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HomeMy WebLinkAboutSWP272053 CONCEPTUAL STORM DRAINAGE ANALYSIS AND TECHNICAL INFORMATION REPORT for LUX CORPORATION OFFICE/WAREHOUSE FACILITY at SW 16TH STREET & MAPLE AVE SW RENTON, WASHINGTON fcr: ALFRED CROONQUIST ARCHITECTS ONE UNION SQUARE BLDG, SUITE 3404 SEATTLE, WASHINGTON 98101 JUNE, 1991 REVISE SEPTEMBER, 1991 by RYKELS ENGINEERING GROUP, INC P.O. BOX 133 KENT, 631-6598 _ 7- 2 a 206-631-6598 ,� Z EW J. y � s • •A CFTY OF�s rBUILDING EOF RI�l E Sri a •�, AL a�e 1-1 1992 `••...• lIG✓ �e. 3 ��D DIVlStON lD r l � • I . PROJECT OVERVIEW This report has been prepared to address the general requirements of the content list for drainage plan submittal for the City of Renton. The proposed project involves the development of an approximately 1 .84 acre industrial site that is to be graded and filled as required to level the property for the construction of a 36,400 square foot concrete tilt-up office and warehouse facility in Renton, Washington. The site will be fully developed to City of Renton standards, including landscaping, and storm drainage detention/biofiltration. The subject property is presently utilized as a topsoil production and sales operation. There are several large stockpiles of topsoil on the site as well as a screening and processing area. The stockpiles of topsoil are piled as high as 50 feet during the winter, and is gradually sold and removed during the spring and summer. This topsoil business will be removed when development of the site begins. IT PRELIMINARY CONDITIONS SUMMARY At this point there are no specific site development conditions that have been imposed on this project application. A. Drainage Basin and Site Characteristics - The City of Renton has indicated that the storm drainage system in this vicinity is generally inadequate, and more restrictive detention requirements may be imposed on this project. The subject property is surrounded by existing City and State roadways. There are no offsite flows that pass through the property. An existing ditch is located along the boundary with I-405 , this swale flows easterly along the north property line. There is an existing storm drainage system located in Maple Ave, to the east of the site. Drainage in Lind Ave (to the west) is controlled by curb and gutter and does not impact this property. B. Soils - The subject property was reported to have been filled and leveled approximately 20 years ago to facilitate the topsoil operation. The thickness of fill and regrading was to a depth approximately 2 feet thick. A detailed soils analysis and geotechnical engineering report was prepared for this site for the building construction. This fill material is generally classified as a silty sands and gravels, typical class "B" pit run type material. III . OFF-SITE ANALYSIS There is no off-site stormwater that is known to be discharged onto the subject property, from adjacent offsite properties. The existing course for stormwater runoff from the site is to an existing storm drainage system installed in Maple Ave SW. This existing drainage system collects runoff from the existing developments along Maple Ave, north of SW 16th St, via an 8-inch dia drain line. The existing 8" storm drain in Maple Ave flows northerly to a recently installed catch basin located adjacent to the I-405 ROW, where it is intercepted by a new 12" storm drain pipe installed to carry this drainage