913.90 0.30 -0.06 -33.66 9.17 0.23 143,82 6057.72 0.30 -0.07 -39.78 9.33 0.23 132.48 6190.20 0.30 -0.07 -40.32 9.50 0.23 140.76 6330.96 0.30 -0.07 -42.84 9.67 0.23 140.76 6471.72 0.30 -0.07 -42.84 9.83 0.24 135.36 6607.08 0.30 -0.06 -37.44 10.00 0.24 146.88 6753.96 0.30 -0.06 -36.72 10.17 0.24 146.88 6900.84 0.30 -0.06 -36.72 10.33 0.24 138.24 7039.08 0.30 -0.06 -34.56 10.50 0.24 146.88 7185.96 0.30 -0.06 -36.72 10.67 0.23 143.82 7329.78 0.30 -0.07 -39.78 10.83 0.21 126.72 7456.50 0.30 -0.09 -46.08 11.00 0.20 125.46 7581.96 0.30 -0.10 -58.14 11.17 0.20 122.40 7704.36 0.30 -0.10 -61.20 11.33 0.20 115.20 7819.56 0.30 -0.10 -57.60 11.50 0.20 122.40 7941.96 0.30 -0.10 -61.20 11.67 0.20 122.40 8064.36 0.30 -0.10 -61.20 11.83 0.20 115.20 8179.56 0.30 -0.10 -57.60 12.00 0.21 125.46 8305.02 0.30 -0.09 -58.14 12.17 0.21 128.52 8433.54 0.30 -0.09 -55.08 12.33 0.21 120.96 8554.50 0.30 -0.09 -51.84 12.50 0.21 128.52 8683.02 0.30 -0.09 -55.08 12.67 0.19 122.40 8805.42 0.30 -0.11 -61.20 12.83 0.18 106.56 8911.98 0.30 -0.12 -66.24 13.00 0.17 107.10 9019.08 0.30 -0.13 -76.50 13.17 0.17 104.04 9123.12 0.30 -0.13 -79.56 13.33 0.17 97.92 9221.04 0.30 -0.13 -74.88 13.50 0.17 104.04 9325.08 0.30 -0.13 -79,56 13.67 0.17 104.04 9429.12 0.30 -0.13 -79.56 13.83 0.17 97.92 9527.04 0.30 -0.13 -74.88 14.00 0.17 104.04 9631.08 0.30 -0.13 -79.56 14.17 0.17 104.04 9735.12 0.30 -0.13 -79.56 14.33 0.17 97.92 9833.04 0.30 -0.13 -74.88 14.50 0.17 104.04 9937.08 0.30 -0.13 -79.56 14.67 0.16 100.98 10038.06 0.30 -0.14 -82.62 14.83 0.15 89.28 10127.34 0.30 -0.15 -83.52 15.00 0.15 91.80 10219.14 0.30 -0.15 -91.80 15.17 0.15 91.80 10310.94 0.30 -0.15 -91.80 15.33 0.15 86.40 10397.34 0.30 -0.15 -86.40 15.50 0.15 91.80 10489.14 0.30 -0.15 -91.80 15.67 0.15 91.80 10580.94 0.30 -0.15 -91.80 15.83 0.15 86.40 10667.34 0.30 -0.15 -86.40 16.00 0.15 91.80 10759.14 0.30 -0.15 -91.80 16.17 0.15 91.80 10850.94 0.30 -0.15 -91.80 16.33 0.15 86.40 10937.34 0.30 -0.15 -86.40 16.50 0.15 91.80 11029.14 0.30 -0.15 -91.80 16.67 0.14 88.74 11117.88 0.30 -0.16 -94.86 16.83 0.13 77.76 11195.64 0.30 -0.17 -95.04 17.00 0.13 79.56 11275.20 0.30 -0.17 -104.04 17.17 0.12 76.50 11351.70 0.30 -0.18 -107.10 17.33 0.12 69.12 11420.82 0.30 -0.18 -103.68 17.50 0.12 73.44 11494.26 0.30 -0.18 -110.16 17.67 0.12 73.44 11567.70 0.30 -0.18 -110.16 17.83 0.12 69.12 11636.82 0.30 -0.18 -103.68 18.00 0.12 73.44 11710.26 0.30 -0.18 -110.16 18.17 0.12 73.44 11783.70 0.30 -0.18 -110.16 18.33 0.12 69.12 11852.82 0.30 -0.18 -103.68 18.50 0.13 76.50 11929.32 0.30 -0.17 -107.10 18.67 0.13 79.56 12008.88 0.30 -0.17 -104.04 18.83 0.13 74.88 12083.76 0.30 -0.17 -97.92 19.00 0.13 79.56 12163.32 0.30 -0.17 -104.04 19.17 0.13 79.56 12242.88 0.30 -0.17 -104.04 19.33 0.13 74.88 12317.76 0.30 -0.17 -97.92 19.50 0.13 79.56 12397.32 0,30 -0.17 -104.04 19.67 0.13 79.56 12476.88 0.30 -0.17 -104.04 19.83 0.13 74.88 12551.76 0.30 -0.17 -97.92 20.00 0.13 79.56 12631.32 0.30 -0.17 -104.04 20.17 0.13 79.56 12710.88 0.30 -0.17 -104.04 20.33 0.13 74.88 12785.76 0.30 -0.17 -97.92 20.50 0.13 79.56 12865.32 0.30 -0.17 -104.04 20.67 0.13 79.56 12944.88 0.30 -0.17 -104.04 20.83 0.13 74.88 13019.76 0.30 -0.17 -97.92 21.00 0.13 79.56 13099.32 0.30 -0.17 -104.04 21.17 0.13 79.56 13178.88 0.30 -0.17 -104.04 21.33 0.13 74.88 13253.76 0.30 -0.17 -97.92 21.50 0.13 79.56 13333.32 0.30 -0.17 -104.04 21.67 0.13 79.56 13412.88 0.30 -0.17 -104.04 21.83 0.13 74.88 13487.76 0.30 -0.17 -97.92 22.00 0.13 79.56 13567.32 0.30 -0.17 -104.04 22.17 0.13 79.56 13646.88 0.30 -0.17 -104.04 22.33 0.13 74.88 13721.76 0.30 -0.17 -97.92 22.50 0.13 79.56 13801.32 0.30 -0.17 -104.04 22.67 0.13 79.56 13880.88 0.30 -0.17 -104.04 22.83 0.13 74.88 13955.76 0.30 -0.17 -97.92 23.00 0.13 79.56 14035.32 0.30 -0.17 -104.04 23.17 0.13 79.56 14114.88 0.30 -0.17 -104.04 23.33 0.13 74.88 14189.76 0.30 -0.17 -97.92 23.50 0.13 79.56 14269.32 0.30 -0.17 -104.04 23.67 0.13 79.56 14348.88 0.30 -0.17 -104.04 23.83 0.13 74.88 14423.76 0.30 -0.17 -97.92 24.00 0.09 67.32 14491.08 0.30 -0.21 -116.28 24.17 0.03 36.72 14527.80 0.30 -0.27 -146.88 24.33 0.00 8.64 14536.44 0.30 -0.30 -164.16 24.50 0.00 0.00 14536.44 0.30 -0.30 -183.60 24.67 0.00 0.00 14536.44 0.30 -0.30 -183.60 24.83 0.00 0.00 14536.44 0.30 -0.30 -172.80 25.00 0.00 0.00 14536.44 0.30 -0.30 -183.60 25.17 0.00 0.00 14536.44 0.30 -0.30 -183.60 25.33 0.00 0.00 14536.44 0.30 -0.30 -172.80 Cum Volume 0.00 0.00 Rate of Infiltration for the soil (ft/sec) = 0.0005 0.00 Infiltration area of pond (ft) = 600 0.00 Total infiltration rate of pond (ft3/sec) = 0.30 0.00 Volume of pond (ft) = 1200 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.52 78.84 293.04 615.60 909.36 1074.60 1149.48 1189.26 1207.62 1196.10 TEST PIT LOG U4 GROUND MOISTURE CONTENT V. O DEPTH SOIL DESCRIPTION CL WATER SPT RESISTANCE (feet) N CONDITION 10 20 30 to 50 6070 ` Dark brown topsoil 1 Medium dense red brown fine