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HomeMy WebLinkAboutSWP272193(1) t 7 J m��CITY OF RE 4TON t E I V D TECHNICAL INFORMATION REPORT FEB 25 993 for BUILDING DIVISION PLUMBERS & PIPEFITTERS TRAINING CENTER located at OAKESDALE AVE. S.W. & MONSTER ROAD RENTON, WASHINGTON by BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WASHINGTON ( 206) 323-4144 fax 323-7135 BRH NO. 92141 . 02 FEBRUARY 25 , 1993 1 J 23 TABLE OF CONTENTS Page No. I. Project Overview II. Preliminary Conditions Summary III. Off-Site Analysis IV. Retention/Detention Analysis and Design V. Conveyance Systems Analysis and Design VI. Special Reports and Studies VII. Basin and Community Planning Areas VIII. Other Permits IX. Erosion/Sedimentation Control Design X. Bond Quantities Work Sheet, Retention/Detention Facility, Summary Sheet and Sketch, and Declaration of Covenant XI. Maintenance and Operations Manual XII. Appendix T � s- IhNL ---- LAC Krim. 7ST . S M t. CTN t `s �► SITE MM GTON S s' s S IQ T 17B S 119iN$ NTO N $T M st s t st r t ISI I'9 1 sT 152"0 _IT cc a` y T s tT.�si" b S l U A R to Afs Mcc N' rA.0 � GRFc VICINITY MAP I 1 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 AND . ProjectOwner Project Name �- �- Address 3 15 Location - co- 1-4 Phone (Z_� 21 - 5 q o0 Township Project Engineer < ; 1.�; Range 4 E Company Section 24 2.o e "�2�- 4 L 4¢ Project Size I�,240 S F AC 2 -� Address Phone 1 Upstream Drainage Basin Size AC PART 3 TYPE OF • OTHER 0 Subdivision DOF/G HPA 0 Shoreline Management 0 Short Subdivision COE 404 0 Rockery 0 Grading DOE Dam Safety 0 Structural Vaults ® Commercial 0 FEMA Floodplain Other Other 0 COE Wetlands 0 HPA COMMUNITYPART 5 SITE AND DRAINAGE Community Drainage Basin J ev- PART 6 SITE CHARACTERISTICS ® River 65: CQ-Q^- 42- Q-✓ Floodplain Stream ® Wetlands Fc-,fc-Q- 2- ` c A Critical Stream Reach Seeps/Springs Depressions/Swales Hig h Groundwater Table 0 Lake 0 Groundwater Recharge 0 Steep Slopes 0 Other Lakeside/Erosion Hazard • t Soil Type 0 Slopes Erosion Potential Erosive Velocities Additional Sheets Attatched 1/90 Pago 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 'ART 8 `1 DEVELOPMENT • REFERENCE LIMITATIOWSITE CONSTRAINT I ® Ch.4-Downstream Analysis TO L'i Q.+ 40 a 0 a 0 0 0 Additional Sheets Attatched REQUIREMENTSPART 9 ESC MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities ® Stabilize Exposed Surface Stabilized Construction Entrance 0 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 0 Cover Practices Flag Limits of NGPES Construction Sequence 0 Other Other �',ART 10 SURFACE WATER SYSTEM Grass Lined Channel 0 Tank Infiltration Method of Analysis Pipe System Vault 0 Depression SBy H 0 Open Channel 0 Energy Dissapator Flow Dispersal Compensation/Mitigation Dry Pond Wetland 0 Waiver . of Eliminated Site Storage 0 Wet Pond 0 Stream Regional Detention Brief Description of System Operation Gov\y c z '-v In i c>- S W A.�•2. -�p i S� 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 Cast in Place Vault Other Access Easement Retaining Wall Native Growth Protection Easement Rockery>4'High 0 Tract Structural on Steep Slope Other PART 14 SIGNATURE OF - • • 1 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. sy�.dnr. 1/90 I. PROJECT OVERVIEW NARRATIVE: THIS PROJECT IS TO CONSTRUCT A 27, 500 SF BUILDING ON A 2 . 3 ACRE PARCEL LOCATED SOUTH OF OAKESDALE AVE. S .W. AND WEST OF MONSTER ROAD IN RENTON WASHINGTON. STORM DRAINAGE WILL BE DISCHARGED TO THE EXISTING WETLANDS BOUNDING THE PROPERTY ON THE WEST SIDE. THE CALCULATIONS FOR THE WETLANDS POND ARE PROVIDED IN CONJUNCTION WITH THE SUBMITTAL FOR A PUMP INSTALLATION ON THE SID ELAND PROPERTY. PLEASE REFER TO THAT SUBMITTAL FOR REVIEW OF THE STORM DRAINAGE FROM THIS PROJECT. THE t II. PRELIMINARY CONDITIONS SUMMARY -<,x P— I, GUAr1 '\ \ x 33 - r - i O`'�o VE EXIST C-� SIDE C�►L17�o.�.'�;� ,ri , \ =J v x 7 f X% �\ �, w `tin \,1 - !' �' � - e< `k. ` •\. '�., J; \\1 r , '.' � \, fir l :i i - q.. .