westerly to the existing 24-inch culvert crossing of SR-405. Once along the north side of SR 405, this existing drainage course is westerly under Lind Ave via a 30-inch culvert, then southerly back under I-405 to a open ditch that flows westerly for approximately 1/2 mile to outlet into Springbrook Creek. Attached to this analysis is a schematic diagram of the downstream drainage system based upon information obtained from the WSDOT Project Engineer's Office. The capacity of each segment of the system is shown on this sketch. It was reported by the City that the 8-inch outlet from Maple Street had been blocked by the State, and was causing flooding along the Street. Conversations with the City Drainage Engineer indicated that this problem has be alleviated by the 12-inch outfall and the cleaning of the City system. There are no other known problems with capacity or course of the downstream system from this site to Springbrook Creek. IV. RETENTIONLDETENTION ANALYSIS AND DESIGN Per City requirements, the SBUH method was used to compare the estimated 2 , 10 and 100 year-24hr runoff from the lot for "pre" and "post" development conditions due to the development of the site. Copies of these hydrographs and the input data is attached to this report. A analysis of the detention system and hydrograph routing shows that approximately 3 , 100 cf of detention is required, for controled release. It is proposed to provide this storage in parallel underground tanks (arch CMP) located in the parking lot. V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The R/D system will utilize underground storage tanks with catchbasins for access. The conveyance system shall include storm drain piping and open grass-lined ditches for biofiltration. Surface water from the parking and maneuvering areas will drain across the pavement to drain to the bioswale through notches or cuts in the extruded curb. The roof drainage will be tightlined directly to the detention system. The appendix to this report includes design calculations for the bio-swales and the adjustments to the swale widths to compensate for the length. A schematic drawing is included the shows the proposed storm drainage collection , biofiltration and detention system configuration. VI . SPECIAL REPORTS AND STUDIES No special reports or studies were prepared for this application. VII BASIN AND COMMUNITY PLANNING AREAS The proposed project is located within the industrial district of the City of Renton, and the proposed use is consistent with appropriate land use codes. VIII . OTHER PERMITS A City of Renton building permit is required for the development of the subject site, this permit will require City approval of the site plan, landscaping plan, drainage and utility plans as part of the permit process. No outside permits or approvals are known to be required for this project. IX EROSION/SEDIMENTATION CONTROL DESIGN A erosion sedimentation control plan has been prepared to show the ESC measures that are required to control the runoff from the site during construction. These measures will be implemented during construction until the final site drainage improvements are installed. X. BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACILITY SUMMARY SHEET AND SCHEMATIC AND DECLARATION OF COVENANT The R/D facility and storm drainage facilities required for this project will be bonded in accordance with the City of Renton requirements. XI MAINTENANCE AND OPERATIONS MANUAL The storm drainage control and biofiltration facilities proposed for this project will require normal cleaning and routine maintenance. No special instructions are required. APPENDIX A TIR WORKSHEET CITY OF RENTON Page 1 of 2 King County Uuliding and Land Dovelop►nen( Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 2 PROJECT LOCATION PART I PROJECT OWNER AND PROJECT ENGINEER D DESCRIPTION /fir.