SAND: some silt; trace gravel I (Weathered Outwash) 1 Z 3 Medium dense brown gray medium SAND: trace gravel ; occasional 4 boulders (Glacial Outwash) 6 Dense brown gray SAND and GRAVEL (Glacial Outwash) 7 END OF PIT I I I I . I • I I PROJECT DATE - 5- HOLE N0. King Co. Consol . Off. Fac. LOGGED BY SHE TP_g Figure 13 Monroe Ave. N.E. ELEVATION SHEET Renton , WA. DEPTH 6.5 ' TEST PIT LOG L" GROUND MOISTURE CONTEI4 - 7* G DEPTH a WATER SOIL. DESCRIPTION I SPT RESISTANCE A (feet) N CONDITION 10 20 30 40 50 6070 Medium dense brown SAND and I GRAVEL 1 (Fill ) Z Medium dense red brown silty 3 fine SAND : trace gravel ; wood debris 4 (Topsoil/Weathered Outwash) 5 5 Moist I I I I Dense brown gray medium to coarse gravelly SAND: bedded 7 (Glacial Outwash) I I I r 8 ( I I I F END OF PIT ` I I I I . I HOLE NO. PROJECT DATE - King Co. Consol . Off. Fac. LOGGED 8Y SHE TP_10 Figure 14 Monroe Ave. N.E. ELEVATION SHEET 75' Renton , WA. DEPTH 1 °1 1 TEST PIT LOG W GROUND MOISTURE CONTENT•/. • CL DEPTH SOIL DESCRIPTION WATER spT RESISTANCE • (feet) N CONDITION t0 20 30 aO 50 60 70 Very dense red brown SAND and I 1 GRAVEL (Compacted Fill ) 2 Dense, red-brown sandy SILT .and GRAVEL: 3 (Weathered Outwash) 4 Dense, gray SAND and GRAVEL: 5 bedded; with cobbles ' (Outwash) I 677 7 I I S END OF PII I I 9 I 10 I PATE - �- HOLE NO. PROJECT King Co. Consol . Off. Fac. LOGGED 9Y SHE TP-11 Figure 15 Monroe Ave. N.E. ELEVATION SHEET Renton , WA. OEPT►+ 8• 3' 1 or 1 TEST PIT LOG W GROUND MOISTURE CONTENT •/. O D EPTH SOIL DESCRIPTION a WATER sPT RESISTANCE • (feet) 9 CONDITION 10 Z0 30 40 50 60 70 I I � Dense brown SAND and GRAVEL (Fill ) - 1 2 3 Dense red brown SAND and GRAVEL (Weathered Outwash) 4 I 5 Dense, gray SAND and GRAVEL: bedded; pit walks ravel easily 6 (Outwash) 7 I 8 I END OF PIT I 9 I 10 I I , PROJECT PATE -15 HOLE NO. King Co. Consol . Off. FaC. LOGGED BY SHE TP-12 _ Figure 16 Monroe. Ave. N. E. ELEVAT101V SHEET Renton . WA. DEPTH �•2 1 of 1 HONG CONSULTING ENGINEERS, INC.0 clectechNcci Engirlowl'--9 MatwjW Toging - Construct lon 2001"y CO'A'01 I'AP@-Ction GRAIN SIZE DISTRIBUTION d Office Test Hole Number.........TP-11, S8 ................................................................... Proi ... Renton, WA ............................... Depth:............................................. ...... 8846........................................................... Sample Description 60.0 Project Number;................. Gravel:......................... Date Tesled:...... ... ............................. Sand:.......38-.8........... Remarks .. .. . .... ........................... Silt .................. ........ .. .............. .. ......... I................................... .... Clay: ................. ...... .. . ................ ................ .......................................................... .............. ................................................. .......................... ........... ____�2AVEL AND ..... _ R' COARSE ....... 1, DIUM ' CRSF. I FINE CLAY SILT FINE M SIEVE SIZES I I i�- 2 3 200 100 60 40 30 20 16 108 4 't "2 100 ........................ ......... ............ ................. ...............I .. ...................... .............. 90 ..................................... . ............... ...... ............................ ............. ..................... 80 .......................... ............ .................... ..................... ............. ................ ......... ............... .... .... .......... ....... UJ 70 ...................... ....... ............ .................... ........ ............. ................................................. 60 .. .... ..... ............ ................. .... ............................... ................ .. ............ ................ . . . ......... .................... ......................... 50 ............... .......... ..... ..... .............. z ..... .... . ...... ................ UJ ................ .............. ......... ...... 40 ........ ..... .................. ........................ ................ ........... LU ....... ....... .. .... ........... ................................................ 3C ........... ..................... ........... ..... ........... . . . . .... ............... ..... ..... ................ ............. ............ 20 ....... ... ..... . . . ....... .............. ............. ............. .................... ........... ........................ 10 .... ..... ............ .................... 10 20 50 0 ———--------- .2 .5 1 2 �-005 01 .02 -05 .1 .0005 001 GRAIN SIZE.-MILLI METRES Reviewed By. ............... .................................. All tests-Pert0f`eo ,accorcance vnih AST Figure 17 HONG CONSULTING ENGINEERS, INC. Construction QuOlIty COM01 Inapecton • • GeotschrticW Engirsewimg • Material Testing GRAIN SIZE DISTRIBUTION Protect........i ng...;qgn:�Y.. Test Hole Number:........1P.7.12......5.