`\i" 4� 'J�• /� (b 68 ':r17 11 X 73 \ o / �'/ 5�C� op x 18 CULT. FIELD , //� - /� x 32' \\ ii X 27 \ X �. FJL-L DEVE.I-OPMEOT DRA►rIA�E P�ASIcJ = 4-4.0 A,c. , DKAItJA&E STUDY AREAS t JEt-oPEP PER.l�o�s A2EA = Ib,S Ac. pE�Et�PED IMPER\110J5, AREA = 21. 5 Ac. . 9 59UCE SLUMS C4:)1MPAAY PARCEL 1::041(t '['`: S,bJ,G, Mo►JSTER RP. i OAKESIDALE AVE. 5.4.1. FZF-Wrot-1 1,•1 vTorJ `°t,` �,,,,�'� @ l.�'/• - Z,s BPS �, �� �....;� . BUSH, ROED & HITCHINGS, INC. o� CIVIL ENGINEERS & LAND SURVEYORS 8 P+�72 �,�j l• 3 S L}-, ��- w�.. . SEATTLE, WASHINGTON 323.4144 ' O DRAWN JOB NO .� 9.�4Tr : 0. gal �.. : ..• SCALE �":'ZOO DATE �1o3b9,o2 B Ma Suc,ta ri. lt7 \\ No 777 son AgD Blac River �• `':JC ' A R 0 1 llthletic � ( ubsta' BM �� ©• n Eleld I _1 BeC 0�G "` —,O•. •w 254 a, I a C I BeD BeG .�•y e� 5 O''Rp OAOTV R L� '� F d „� g� het, Hof , \• ■ h j Wo .T 1 /lac Wo - - ~ •.. I _ —�• Ur All Pu. Ur N 13--- i `•,1 g Pyi Be C Golf urse I 1 1 I __ Sta F WO � A Ur F - I BMtw o o I ° 30' Sew ge OF THE , • �° h Q q►�DispLd sal i Q h 2 I Ng Ur (k Ur I _ , , •,I C M •16 • I :120 •l ;. e� 2 .• 11 , I Pu 9 ,' I Ur rP i �■ :Longacrei; i ? Pu •�• s \ ■ i r'mm Py '.BeC \405 V Ur Ur Wo eD di • ' Ur �r• .ii:�. IAgC l o Track � I I •i$101 I B ■ 1 �� ~ 29e~—�/� --- -- — — — — 219 —� 27'30" Url ; �;; i u. Ng_ o � r �O R s rvoir , p° Q Py W u P So Tu � �, t Sk I Wo Pu AE MO wu � 2 I �� 25 0 = �BM U �� n 169 1203 AgC Py — I Sk ' WO .r h ; I Ur � Tu I i InC O " I I=) i AgD I i ° So •J• t— — -- — —' ----- ---• MI 17; Py Pu J Y I I Wo • OM 194• j I• illi � Wo e� ��� :�',�� • P� _ s KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.55?13 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: I 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. I 100 100 . 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 P!anned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. i 3.5.2-3 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP` Alderwood C Orr-as Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Oval[ C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B 'Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D I Woodinville _ D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. • From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 A • r • c �� IN . R Rill • ..._.._ter , w� �/► "� Is dim: r� it/A Z�PPAI r . . . . I ITTAi _r t � r �� . s r • • All • �/ la MZIP IA ilk AL isv ILK e ray�� ��►�� �. � _ ���/ ��,�.. -.. •1�� � �� � 'yak � � - � fIWSW nr III. OFF-SITE ANALYSIS A). OFF-SITE DRAINAGE TO THE SITE B). OFF-SITE DOWNSTREAM ANALYSIS Refer to the map on the following page for details of the routing. IV. RETENTION/DETENTION ANALYSIS AND DESIGN V. PIPE SIZING CALCULATIONS HYDRAULIC REPORT FOR PLUMBING AND PIPE FITTING RENTON TRAINING FACILITY OAKESDALE SW & MONSTER RD. RENTON, WASHINGTON by: BUSH , ROED & HITCHINGS phone: ( 206 ) 323-4144 BRH NO. 92141 .02 FEBRUARY 25 , 1993 Return Period = 25 Yrs Run Date: 02-Z5-1993 Rainfall file: CHARTIO File: 9Z141 .ST3 LINE 1 / Q = 20.Z4 / HT = Z4 / WID = Z4 / N = .012 / L = 30 / JLC = 1 ------------------------------------------------------------------------ SWALE TO CB1 / Outfall HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 12.39 16 .72 11 .00 3.66 13.56 22 .07 2 2 .34 UPSTRM 12 .69 16 .72 11 .30 8.6'6 13.86 22 .07 1 . 19 2 .34 Drainage area ( ac ) = 0.68 Slope of invert ( % ) = 1 .0000 Runoff coefficient = 0.85 Slope energy grade line ( % ) = 1 .0000 Time of conc (min ) = 14.39 Critical depth ( in ) = 19. 11 Inlet time ( min ) = 0.00 Natural ground elev. ( ft ) = 14.50 Intensity ( in/hr ) = 1 .61 Upstream surcharge ( ft ) = 0.00 Cumulative C*A = 12.60 Additional Q ( cfs ) = 0.00 Q = CA * I ( cfs ) = 20.24 Line capacity ( cfs ) = 24.50 --------------------------- ------------------------------------ Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover ( cfs ) = 21 .32 Gutter slope ( ft/ft ) = 0.0000 Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed ( cfs ) = 21 .32 Ponding width ( ft ) - N/A Note: Normal depth assumed ------------------------------------------------------------------------ LINE Z / Q = 19.61 / HT = 24 / WID = 24 / N = .01 Z / L = 144 / JLC = I ------------------------------------------------------------------------ CB1 TO CBZ / DNLN = 1 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 13.86 24.00 11 .30 6 .24 14.46 0.00 1 . 