<y (rLC v. / L.i/'�•rt ') v . /a Project Name ProjectOwner CrF • . r�,t�- / ..,.,•�.�/,�..•�.�. Address Py'- Li°"- /s,Ie 5 "7 Location Township Phone E' z ` Range Project Engineer y^� '� Section /`/ Company 1 Lit c="` ��. C� Project Size AC Address Phone -3 Upstream Drainage Basin Size AC • • PART 4 OTHER Subdivision 0 DOF/G HPA Shoreline Management [] Short Subdivision = COE 404 0 Rockery Grading 0 DOE Dam Safety Structural Vaults F�j Commercial [-1 FEMA Floodplain n Other (� Other ___ _ _ [ ] COE Wetlands HPA PART 5 SITE COMMUNITY . . - Community - c• �L Drainage Basin PART 6 SITE CHARACTERISTICS River Floodplain CJ Stream 0 Wetlands Critical Stream Reach 0 Seeps/Springs 0 Depress io ns/Swales High Groundwater Table Lake — Groundwater Recharge Steep Slopes ------ 0 Other — Lakeside/Erosion Hazard SOILSPART 7* Soil Type Slopes Erosion Potential Erosive Velocities 0 Additional Sheets Attatched 1/90 0 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET DEVELOPMENTPART 8 REFERENCE LIMITATION/SITE CONSTRAINT © Ch.4-Downstream Analysis X- �Y✓� 0 � c a Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION .FOLLOWING CONSTRUCTION Sedimentation Facilities Q Stabilize Exposed Surface Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities Perimeter Runoff Control [�"Clean and Remove All Silt and Debris Clearing and Grading Restrictions U Ensure Operation of Permanent Facilities Cover Practices 0 Flag Limits of NGPES LZl Construction Sequence Other Other PART i SURFACE WATER SYSTEM 12 , Grass Lined Channel Tank = Infiltration Method of Analysis [� Pipe System 0 Vault = Depression ri Open Channel Energy Dissapator 0 Flow Dispersal Compensation/Mitigation n Dry Pond —1 Wetland n Waiver of Eliminated Site Storage (� Wet Pond Stream n Regional Detention - Brief Description of System Operation Facility Related Site Limitations Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) Drainage Easement n Cast in Place Vault F 1 Other n Access Easement 0 Retaining Wall Native Growth Protection Easement = Rockery>4'High 0 Tract = Structural on Steep Slope /VON Other PART14 SIGNATURE OF PROFESSIONAL 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. APPENDIX B HYDRAULIC ANALYSIS JOB _ THE RYKLES ENGINEERING GROUP, INC. SHEET NO. 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OF 28301 183rd Avenue SE KENT, WASHINGTON 98042 CALCULATED BY DATE (206) 631-6598 CHECKED BY DATE FAX (206) 631.2920 SCALE ._...._..............,.............,..............,.......... ...... _ ._..... ..... ..... .............„..............,.............,.._.. ..... .... ...... . ......... ._. ................. ..................__j r E'L O .... ..... ... ..... ....... .... ...... ...... 1,4 > o .,i ............................... r t .............z.............:.............:,..?.... ...................... s-.......,......'.. ::...................4.............. ..... .... ro t : p-. .. .............>...................................................,...._.................................�..'W'�......... .