$........................................ .. 1 ............. .. „ .................................. Renton_ ...... a............. ..... ..........and.... Project Number...........Ra46......................................................... sample Description Gravel:....5 t.q......... DateTested:...........5M.88........................................................... Sand t......4.10........... Remarks: .. ....... ......................I........................ .......................... silt!.............Lo ........ ........................... Clay:........ ........ ...... .. ................................................................................................. .... ... .................................................................... .......................... AND RAVEL ...................... .......... ... r--nARSE CLAY 5 1 LT FINE MEDIUM FINE SIEVE SIZES 2 200 100 60 ao 30 20 16 108 4 100 .. ....................... . ...................................... 90 - ............. ...... .......................... ........................................ ...................... .............................................. so ...... .... ...... ........... ....... ..... ......................................... .... ........................... ............ ............ 70 .. .. ... .. ....................... Lu ... ..... .... .......................... ........... .......................... ............... ............... ... .................. ..................... ....................... .................... . ........................... Cn 50 ........................ ...................................................... .................. z ........ .. ...................... . .................................. ................... LLI ......... ............. ......... U40 . .....I...... ........ ....... CC ..................................... ....................... LU ... ............... ................... ........................ CL 30 ........ ........... ................... ..... .... ................ ........................ ................. ........... ...... ............. .......... ............................ 20 ........................ ...... ............ ................................ ........ .... .............. ............. .... .......................... .............. .............................. 10 ................... 0 .5 1 2 5 10 20 50 .000 .001 .002 .005 .01 .02 .05 .1 .2 GRAIN SIZE-MILLIMETRES ........................................ Reviewed BY: .................. All ,,ts periorm;;71; t h A.STM F;cure '_0J KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT APPENDIX C: DEVELOPED SITE HYDROGRAPHS King County ro L'4 w �d w U I;( Project ReA46,1 Vac - NJ Yl '"1 ReU �s /J O Comp Chk Rev Public Works Date 1 —a0-�i`� Date Date Page of Pages 100YY a4h✓ S+vrvv% wa {c ✓ Yv �O('F- Icv/0iei LSihJ hyd.EkF ra me VaL 10 Vu c i PectK, 1 .3-7 GFS f�Dr VA(,1oi poc! �Dp^r/ A' C p�, k i rov� �� S rM VVct Y Ytt�U�r Cr/ �Gti �e, f-!' E E Fr �e �a Vote asa9 . rA) Ups asay . rxT Peak Q = 1.a3 CF5 vk w- 1 . I N --:> .TYT opt �Qr P. Vft(- 6 W_ 1 •I-(V rTF ' ��Q I v C� ItS r Fnr Ce J pi( 5 No OVa' Flow. Eh C ��u. ;. 7CtfC, po �roPoSel� sYs?L'i^'? (eves �r King County Yo° � (- b- 6-- ' ;r 5 Le e,,,Jlmc, Project (ZeY r tiJ c�J r a 'Rev is Comp C,b • Chk Rev Public Works Date - -1 Date Date Page a of Pages ' A3= atya Aa= ,Oy�'a -AC �M Aga I Cg Ins':61' A 13: ,la`;`1 a C C� A� i a' Ago 6 A,a �- 0\e PIPE# LENGTH (ft) DIAM (IN) PIPE TYPE OUTLET IE INLET IE INLET TYPE 6y a 3i�.w 311.4a a i a4 i7 ,5d 31q.19 C aft 319 •ay 14 3a a,26 3ay,6D 5 6�f is Io 3a-co qp la 3as.10 3a5 ,;o BWPIPES.XLS 6/9/94 JUNCTION # OVERFLOW ELEV. BEND ANGL DIAMMIDTH (FT) Q RATIO 1 330.0 oAt; 6 a 33o.d as ` y 3 3 31 ,0 o NA I 3W,0 90 D 1-7 3aI ,0 5 a �g 333 . 0 o PA a BWCB'S.XLS 6/9/94 Renton Vactor Q-ratios CB# Area(ac) 25-24 100-24 CB# Q-ratio CB# 0-ratio 1 0.4947 0.54 0.600 1 0.783 1 0.783 2 0.0482 0.05 0.060 2 1.000 16 0.341 3 0.0442 0.05 0.05 3 0.000 17 0.760 16 0.1346 0.15 0.16 18 0.000 17 0.1772 0.19 0.22 18 0.2254 0.25 0.28 P�aK Q a s - ay 1 , )3 CF"-7 ioo - ay 1 ,37 C�-5 VACQRAT.XLS 7/20/94 VAC2524 . TXT KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S .C. S . TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: S .C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES ) ------------------------------------------------------------------ ******************** S .C. S . TYPE-lA DISTRIBUTION ***************** *** ********* 25-YEAR 24-HOUR STORM **** 3 . 40" TOTAL PRECIP. ***** **** ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 Page 1 VAC2524 .TXT DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 5 . 0 . 0 .5 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .54 7 . 