19 3. 14 UPSTRM 14.78 24.00 12.25 6.24 15.39 0.00 5.25 3. 14 Drainage area ( ac ) = 0.36 Slope of invert ( % ) = 0.6597 Runoff coefficient = 0.85 Slope energy grade line ( % ) = 0.6405 Time of conc ( min ) = 14.01 Critical depth ( in ) - 18.81 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 19.50 Intensity ( in/hr ) = 1 .63 Upstream surcharge ( ft ) = 0.53 Cumulative C*A = 12 .02 Additional Q ( cfs ) = 0.00 Q = CA * I (cfs ) - 19.61 Line capacity ( cfs ) = 19. 90 --------------------------- ------------------------------------ Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover ( cfs ) = 21 .32 Gutter slope ( ft/ft ) = 0.0000 Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0. 0000 Q bypassed (cfs ) = 21 .32 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 3 / Q = 19. 20 / HT = 24 / WID = Z4 / N = .01 Z / L = 43 / JLC = 1 ------------------------------------------------------------------------ CBZ TO MH3 / DNLN = Z HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 15.39 24.00 12.25 6 . 11 15.97 0.00 5.2S 3. 14 UPSTRM 15.6S 24.00 12.47 6 . 11 16.23 0.00 5.43 3. 14 Drainage area (ac ) = 14.00 Slope of invert ( % ) = 0.S000 Runoff coefficient = 0.7S Slope energy grade line ( % ) = 0.6141 Time of conc ( min ) = 13. 90 Critical depth ( in ) = 18.62 Inlet time (min ) = 10.00 Natural ground elev. ( ft ) = 19. 90 Intensity ( in/hr ) = 1 .64 Upstream surcharge ( ft ) = 1 . 18 Cumulative C*A = 11 .72 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 19.20 Line capacity (cfs ) = 17.33 --------------------------- ------------------------------------ Q catchment (cfs ) = 20.62 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.71 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) - 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 21 .32 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 4 / Q = Z.04 / HT = 1Z / WID = 1Z / N = .01Z / L = 88 / JLC = 1 --------------------------------------------------------- I-------------- MH3 TO CB4 / DNLN = 3 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 16.23 12 .00 12.47 2.60 16.33 0.00 6.42 0.79 UPSTRM 16.48 12 .00 12 . 91 2.60 16 .58 0.00 S.88 0.79 Drainage area (ac ) = 0.20 Slope of invert (% ) = 0.5000 Runoff coefficient = 0.85 Slope energy grade line ( % ) = 0.2793 Time of conc (min ) = 13.3S Critical depth ( in) = 7.26 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 19.80 Intensity ( in/hr ) = 1 .68 Upstream surcharge ( ft ) = 2 .S7 Cumulative C*A = 1 .22 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) - 2 .04 Line capacity (cfs ) = 2 .73 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.71 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.71 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE S / Q = 1 . 80 / HT = 1 Z / WID = 1 Z / N = .012 / L = 9Z / JLC = 1 ------------------------------------------------------------------------ CB4 TO CBS / DNLN = 4 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 16.58 12 .00 12.91 2 .30 16.66 0.00 5.88 0.79 UPSTRM 16.78 12 .00 13.37 2.30 16.86 0.00 3.63 0.79 Drainage area (ac ) = 0.32 Slope of invert (% ) = 0.5000 Runoff coefficient = 0.85 Slope energy grade line (% ) = 0.2188 Time of conc ( min ) = 12 .69 Critical depth ( in ) = 6.83 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 18.00 Intensity ( in/hr ) = 1 .73 Upstream surcharge ( ft ) = 2.41 Cumulative C*A = 1 .05 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 1 .80 Line capacity (cfs ) = 2 .73 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.71 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.71 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE G / Q = 1 . 39 / HT = 12 / WID = 12 / N = .012 / L = 9Z / JLC = 1 -----------------------------------------------------------'------------- CB5 TO CBG / DNLN = 5 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 16 .86 12 .00 13.37 1 .77 16.91 0.00 3.63 0.79 UPSTRM 16. 