* e t _ ' i i i i • i .. ... ..... ..... ...... ..... ...... ...... ..... ..... ....... _...........�............... ............; ��" reds,:.........._.:........... `�'............:...:......._{1..._........._...._.. ....... �' .. .. :� LD /"1 s................................. ..... ..... ..... ..... 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----------------------- I I I I I I I I I I I I I I I I I I I I (CFS) I I I I I I I I I I I I I I I I I I 3 I I . 80 +-----------+-----------+-----------+--------- -+ ----------+----------- I I I I I I I I Qro w I I I I I t I I T I I I I I I I I I I I I I I I "I I I . 40 +-----------+---- -+----- -- -+----h-- ---* *------- I I I I I I I I ** @ # I I I @ I I I I** X I I I * I I I I . 00 X -----------+-----------+-----------+-----------+----------- . 00 2 . 00 4 . 00 6 . 00 8. 00 10 . 00 12 TIME (HRS) �xi�r ..Iy Concp,T �,� HYDROGRAPH PLOT * = D: \,HYD\,L2E.HYD # = D: \HYD\LlOE.HYD @ = D: \,HYD\L100E.HYD 2 . 00 +-----------+-----------+-----------+-----------+-----------+----------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 . 60 +-----------+-----------+-----------+-----------+-----------+----------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 . 20 +-----------+-----------+-----------+-----------+-----------+----------- I I I I I I I I I I I I I I I I I I Q I I I I I I I I I I @I I (CFS) I I I I I I I I I I @ I I I I I I I I I I I @ I I . 80 +-----------+-----------+-----------+-----------+@----------+----------- I I I I I I I I I I I I I I I I I@ I I I I I #I I I I I I I @ I I I I I @ # I I I I I # I# @ I I I I I I I I I I I I # @ I . 40 +-----------+-----------+-----------+-------@---+-----(a-----+----------- I I I I @ I ## @@@ I I I I I @ # ** @@(a(a(a(a@@ I I I I @ I # I @@@@@@ I I I I @ # * I** ### I I I I @@@@ ## I ** ############### I I I @@@@I ## * I ** I I I I@@@ ###I *** I I . 00 XXXXXXXXXXXXXXXXXXXXXXXXXXX********—+-----------+-----------+----------- . 00 2 . 00 4 . 00 6 . 00 8 . 00 10 . 00 12 TIME (HRS) HYDROGRAPH PLOT * = D: \HYD\L2D.HYD # = D:\,HYD\L10D.HYD @ = D: \,HYD\L100D.HYD 2 .00 +-----------+-----------+-----------+-----------+-----------+----------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I yrbG �=r I I I I I I,6 1 C-( SI 1 . 60 +-----------+-----------+-----------+---------- +-----------+----------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 . 20 +-----------+-----------+-----------+-------- +-----------+----------- I I I I I I I Q I I I I I I I I I I (CFS) I I I I I I I I I I . 30 I I I I I +-----------+------- -------_S.--I----------- I I I I I I I I I I I I I # I I I I I I I I I I I I I I I I I I I I I I I I *# I I I I I # I I I I I I * I I . 40 +-----------+-----------+-----------+-- @--#----+-##- -----+----------- I I I @ @ ## I* #@@ . @@ I I I * I I @ I I I I # I * # I I I I ##### ** I * ########### I I @ ###### I ** I ** I ####### I I @ I @ ##### I ******** I I I I #### ******** I I I I ##X******* I I I I . 00 XX X****-+-----------+-----------+-----------+-----------+----------- . 00 2 . 00 4 . 00 6 . 00 8 . 00 10 . 00 12 TIME (HRS) N R/D FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY: 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED 2 ENTER: TANK DIAMETER (ft) , EFFECTIVE STORAGE DEPTH (ft) 3 .17 — D = 38 38 oge-e-A E 3 . 17 ENTER [d: ] [path]filename[ .ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: D:\HYD\LUX\L10D.HYD PRIMARY DESIGN INFLOW PEAK = 1. 