67 5686 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 0 . 0 . 0 . 0 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 05 7 . 67 554 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: _C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 0 . 0 . 0 . 0 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 05 7 . 67 508 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 4 Page 2 VAC2524 .TXT DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 1 . 0 . 0 . 1 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 15 7 . 67 1547 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 2 . 0 . 0 .2 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 19 7 . 67 2036 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 2 . 0 . 0 . 2 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 25 7 . 67 2591 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP Page 3 VAC2524 .TXT KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 .20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: Stop - Program terminated. Page 4 VAC2524 . IN 2 1 25 24 3 .4 0 0 .4947 98 0 cbl c 0 0 . 0482 98 0 cb2 c 0 0 . 0442 98 0 cb3 c 0 0 . 1346 98 0 cb16 c 0 0 . 1772 98 0 cb17 c 0 0 . 2254 98 0 cb18 s 10 Page 1 VAC10024 .TXT KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 .20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: SBUH;'SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORK[ OPTIONS : . - S .C. S TYPE-lA 2 - -DAY DESIGN STORM 3 - STORM ;DATA FILE SPEC, 'Y STORM OPTION: C .C. S , TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) ------------------------------------------------------------------ S .C. S. TYPE-lA DISTRIBUTION ***************** 100-YEAR 24-HOUR STORM **** 3 . 80" TOTAL PRECIP. ***** *** ------------------------------------------------------------------ nNTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 Page 1 VAC10024 .TXT DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .5 . 0 . 0 .5 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 60 7 . 67 6402 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 0 . 0 . 0 . 0 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 06 7 . 67 623 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 0 . 0 . 0 . 0 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 05 7 . 67 572 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 4 Page 2 VAC10024 .TXT DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 1 . 0 . 0 . 1 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 16 7 . 67 1742 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 2 . 0 . 0 .2 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 22 7 . 67 2293 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ------------------------------------------------------------------ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 . 0 . 0 .2 98 . 0 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT.) . 28 7 . 67 2917 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP Page 3 VAC10024 .TXT KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: Stop - Program terminated. Page 4 VAC10024 . IN 2 1 100 24 3 . 8 0 0 .4947 98 0 cbl c 0 0 .0482 98 0 cb2 c 0 0 . 0442 98 0 cb3 c 0 0 . 1346 98 0 cb16 c 0 0 . 1772 98 0 cb17 c 0 0 .2254 98 0 cb18 s 10 Page 1 KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION BACKWATER COMPUTER PROGRAM FOR PIPES SPECIFY TYPE OF PIPE-DATA INPUT: K - KEYBOARD F - FILE ENTER: NUMBER OF PIPES ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: Page 1 1 ) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE 2 ) ENTER: TW-ELEV ------------------------------------------------------------------------------- **INPUT PIPE DATA BEGINNING WITH DOWNSTREAM PIPE AND WORK BACK** ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0 .012 ) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0 . 024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 4911X 33" 1840 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47 " 30" 36"X 22 " 35"X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27 " 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ. 7 - CMAP/PROJ. 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS NO. 5) ENTER PIPE # 1 : LENGTH(ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR PIPE NO. 1 ENTER JUNC NO. 1 : OVERFLOW-ELEV, BEND-ANGLE(deg) , STRUC.DIA/WIDTH(ft) , Q-RATIO Page 2 ENTER PIPE # 2 : LENGTH(ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR_ PIPE NO. 2 ENTER JUNC NO. 2 : OVERFLOW-ELEV, BEND-ANGLE(deg) , STRUC.DIA/WIDTH(ft) , Q-RATIO ENTER PIPE # 3 : LENGTH( ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR PIPE NO. 3 ------------------------------------------------------------------------------- INFLOW CONDITIONS PIPE NO. 3 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2 ) 2 ) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM 3) ENTER: VELOCITY(fps) UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A ------------------------------------------------------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) PIPE NO. 1 : 64 LF - 24"PIPE @ . 50% OUTLET: 317 . 10 INLET: 317 . 42 INTYP: 8 JUNC NO. 1 : OVERFLOW-EL: 330 . 00 BEND: 0 DEG DIA/WIDTH: 6 . 0 Q-RATIO: . 78 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* .50 . 32 317 . 74 * . 009 . 25 .21 .50 .50 .25 ***** . 32 1 . 00 . 46 317 . 88 * .009 . 35 . 29 .50 .50 . 35 ***** .46 1 .50 .57 317 . 99 * .009 .43 . 35 .50 . 50 . 43 ***** .57 2 . 00 . 66 318 . 08 * . 009 . 50 . 40 .50 .50 . 50 ***** . 66 2 .50 . 75 318 . 17 * . 009 . 56 . 45 . 50 .50 . 56 ***** . 75 3 . 00 . 83 318 . 25 * . 009 . 61 .49 . 50 .50 . 61 ***** . 83 Page 3 3 . 50 . 90 318 . 32 * . 009 . 66 . 53 .50 . 53 . 66 ***** . 90 4 . 00 . 97 318 . 39 * . 009 . 71 . 57 . 50 . 57 . 71 ***** . 97 4 . 50 1 . 04 318 . 46 * . 009 . 75 . 60 .50 . 60 . 75 ***** 1 . 04 5 . 00 1 . 10 318 . 52 * . 009 . 79 . 64 . 50 . 64 . 79 ***** 1 . 10 PIPE NO. 2 : 123 LF - 24"PIPE @ . 50% OUTLET: 317 .52 INLET: 318 . 14 INTYP : 8 JUNC NO. 2 : OVERFLOW-EL: 330 . 00 BEND: 25 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 1 . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* . 28 . 24 318 . 38 * . 009 . 19 . 16 . 22 . 22 . 19 ***** . 24 . 56 . 34 318 . 48 * . 009 . 26 . 22 . 36 . 36 . 26 ***** . 34 . 84 . 42 318 . 56 * . 009 . 32 . 27 . 47 . 47 . 32 ***** . 42 1 . 12 . 49 318 . 63 * . 009 . 37 . 30 . 56 . 56 . 37 ***** . 49 1 . 40 . 55 318 . 69 * . 009 . 41 . 34 . 65 . 65 . 41 ***** . 55 1 . 68 . 61 318 . 75 * . 009 . 45 . 37 . 73 . 73 . 45 ***** . 61 1 . 96 . 66 318 . 80 * . 009 . 49 . 40 . 80 . 80 . 49 ***** . 66 2 .24 . 71 318 . 85 * . 009 . 53 . 43 . 87 . 87 . 53 ***** . 71 2 . 52 . 75 318 . 89 * . 009 . 56 . 45 . 94 . 94 . 56 ***** . 75 2 . 80 . 80 318 . 94 * . 009 . 59 . 47 1 . 00 1 . 00 . 59 ***** . 80 PIPE NO. 3 : 199 LF - 24"PIPE @ . 50% OUTLET: 318 . 24 INLET: 319 . 24 INTYP: 8 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* . 14 . 13 319 . 37 * . 009 . 13 . 12 . 14 . 14 . 13 ***** . 12 . 28 . 19 319 . 43 * . 009 . 19 . 16 . 24 . 24 . 19 ***** . 16 . 42 . 23 319 . 47 * . 009 . 23 . 19 . 32 . 32 . 23 ***** . 19 . 56 . 26 319 . 50 * . 009 . 26 . 22 . 39 . 39 . 26 ***** . 22 . 70 . 29 319 . 53 * . 009 . 29 . 24 . 45 . 45 . 29 ***** . 24 . 84 . 32 319 . 56 * . 009 . 32 . 27 . 51 . 51 . 32 ***** . 27 . 98 . 35 319 . 59 * . 009 . 35 . 29 . 56 . 56 . 35 ***** . 29 1 . 12 . 37 319 . 61 * . 009 . 37 . 30 . 61 . 61 . 37 ***** . 30 1 . 26 . 39 319 . 63 * . 009 . 39 . 32 . 65 . 65 . 39 ***** . 32 Page 4 1 . 40 . 41 319 . 65 * . 009 . 41 . 34 . 70 . 70 . 41 ***** . 34 SPECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION Stop - Program terminated. Page 5 K 3 s 317 . 6 64, 24, 8, 317 . 1, 317 . 42, 8 . 009 330 . 0, 0, 6, . 783 123, 24, 8, 317 . 52, 318 . 14, 8 . 009 330 . 0, 25, 4, 1 199, 24, 8, 318 .24, 319 . 24, 8 . 009 330 . 0, 0 s 5 . 3 0,5, . 5, 1 s 7 Page 1 v aaVu • laal KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4 .20 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION BACKWATER COMPUTER PROGRAM FOR PIPES SPECIFY TYPE OF PIPE-DATA INPUT: K - KEYBOARD F - FILE ENTER: NUMBER OF PIPES ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE 2 ) ENTER: TW-ELEV ------------------------------------------------------------------------------- Page 1 v aa ..0 11 c. • 1a11 _ **INPUT PIPE DATA BEGINNING WITH DOWNSTREAM PIPE AND WORK BACK** ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0 . 012 ) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0 . 024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 = ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 181IX 11" 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57 "X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 2911X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57 " INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ. 7 - CMAP/PROJ. 10 - OTHER ( SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS NO. 5 ) ENTER PIPE # 1 : LENGTH(ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR PIPE NO. 1 ENTER JUNC NO. 1 : OVERFLOW-ELEV, BEND-ANGLE(deg) , STRUC.DIA/WIDTH(ft) , Q-RATIO ENTER PIPE # 2 : LENGTH(ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR PIPE NO. 2 ENTER JUNC NO. 2 : OVERFLOW-ELEV, BEND-ANGLE(deg) , STRUC.DIA/WIDTH(ft) , Q-RATIO ENTER PIPE # 3 : LENGTH(ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR PIPE NO. 3 ENTER JUNC NO. 3 : OVERFLOW-ELEV, BEND-ANGLE(deg) , STRUC.DIA/WIDTH(ft) , Q-RATIO Page 2 ENTER PIPE # 4 : LENGTH( ft) , DIA(in) , PIPE-TYPE, OUTLET-IE, INLET-IE, INLET-TYPE ENTER N-VALUE FOR PIPE NO. 4 ------------------------------- INFLOW CONDITIONS PIPE NO. 4 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2 ) 2 ) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM 3) ENTER: VELOCITY(fps ) UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A --------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3 ) PIPE NO. 1 : 64 LF - 24"PIPE @ .50% OUTLET: 317 . 