14 CFS ENTER PRIMARY DESIGN RELEASE RATE(cfs) : . 66 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE ( 5 MAXIMUM) : 2 ENTER [d: ] [path]filename[ .ext] OF HYDROGRAPH 1 : D:\HYD\LUX\L2D.HYD ENTER TARGET RELEASE RATE(cfs) : . 34 ENTER [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 : D:\HYD\LUX\L100D.HHD ENTER TARGET RELEASE RATE(cfs) : 1 . 05 ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft) , RISER-DIAMETER( in) 2 , 3 . 17 , 12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 24 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO N SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE C INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 5916 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) . 33 DIA.= 2 . 61 INCHES 205 ORIFICE: ENTER HEIGHT(ft) DIA.= 3 .86 INCHES PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 14 . 66 . 66 3 . 16 2344 TEST HYD 1 : . 74 . 34 . 26 1 . 93 1490 TEST HYD 2 : 1 .59 1 . 05 1 . 59 3 . 37 2340 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ;NTER: STORAGE-INCREASE(%) , STAGE-HEIGHT(ft) 3 , 3 . 17 ,�- AD�vS7 �oIQ 30 ,v F,' 5, j PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1. 14 . 66 . 49 2 .74 2790 TEST HYD 1 : . 74 . 34 . 24 1 .66 1620 TEST HYD 2 : 1.59 1 . 05 1 . 59 3 . 37 3050 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 14 . 66 . 49 2 . 74 -;­ 2790 TEST HYD 1 : .74 . 34 . 24 1 .66 1620 TEST HYD 2 : 1 . 59 1 . 05 1 .59 3 . 37 3050 STRUCTURE DATA: R/D TANK (FLAT GRADE) RISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 3 . 17 FT 3 . 17 FT 3 . 17 FT 386 .6 FT 3050 CU-FT DOUBLE ORIFICE RESTRICTOR: DIA( INCHES) HT(FEET) Q-MAX(CFS) BOTTOM ORIFICE: 2 . 61 .00 . 330 TOP ORIFICE: 3 . 86 2 .50 . 330 ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 32 . 10 158 . 8 .0 . 63 . 15 434 . 4 . 0 . 95 . 18 769 . 8 .0 1 . 27 . 21 1139 . 6 . 0 1 . 59 . 23 1525 . 5 .0 1 . 90 . 26 1911 . 3 . 0 2 . 22 . 28 2281 .1 . 0 2 .50 . 29 2580 . 9 . 0 2 .54 . 37 2616 .5 .0 2 . 85 .55 2892 . 2 . 0 3 . 17 .66 3050 . 9 .0 3 . 27 1 . 00 3050 . 9 .0 3 . 37 1 . 59 3050 .9 .0 3 . 47 2 . 34 3050 . 9 . 0 3 . 57 3 . 16 3050 .9 . 0 3 . 67 3 . 47 3050 . 9 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP F ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF ROUTING DATA: D:\BYD\LUX\39 .RTE Table 29 Standard Sizes, End Areas acid Handling Weights for CSP (Blank spaces indicate that CSP is rot normal industry inventory or practice, in most cases it can be supplied on special order). Equivalent Handling Weight&Availability Handling Weight&Availability Handling Weight &Availability Pipe End Pipe-Arch ZINC-COATED CSP ASPHALT-COATED ASPHALT-COATED Diam. Area PAVED INVERT Inches Sq.Ft. Span&Rise End Area Inches Sq.Ft. Pounds per lineal toot Pounds per lineal foot Pounds per lineal foot A. CORRUGATION PROFILE 1'/2" X '/4" (H-ELICAL CSP ONLY) THICKNESS(Inches) THICKNESS(Inches) THICKNESS(Inches) 0.034 0.040 0.052 0.064 0.034 0.040 0.052 0.064 0.034 0.040 0.052 0,064 6 0.2 - - 2.5 3.0 3.9 4.8 3.5 4.0 4.9 5.9 - - - - 8 0.4 - - 3.4 4.0 5.2 6.3 4.7 5.3 6.5 7.6 - - - - 10 0.5 - - 4.2 4.9 6.5 7.7 5.8 6.5 8.1 9.3 - - - - 12 0.8 - - 5.0 5.9 7.6 9.4 7.0 7.9 9.6 11.4 8.5 9.4 11.1 12.9 15 1.2 - - 6.7 7.3 9.5 11.7 8.6 9.7 11.9 14.1 10.5 11.6 13.8 16.0 18 1.8 - - 7.4 8.8 11.4 14.0 10.3 11.7 14.3 16.9 12.5 13.9 16.5 19.1 NOTE: Perforated sub-drains will weigh slightly less. B. CORRUGATION PROFI LE 2 2/3" X 1/2" (HELICAL & RIVETED CSP) E End Equivalent THICKNESS THICKNESS THICKNESS M Pipe-Arch Area (I S an& End riches) (Inches) (Inches) a Sq. Rise Sq. 040 .052 .064 .079 .109 .138 .168 .040 .052 .064.079 .109 .138 .168 .040 .052 .064 .079 .109 .138 .168 Ft. Ft. Ft. 12 0.8 7 9 11 13 - - - 9 11 13 15 - - - 12 14 16 18 - - - 15 1.2 17 x 13 1.1 8 11 13 16 - - - 11 14 16 19 - - - 14 17 19 22 - - 18 1.8 21 x 15 1.6 9 12 15 19 26 - - 13 16 19 23 30 - - 17 20 23 27 34 - - 21 2.4 24 x 18 2.2 11 15 18 22 31 - - 14 18 21 25 34 - - 19 23 26 30 38 - - 24 3.1 28 x 20 2.8 13 16 20 25 34 - - 17 20 24 29 38 - - 23 26 30 35 44 - - 30 4.9 35 x 24 4.4 15 20 24 30 41 - - 21 26 30 36 47 - - 27 32 36 42 53 - - 36 7.1 42 x 29 6.4 18 24 29- 36 49 62 - 25 31 36 43 56 69 - 33 39 44 51 64 77 - 42 9.6 49 x 33 8.7 21 28 34 42 57 72 - 29 36 42 50 65 80 - 38 35 51 59 74 89 ;- 48 12.6 57 x 38 11.4 - 31 38 48 65 82 100 = 41 48 58 75 92 110 = 50 57 67 84 101 119 ♦i 54 15.9 64 x 43 14.3 54 73 92 112 65 84 103 123 - 76 95 114 134 60 19.6 71 x 47 17.6 - - - 60 81 103 124 - - - 71 92 114 135 - - - 85 106 128 149 66 23.8 77-x 52 21.3 - - 65 89 113 137 - - - 77 101 125 149 - - - 93 117 141 165 72 28.3 83 x 57 25.3 - - - - 98 123 149 - - - - 112 137 163 - - - - 129 154 180 78 33.2 - - - - - - 105 133 161 - - - - 121 145 177 - - - - 138 166 194 84 38.5 - - - - - - - 144 173 - - - - - 161 190 - - - - - 179 208 90 44.2 - - - - - - - 154 186 - - - - - 172 204 - - - - - 192 224 96 50.3 - - - - - - - - 198 - - - - - - 217 - - - - - - 239 NOTE: The weights in these tables are based on helical lock-seam fabrication, and are approximate. Riveted CSP will weigh slightly more. C. CORRUGATION PROFILE 3" X 1" (HELI CAL & RIVETED CSP) Pipe End Equivalent THICKNESS THICKNESS THICKNESS Diam. Area Pipe-Arch (inches) (inches) (Inches) Inches Sq.Ft. Span&Rise End Area Inches Sq.Ft 0.079 0.109 0.138 0.168 0.079 0.109 0.138 0.168 0.079 0.109 0.138 0,168 36 7.1 40 x 31 6.4 41 56 71 87 52 67 82 98 64 79 94 110 42 9.6 46 x 36 8.7 47 65 83 100 60 78 96 113 74 92 110 127 48 12.6 53 x 41 11.4 54 74 95 115 69 89 110 130 85 105 126 146 54 15.9 60 x 46 14.3 61 83 106 129 77 100 123 146 95 118 140 163 60 19.6 66 x 51 17.6 67 92 118 143 86 110 136 161 105 130 156 181 66 23.8 73 x 55-, 21.3 74 101 129 157 94 121 149 177 116 143 171 199 72 28.3 81 x 59 25.3 81 110 140 171 102 132 162 193 126 156 186 217 78 33.2 87 x 63 31 q 13_7 169 _.202--235 84 38.5 95 x 67 35 94 128 164 199 119 154 189 224 147 182 217 253 90 44.2 103 x 71 40 100 137 175 213 127 164 202 240 158 195 233 271 96 50.3 112 x 75 46 107 147 188 228 136 176 217 257 169 209 250 290 102 56.7 117 x 79 52 114 155 198 241 145 186 229 272 179 220 263 306 108 63.6 128 x 83 58 120 165 211 256 153 198 244 289 188 233 279 324 114 70.9 137 x 87 64 127 174 222 271 162 209 257 306 199 246 294 343 120 78.5 141 x 92 71 134 183 234 284 171 220 271 321 210 259 310 360 126 86.6 - 142 195 247 301 180 233 285 339 221 274 326 380 132 95.0 - 148 204 259 315 188 244 299 355 231 287 342 398 138 103.9 - 154 213 270 328 196 255 312 370 241 300 357 415 144 113.1 - - 223 282 344 - 267 326 388 - 314 373 435 THE RYKELS ENGINEERING0OUP, INC. JOB 28301 183rd Avenue SE SHEET NO. OF KENT, WASHINGTON 98042 CALCULATED BY DATE (206) 631-6598 FAX (206) 631-2920 CHECKED BY DATE SCALE c P y► = o , oZ� S t! 4- - D 4-al 77�E -= 0 , o U � ry'j f-lP H1 fit) � Ps /p ca PRODUCT 204-1(Single Sham)205-1(Padded)®®Inc..Groton,Mam 01471.To Order PHONE TOLL FREE 1 800-225-M APPENDIX