10 INLET: 317 . 42 INTYP: 8 JUNC NO. 1 : OVERFLOW-EL: 330 . 00 BEND: 90 DEG DIA/WIDTH: 6 . 0 Q-RATIO: . 78 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* . 50 . 32 317 . 74 * . 009 . 25 .21 . 50 . 50 . 25 ***** , 32 1 .00 .47 317 . 89 * . 009 . 35 .29 . 50 . 50 . 35 ***** 1 .50 . 58 318 . 00 * . 009 47 . 43 . 35 . 50 .50 .43 ***** .47 2 . 00 . 69 318 . 11 * . 009 .50 .40 . 50 .50 .50 ***** , 69 2 .50 . 79 318 . 21 * . .58 009 .56 .45 . 50 .50 .56 ***** , 79 3 . 0 . 318 . 3 * . 009 . 61 . 49 . 50 . 50 . 61 ***** . 88 3 .50 . 97 318 . 39 * . 009 . 66 .53 . 50 . 53 . 66 ***** . 97 4 . 00 1 . 07 318 . 49 * . 009 . 71 . 57 . 50 . 57 . 71 ***** 1 . 07 4 . 50 1 . 16 318 . 58 * . 009 . 75 . 60 .50 . 60 . 75 ***** 1 . 16 5 . 00 1 .25 318 . 67 * . 009 . 79 . 64 . 50 . 64 . 79 ***** 1 . 25 PIPE NO. 2 : 114 LF - 12"PIPE @ 1 . 00% OUTLET: 322 . 86 INLET: 324 . 00 INTYP: 8 JUNC NO. 2 : OVERFLOW-EL: 328 . 00 BEND: 90 DEG DIA/WIDTH: 2 . 0 Q-RATIO: . 34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* . 28 .29 324 . 29 * . 009 . 22 . 16 . 00 . 16 . 22 ***** . 29 Page 3 . bb . 43 324 . 43 * . oug . 32 . 23 . 00 . 23 . 32 ***** . 43 . 84 .54 324 . 54 * . 009 . 39 . 28 . 00 . 28 . 39 ***** . 54 1 . 12 . 64 324 . 64 * . 009 . 45 . 32 . 00 . 32 . 45 ***** . 64 1 . 40 . 74 324 . 74 * . 009 . 51 . 36 . 00 . 36 .51 ***** . 74 1 . 68 . 84 324 . 84 * . 009 . 56 . 40 . 00 .40 . 56 ***** . 84 1 . 96 . 94 324 . 94 * . 009 . 60 . 43 . 00 .43 . 60 ***** . 94 2 . 24 1 . 03 325 . 03 * . 009 . 65 . 47 . 00 .47 . 65 ***** 1 . 03 2 .52 1 . 13 325 . 13 * . 009 . 69 . 50 . 00 . 50 . 69 ***** 1 . 13 2 . 80 1 . 26 325 . 26 * . 009 . 72 .53 . 00 .53 . 72 ***** 1 . 26 PIPE NO. 3 : 164 LF - 12"PIPE @ . 55% OUTLET: 324 . 10 INLET: 325 . 00 INTYP: 8 JUNC NO. 3 : OVERFLOW-EL: 329 . 00 BEND: 55 DEG DIA/WIDTH: 2 . 0 Q-RATIO: . 76 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* .21 .25 325 . 25 * . 009 . 19 . 16 . 19 . 19 . 19 ***** . 25 . 42 . 36 325 . 36 * . 009 . 27 .23 . 33 . 33 . 27 ***** . 36 . 63 . 46 325 . 46 * . 009 . 33 . 28 . 44 . 44 . 33 ***** . 46 . 84 . 54 325 . 54 * . 009 . 39 . 32 .54 . 54 . 39 ***** . 54 1 . 05 . 61 325 . 61 * . 009 . 43 . 36 . 64 . 64 . 43 ***** . 61 1 . 25 . 69 325 . 69 * . 009 .48 .40 . 74 . 74 . 48 ***** . 69 1 .46 . 76 325 . 76 * . 009 . 52 . 43 . 84 . 84 . 52 ***** . 76 1 . 67 . 83 325 . 83 * . 009 . 55 . 47 . 93 . 93 .55 ***** . 83 1 . 88 . 90 325 . 90 * . 009 . 59 . 50 1 . 03 1 . 03 .59 ***** . 90 2 . 09 . 97 325 . 97 * . 009 . 62 . 53 1 . 16 1 . 16 . 62 ***** . 97 PIPE NO. 4 : 90 LF - 12"PIPE @ .44% OUTLET: 325 . 10 INLET: 325 .50 INTYP: 8 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* . 12 . 15 325 . 65 * . 009 . 15 . 13 . 15 . 15 . 15 ***** . 13 . 24 . 21 325 . 71 * . 009 . 21 . 18 .26 . 26 . 21 ***** . 18 . 36 . 25 325 . 75 * . 009 . 25 . 22 . 36 . 36 . 25 ***** . 22 . 48 . 29 325 . 79 * . 009 . 29 . 26 . 44 . 44 . 29 ***** . 26 . 59 . 33 325 . 83 * . 009 . 33 .29 .51 . 51 . 33 ***** . 29 . 71 . 36 325 . 86 * . 009 . 36 . 31 .59 .59 . 36 ***** . 31 . 83 . 39 325 . 89 * . 009 . 39 . 34 . 66 . 66 . 39 ***** . 34 . 95 . 41 325 . 91 * . 009 . 41 . 36 . 73 . 73 . 41 ***** . 36 1 . 07 .44 325 . 94 * . 009 . 44 . 39 . 80 . 80 . 44 ***** . 39 1 . 19 . 49 325 . 99 * . 009 . 46 . 41 . 87 . 87 . 49 .28 . 41 Page 4 SPECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION Stop - Program terminated. Page 5 K 4 s 317 . 6 64, 24, 8, 317 . 10, 317 . 42 , 8 . 009 330 . 0, 155, 6, . 783 114, 12, 8, 322 . 86, 324 . 00, 8 . 009 328 . 0, 90, 2, . 341 164, 12, 8, 324 . 1, 325 . 0, 8 . 009 329 . 0, 55, 2, . 760 90, 12, 8, 325 . 1, 325 .5, 8 . 009 332 . 0, 0 s 5 . 3 0, 5, . 5, 1 s 7 Page 1 KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT APPENDIX D: BIOFILTRATION AND OPEN CHANNEL SWALE CALCULATIONS King County Project V- TD n1 hM,d<< Comp Chk Rev Public Works Date Date Date Page of Pages 12�I C�w A L E D-E Is (_3 Ni v _ I, ✓lI a. 2,: S V, Q = VA 0.02-+ QZ = s. �y C,+ s . d =0. Z5fi' s= 0.9 .1 F DIZ TF-APAZ o DNS b ' (fix n Y 8 1, , 1 b 1 1.148(o x (o.Z5 ) 0.15 z - 2(0 2,5 = `I . 1316 O .015 b = Io CHOCK- F Oz V ELO L lT`( b= I p A= bY +- Z-YZ = IDLo. 25) +- z( o. z5) Z = 2 .& 2.T V 4 Z. r49 > I ,5 no 2.1025 h= l� ' A = I(o ( o.zS) -t- Z L0 .Z,5 4 . 