C BIOFILTRATION SYSTEM DESIGN Daniel Carey Date: 5/20/92 PROJECT: Lux Warehouse SIOFILTRATION SWALE DESIGN PER KING COUNTY SURFACE WATER MANUAL For Siolfiltration Design Size Use : Design Depth: Urban = 1 in., Rural = 4 in. n= 0.35 s= 0.02 v <= 1.6 f/s (0.083 ft) (0.333 ft) For A Trapezoidal Swale: A = (b + zy) y b = base width (ft) R = A/ (b + 2y SORT( 1 + z^2)) y = flow depth (ft) Q = ( 1.49/n)A x R^2/3 x S^1/2 z = z : 1 side slope SOLVE MANNING EON BY TRIAL & ERROR - DESIGN INPUTS FOR B10SWALE NORTH PARKING LOT Q 2-yr pk = 0.22 n a 0.350 Slope s = 0.Q2 Side z =a Flow Depth Width Area Hyd. Rad. Velocity Flow y (ft) b (ft) A(sq ft) R v (fps) 0 (cis) 0.333 1.00 0.666 0.214 0.215 0.143 0.333 1.50 0.832 0.231 0.226 0.188 0.333 1.85 0.949 0.240 0.232 0220 0.333 2.00 0.999 0.243 0.234 0.234 ACTUAL SWALE DESIGN , SOLVE MANNING EON BY TRIAL & ERROR NORTH PARKING LOT Target O = 0.46 n = 0.030 Slope s = 0.005 Side z = 100-Year Flow Depth Width Area . Hyd: Rad. Velocity Flow y(ft) b (ft) A(sq ft) R v (fps) 0 (cfs) 0.100 4.50 0.480 0.094 0.723 0.347 0.119 4.50 0:578 0.110 0.806 0.466 0.150 4.50 0.743 0.136 0.929 0.690 0.333 4.50 1.831 0.277 1.492 2.733 ABIOSWL.XLS Daniel Carey Date: 5/20/92 PROJECT: Lux Warehouse 610FILTRATION SWALE DESIGN PER KING COUNTY SURFACE WATER MANUAL For Siolfiltration Design Size Use : Design Depth: Urban = 1 in., Rural = 4 in. n= 0:35 s= 0.02 v <= 1.5 f/s (0.083 ft) (0.333 ft) For A Trapezoidal Swale: A = (b + zy)y b = base width (ft) R - A/ (b + 2y SQRT( 1 + z^2)) y = flaw depth (ft) Q - ( 1.49/n)A x R^2/3 x S^1/2 z = z : 1 side slope SOLVE MANNING EQN BY TRIAL & ERROR - DESIGN INPUTS FOR BIOSWALE EAST PARKING LOT 0 2-yr pk = 0.15 n ^ 0.350 Slope s = Q02 Side z = Flow Depth Width Area Hyd. Rad. Velocity Flow y(ft) b (ft) A (sgft) R v (fps} 0 (cfs) 0.333 1.00 0.666 0.214 0.215 0.143 0.333 1.10 0.699 0.218 0.218 0.152 , 0.333 1.10 0.699 0.218 0.218 0.152 0.333 1.50 0.832 0.231 0:226 0.188 ACTUAL SWALE DESIGN , SOLVE MANNING EQN BY TRIAL & ERROR EAST PARKING LOT Target Q = 0.31 n = 0.030 Slope s = 0.005 Side z =L 3 1 100-Year Flow Depth Width Area Hyd. Rad.• Velocity Flow Y(ft) b (ft) A (sgft) R v (fps) 0 (Cfs) 0.050 6.23 0.319 0.049 0.468 0.149 0,078 6.23 0.504 0.075 0.624 0.315 4 0.100 6.23 0.653 0.095 0.731 0.478 0.500 6.23 3.865 0.412 1.942 7.507 AB1QS'�"1U_.XLS THE RYKELS ENGINEERING OOUP, INC. JOB 28301 183rd Avenue SE SHEET NO. OF KENT, WASHINGTON 98042 CALCULATED BY DATE (206) 631-6598 FAX (206) 631-2920 CHECKED BY DATE SCALE tJ o TZ 2oox � 5 z c7,3O A � p-L _zy = 2 , � •, L) 40 — Z' 4- C,U z _2,! T PROOMT 204-1(Singk Sheets)M-1(Podded)®®Inc..crown,Mass.01421.To Order PHONE TOLL FREE 1-8*2254W BIOSWALE DESIGN FOR: LUX WAREHOUSE RENTON, WASHINGTON (ID Fo Ica- E 0-.a-T F A i K,--) LOT BIO-FILTRATION FACILITY SIZING: DESIGN DEPTH 0 . 33 ET USE RURAL SEED MIXTURE IN S,-OA -e DESIGN SLOPE 0 .02 FT/FT DESIGN WIDTH 2 . 00 FT SIDESLOPES H:V 3 :1 N FACTOR 0 . 35 PER KING COUNTY CALCULATED RESULTS FOR DESIGN BIO-SWALE CALC AREA (SF) 0.99 SF TOP WIDTH 3--90 FEET O_$ HYDRAULIC RADIUS 0 . 24 SF t `�� 5 DE.ic.OT' L mow l `-�s MANNING'S Q 0 . 23 CFS 2-YR 24-HR LNG CONDITIONS VELOCITY 0. 23 FPS 1J �, � -r -+---z 4 , 5 -P-r -- ACTUAL BIO-SWALE DESIGN CRITERIA: DESIGN DEPTH 0 . 33 FT DESIGN SLOPE 0 .005 FT/FT DESIGN WIDTH 2.00 FT - CC Zoo o w SIDESLOPES H:V 3 : 1 N FACTOR 0 .03 PER KING COUNTY LENGTH SWALE 75. 00 FT ADJUSTED WIDTH 5 . 33 FT -�- A./A� ,.� ►�:� ,�., r. ., �� '.