12.5 K.0 Enpr.Worksheel I I Pnnled on RECYCLED paper King County Project McIEWDN her l�a� Comp Chk Rev Public Works Date Date Date Page Z of Pages CH I:Gr- P CV- Gv NY EY I-r( Q = VA Qloo = 12. (o -I A = bY + 7-Y Z A = I(P ( Y ) + ZY2 IZ. (o—+ = S Ic,Y + zy.2 1loY + 2. y i Q US INS QvA, {7�c�C. e-20L_v Q t=0,z YM —b Z�L 4 -2— (-2.5 3 `{ ) _ o. & z c. = o ►sto zC�2—) Ymin - b. I Sf0 1/- 1 . Z S w� 0.Z15 t I F 130 A,t2-0 CorJV6Y�NGC AND �Art�Nc-I-ry I L L 1 r FI't"P� = t�• O 25 K.C.Enpr.Worloneel I1 Pnnled on RECYCLED paper King County Project a usl ►J J-ml-A P- �-,rr p n c-,0, PR-D Comp Chk Rev Public Works Date Date Date Page of I Pages OPEN CHANN4;L S WL4 LE (A ) ( P- n Q = 12.1U for IDD yr - Zq hr swr M n = D. o z�- 2 2 Lr D l LF J 1-4z � = 771 (vD King County Project Q!7JT?1 N g-►.:i P. Comp i, Chk Rev Public Works Date Date Date Page of I Pages OPEN CHANNEL S1NQ L1✓ rl Q ' 12.7 Lo �cr 100 yr — 24 hr S n-r R = O.1:4- 0 Z�- i i tro b = 12.11, ( 0 .0L-4 — L LIO 5 = 4 —H� = D•05`1 cam°% (v 0 I KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT APPENDIX E: SAND FILTER CALCULATIONS r r[u1 i Ku oW('1-1111 n�.u�. i u 206 296 E19B 1994.02-28 11:29AM #640 P.01/e: Post-it"brand fax transmittal memo 7ti/1 I*or pago$ . N1\\\\\ \�Kin County r. - from , \Su�ace Water Management t� c S Eve one lives dounstream Dept. ) Phone e _ 19 , Engineering &Environmental Smlcos �18X 0 2� _ a:r _ ot. Pegos � 2 � o A CONCEPTUAL DESIGN FOR A SAND FILTER SITE: King County Public Works Renton Facilltles DATE: February 24, 1994 [2ESIGN ASSUMPTIONS; Water Quality Design storm = 1/3 of 2-year 24-hour storm = 113 X 5.12 cfs = 1 .711 cfs (flow information provided by Joane Koasi) Design water depth 6" above the ground level + 1' free-board lHydraulic conductivity = 0.04 cm/sec for the composite filter media SAND FILTER DIMENSIONS ANDSPECIFICATIONS; Minimum Surface Area Required For the Sand Filter - 3,946 sq.ft. use 4,000 sq.ft. Select a 50'X 80' sand filter or other suitable rectangular size. In order to maximize the efficiency of the sand filter, the inflow should distributed evenly on the sand filter. Exact location of the sand filter will be located after a site Inspection. Installation of the sand filter downstream of the biofiltration swale Is recommended. Plan and X-section of the sand filter : Enclosed Specifications for sand, gravel, and geo-textile : Enclosed Inspection and maintenance schedule : Enclosed 3 Flow above the water quality design storm should be by-passed around the sand filter. SWM.EngWorkSheal 4122193 I � z to to C o! Qdr� r?iifNN7 r i a /'.,:i...1"� ----�C-;:c_r. iaJ '•.:L._—�. /_=_,�,li 1��' G=�/ Liii L•�i/ / 1 I �r Am, 141 al ' ' � l —• �..g1 -��yL� 3�c � � rrrL� Gov 3iY�� 13if'y z'I�fr �� r't��- �14Y�d rl m o I 0 �l r ,\ \King County Su Hce Water -.GONGE.P_..ZLh L .�.1.M1.. J:'OX�i Prr of act. k L-N"i nAJ \ ,SAND l- iLTE -..._. . F' \C� Ll 7-lE-S- Manegement l: \� ,„•Dwyone lives dolonoream Comp_... Chk---J'?— Rev Engineering & Environmental Services mate...1- ZO-4— Date--__. Date Page of Page • ice ,` '' ti �� blo•S kIAL 1. A -,s ��P YAK, �•�N�e�l �� / �YPa�lCr DAr _ f�er�DYa �C'c]� pVC. /-; C,S PMII (IOIC-11cs ofct'% el,11; f Cj raS'S CNrs � O-VA Slope G'�-oi e x•l-'A, ~� PVC PerforcA l TV . Q o o: O ... i• i �AlT5) SWM-Eng%`ork9hoet 4/22A3 ---- ----- SIBS ISS4.e2-2a 11:S2P`l #541 PHYSICAL PROPERTIES FOR GEOTEXTILE GOT�XTILE PpPERTY'-�- L>ALUE' :TEST;METHOD ,- GRAB STRENGTH (Ibs) 75 min ASTM-D-4632 PUNCTURE STRENGTH (lbs) 60 min ASTM-D-4833 BURST STRENGTH (psi) 130 min ASTM-D-3786 TRAPEZOID TEAR (Ibs) 25 min ASTM-D-4533 PERMITIVITY (gpm/ft2) 100 min ASTM-D-4491 PERMEABILITY (cm/sec) 0.2 min ASTM-D-4491 AOS (SIEVE SIZE) #60 - #70 ASTM-D-4751 ULTRAVIOLET RESISTANCE 70% OR GREATER ASTM-D-4355 1. Acceptance of geotextile material shall be based on ASTM D-4759. 2. Contracting agency will require a letter from the supplier certifying that the geotextile meets specification requirements. 3. Minimum values should be in weaker principal direction. All numerical values represent minimum average roll value (i.e. test results from any sampled lot shall meet or exceed the minimum values in the table). Stated values are for non-critical and non-severe applications. ,SAND GRADATION REQUIREMENTS SIEVE PERCENT PASSING ----------------------------------------------------------------------------------------------------------------- US No.4 100% US No.10 90 - 100% US No,40 50 - 70% US No.100 0 - 10°/ US No.200 2% or less WASHED GRAVEL GRADATION HEQUIREMEMU SIEVE SIZE PERCENT PASSING -------------------------------------------—----------___-------------...................................... 1-112" 100°/ 1-1/4" 95 100% 3/4" 40 - 70% 3/8" 5 - 20% U.S. No. 4 less than 2% ------------------------------------------------------------------------------------------------------------------ DRAFT INSPECTION AND MAINTENANCE The sand filters are subject to clogging by sediment, oil and grease, and other debris. The sand filters should be inspected at least once every three months for the first one year. Based on the Inspection findings, the frequency of Inspection may be reduced to once every six months. During an Inspection the following minimum features of a sand filter should be monitored: o Accumulation of debris, grit, oil & grease, and other debris on top of the filter and In the pre-treatment BMP. o Clogging of the sand filter. in the event of clogging, water will flow through the over-flow pipe and draw-down of water will take longer than the designed draw-down time. Frequent flow through the over-flow structure Indicates clogging of sand filter or the drainage pipe. o Wears and tears on the geotextile fabric. o Erosion of the sand filter. o ' Flow channelization on the sand filter Indicates Improper function of the flow spreader. Check for accumulation of debris on the flow spreader. o Clean-out pipes should be checked to ensure proper drainage through the perforated pipes. o . o Frequency of flow through the overflow pipe. If the surface water runoff (during the storms that are smaller than the designed storm) flow through the overflow pipe than that could Indicate clogged sand filter bed or design error. o Inlet and outlet pipes should be checked for proper drainage. The sand filters should be maintained as needed. The following is a minimum maintenance schedule- 0 Remove the deposited sediment when the accumulation exceeds six inches In the pre-treatment settling basin. o Remove deposited sediment and debris from the sand filter when accumulation exceeds 1/2 Inch. Fora sub-surface filter, removal of sediment may performed by replacing the old geotextile fabric with new a geotextile fabric of the same specifications. 7 �--• —i�.a a�u�. TO s 20S 295 6198 1994.02-28 11:Z3PM h841 P DRAM o Dispose of the deposited sediments according to the regulations of the State of Washington and the Seattle King County Health Department. o Replace the top layer of the geotextile fabric with a new geotextile fabric when the wears and tears have occurred or significantly clogged with derbies or other pollutants. o Clean the drainage pipes as needed In the event of poor drainage. o Remove debris including fallen leaves, trash, and other debris from the surface sand filters at a minimum of once every six months or as needed. o Avoid use of fertilizers or any other chemicals on the bottom or the sides of a landscape sand filter. o Do not drive heavy machinery or equipments on a sand filter to avoid damaging sub-surface drainage pipes. o Mow grass as needed, and remove the cut grass from the sand filter. o Discourage access for pets and other animals by installing and maintaining fence, signs, plantings, or other effective measures as appropriate. o Replace the top 6" to 12" of sand layer from the top of a sub-surface sand filter at least once every two years or as needed. 8 KING COUNTY TEMPORARY MATERIAL STORAGE PAD DRAINAGE REPORT APPENDIX F: INFILTRATION POND CALCULATIONS King County Project OpKA r LA rvI OComp Chk Rev Public Works Date ii z4 1,14 Date Date Page I of Z Pages I Nf--I L--T94c-n O N P Oe�J L) 100 y r in�i►+-rnHD Is h(1��tGl o�� Di I I't✓nv✓+ Ir1 O�GtDt2 Orr (pry, e2WM t7�� .'I- PJ c_ q .5.4. - I i_= ?7.1- in/m�rlA - 1. 85 In/rv►irl . 1,g5 1h _ IhcAes Ql = I A /-720 = I.Bs ( a� /-77-0 = tZ . co 4 A, = I-2.1o4 L1'Lo) I.S 5 CiHEGK Vol uvlrz- I.00 Yr 'Z4-4 4- rti'1 P o n10 -a ¢c u T N i�5) 13vo0 s��1�r ) I� O q 0-110 �+ 3 �./ l • bIOur ' I.85 i,'1/min (5oD0 f�Z) (2q hrs ) �12�n 1 ( (-M 10`1 1 = I, I1D� 01) 0 + t3 41> V T ' Irl .'. Yi�rlr'1 dGPf'Vl = l� �D12 F�E�l�oc� IZp . TIN y I'l. y�o,�a< o►J n,orro rit . IDD DIt..c,a.4c,l_)� = l � 4- I� F w-oe .IL r Z K.C.Engr Worksheel I I Pled on RECYCLED Daper King County Project Comp lit- Chk Rev Public Works Date 1 z4 1,14 Date Date Page I Of----I Pages I►.i I L"f IZ4cT(O iJ P c*4 D IOD y Q Pa, in�� l+-rn�Dn r�tfL b�<�r�l ors ��oi I r�par+ I h.( - L- = IriA = I . gS I►l/w►irt . A, _ ►z.to4 (.�zo) 4,�1f �. 351 >Lt � = s000 I.sS CNeGK Vol I, 4MA uvl avr DV6i2 Z g }-! r✓S %ors I.00 Yr -Z4 rnq `dol.�12.(04 Ft3�sc� ( 24 u IZS ) ( 3voa l Ft ( 1, IID) ooD + t3 4DVT ' In '. mn'1 d�prh = I' Fort F�ECI�DL�IZ(� . ItA t-9 IV. el,&o1,F Ohl r-1jDrrp r/j . �I (Ipp 4- Z' M I J . K.0 Engr Workshew I I Named on RECYCLED paper ❑ FAX kTRANSHITTAL TO L LE M OUY N N DATE ^�CV DDRE55 OSS oUt� G1 QN G oh V 0SS PT NAME KI96 COUNT( 19 Qi E r.C-) PROJECT NO. PHONE/FAX TIME NUMBER OF PAGES INCLUDING COVER DESCRIPTION AND NUMBER OF COPIES RNNAa -IEPQRT- K .G . TEMP- MTEkirl L _,5TORA64 10AP peed 61 City - TAMP. TRh I FA_ __DPA1n-gam_ CI LG.S - Aec.'d-- 6 6 I D-tq Seattle ❑ RETURNED FOR CORRECTIONS ❑ FOR APPROVAL ❑ FOR YOUR USE 1601 SECOND AVE: RETURN E IV ❑ FOR REVIEW/COMMENT AS REQUESTED ❑ OTHER SUITE 1000 SEATTLE,WA 98101 /�c C C P:206/441-1855 fR E M A R K S pUF-W ThANl5 rok T�.'�7E_ USE OF THESE F:206/448-7167 J 1 - poGUM ANTS. ❑ Portland NoTr THAT /� THE CALLS Z THE END of THE REPORT . RE 204SW FIRST AVE. DA5 p %1 AN INFILTRflTroN flAT,- pr ]it Ihc4es PORTLAND,OR 97204 PRETTY RAPID lNFILTRATtoN WE. - SEE P05T- IT� P:503/248-6727 F:503/248-6742 C: SIGNED If enclosures are not as noted, kindly notify us at once. SYMON DS