� CHECK CONVEYANCE RESULTS FOR ACTUAL BIO-SWALE CALC AREA (SF) 2.09 SF TOP WIDTH 7 . 31 FEET HYDRAULIC RADIUS 0 . 28 SF MANNING'S Q 3 . 14 CFS o .ram= VELOCITY 1.50 FPS ©.z 8 c4S OQ COJ v c Y K�.-J C L Q Y� - l \ Tha Z 21 w = 3. a8 • Qe�, P& PI S C BIOSWALE DESIGN FOR: LUX WAREHOUSE RENTON, WASHINGTON OFa rz IJ OcZ'T�k � 2�L t►J to I-.OT BIO-FILTRATION FACILITY SIZING: DESIGN DEPTH 0 . 33 FT USE RURAL SEED MIXTURE IN S="=-t-_ DESIGN SLOPE 0 . 02 FT/FT DESIGN WIDTH 2 .00 FT SIDESLOPES H:V 3 : 1 N FACTOR 0 . 35 PER KING COUNTY _ CALCULATED RESULTS FOR DESIGN BIO-SWALE CALC AREA (SF) 0 .99 SF TOP WIDTH 3 . 98 FEET HYDRAULIC RADIUS 0 . 24 SF MANNING'S Q 0. 23 CFS 2-YR 24-HR BNOSMiG CONDITIONS VELOCITY 0 . 23 FPS ACTUAL BIO-SWALE DESIGN CRITERIA: DESIGN DEPTH 0 . 25 FT DESIGN SLOPE 0.005 FT/FT DESIGN WIDTH 2 .00 FT SIDESLOPES H:V 3 : 1 N FACTOR 0 . 03 PER KING COUNTY _ LENGTH SWALE 120. 00 FT -�-' ADJUSTED WIDTH 3 . 33 FT CHECK CONVEYANCE RESULTS FOR ACTUAL BIO-SWALE CALC AREA (SF) 1 .02 SF TOP WIDTH 4 . 83 FEET HYDRAULIC RADIUS 0 . 21 SF MANNING'S Q 1 . 25 CFS Q@ 0•z5 VELOCITY 1 . 23 FPS Q too -5' c e A ve i n o C4 � �G Use y '_ � , L ,�= APPENDIX D DOWNSTREAM DRAINAGE SYSTEM SCHEMATIC A tLC•-u- Y j ���. -� euJ-a �-- --- or etc.-. _ ' 1 -Tl� / 1 21C.-Y-_ J tiara�•i � aura -_ - no -e 11 r ..1 - r I �\ • I r [ ` I � a zLC• a \ Irto. e _ _ .j ---r... zu•-� �� I 1 _ eLCr. T LLB*-1 eL63-e r zLK_1 2LC3-41 zLoc-u zLYc-N — --�- - -- <= ' it Le II 2lre-12 e1.L6-IS f I � ' zu.-7 ----zLUe-z zui-1 � •'LW-i e LCY-1 n,Levu z �_ ztcc-lo � '. ----- ^ ; eLN-z zLLY-a 2lCr• eLUe-] zLYr• C14. . Q •:LUe-tl �— 2LEi-• _ � zuL-7 eLYh, 4'-'- 1 y1 CLL7-1 CIA I I zu7-z .•u Y eui-1 ztC7-4 J -- cuI-,- I Izu7-� ' 'Lr/ e 2LL7-4� I i (I euY-, zuY-e q I i I , etcr-1 ZLCY-[ 1 1 41. 1. euwl 1 2Lcw7 40 e LCY-.40 1� 1 zLCO-Y 40 ILLY-a eLCr-, I 1 2LCY-1 -CLl.. 21C/-e [LC9-4 I �� i Q3j( 1 M 10 i M I Short Plat (SHPL # ) REQUEST FOR PROJECT# Prelim. Plat (PP# ) CAG# To: Technical Services Date - )- 7- 9 2 WO# g 2 S 7 Green# g 9 l f From: Plan Review/Project Manager D a n 1,61 arc y Project Name UX C o gore, t-ioh Fa c,//*f y (70 characters max) Description of Project: 3 8,600 S e - Wo rf, kows, fa t i�i fy , 2 20 o t^r 6 a✓+d 34c. w(,,k o Sw 6Y0 f4. m4- 1C)-,-h,4 PI woitr MA(-11 ! 2 6ioswa /r, — N 58 (f. CMP Je'(Aes -4r d6tz"4(urt — Conn<<'f f0 eXlS41+IJyj+-C , l/1 ha, Ie- A✓C-. v Circle Size of Waterline: 8" 0" 12" Circle One: New or Extension Circle Size Size of Sewerline: 8" 10" 12" Circle One: New or Extension Circle Size of Stormline: 12" 15" 18" 24" Circle One: New or Extensi Address or Street Name(s) y , s /11 Ave— S k/ Dvlpr/Contractor/Owner/Cnslt: -T�t Lux- Co,g,, P,C C�•,�f%�fio, , �u yid Shill (70�ch+aracters max) R� �p� Sr�ds�law ' f}� �ld C�oohtuslr /`J�67/fe(� Check each discipline involved in Project Ltr Drwg # of sheets per discipline ® Trans-Storm I V 4Y 'Dy.i�� c? Nil, _✓ V-" y �y,��, 7, (Roadway/Drainage) (Off site improvementsxinclude basin name) (include TESC sheets) [� Transportation (Sigalization,Channel izatio L.i�) _ V y (2, O Wastewater BLA& 6ZIVE 2 6As/,v ( R,,,4,, I►�.)— (Sanitary Sewer Main)(include basin name) / -7 (� Water e,&, ry�) " T 8 /0, ll, 12, 13,15) (Include composite&Horizontal Ctrl Sheets) TS Use Only — 0-- �?��j � —o0.5 3 Ro- 1- ,�^5 ? l - 2-�f 3 SWP — 50 — 2053 LUX CORP OFFICEiWRHS FACIITLITY 1415 Maple Ave SW Approved by TSM _ 12" Stormline foans/misc/92-090.DOC/CD/bh Black Rioer Major Basin