98 12.00 13.83 1 .77 17.03 0.00 3. 17 0.79 Drainage area (ac ) = 0.38 Slope of invert (%) = 0.5000 Runoff coefficient = 0.85 Slope energy grade line ( %) = 0. 1294 Time of conc (min ) = 11 .83 Critical depth ( in) = 5.99 Inlet time (min ) 0.00 Natural ground elev. ( ft ) = 18.00 Intensity ( in/hr ) = 1 .79 Upstream surcharge ( ft ) = 2. 15 Cumulative C*A = 0.77 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 1 .39 Line capacity ( cfs ) = 2 .73 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) - 0.00 Q carryover (cfs ) = 0.71 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.71 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 7 I Q = 0.88 / HT = 1Z / WID = 1Z / N = .01Z / L = iZ4 / JLC = i ------------------------------------------------------------------------ CB6 TO CB7 / DNLN = 6 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 17.03 12.00 13.83 1 . 13 17.05 0.00 3. 17 0.79 UPSTRM 17. 10 12.00 14.45 1 . 13 17. 12 0.00 2.5S 0.79 Drainage area (ac ) = 0. 19 Slope of invert ( % ) = 0.5000 Runoff coefficient = 0.85 Slope energy grade line ( % ) = 0.0S26 Time of conc ( min ) = 10.00 Critical depth ( in ) = 4.79 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 18.00 Intensity ( in/hr ) - 1 .96 Upstream surcharge ( ft ) 1 .65 Cumulative C*A = 0.4S Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 0.88 Line capacity (cfs ) = 2 .73 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.71 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.71 Ponding Width ( ft ) - N/A ------------------------------------------------------------------------ LINE 8 / Q = 0.71 / HT = 12 / WID = 1Z / N = .012 / L = Z00 / JLC = 1 ------------------------------------------------------------------------ CB7 TO CB8 / DNLN = 7 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 17. 12 1Z.00 14.45 0.90 17. 13 0.00 2 .55 0.79 UPSTRM 17.20 12.00 15.45 0.90 17.21 0.00 1 .55 0.79 Drainage area ( ac ) = 0.34 Slope of invert (% ) = 0.5000 Runoff coefficient = 0.85 Slope energy grade line ( %) = 0.0337 Time of conc (min ) = 6 .30 Critical depth ( in ) = 4.28 Inlet time (min ) = 6.30 Natural ground elev. ( ft ) = 18.00 Intensity ( in/hr ) = 2.45 Upstream surcharge ( ft ) 0.75 Cumulative C*A = 0.29 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 0.71 Line capacity ( cfs ) = 2.73 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.71 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.00 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.71 Ponding Width ( ft ) = N/A ------------------------------------------------------------------------ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 °o l 1 D c .� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .,�"tea l J H ��- - . . . : L CS t. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :� �1 � . . . . . . . . . . . . ..: : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W : : : : : : : : . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ------------- -------------� ------- — ------- —------— L n N NG'dtl9 ) i . . . . . . : . : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . e e :ill ----- -------�---- �-- ------------------------------------ L nN . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8� o '�� ' : : 1��t : : : : z 6 -AO:01��_i-) . . . . . . . . : : : : : : : : : : : : : : : : . . . ..� Flo : . . . . . : . . : . . . . . . . . . . . . . . . . . . : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : NG 18: ----------------------- H G L L_ 9 L G� 11 22-K 4A 56 t f fitl NG -----------_ - ------------------------------------ H G L 1 2 4 . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . : : : : : : : : : . . . . 57 : : : 72 : : : : : 100: : : .115 : EN: : 14 ' : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . StI .fit, � . � Vu . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OU : : : : : ---------------------- l !D N--- : : : : . . . . . . . VI. SPECIAL REPORTS AND STUDIES VII. BASIN AND COMMUNITY PLANNING AREAS 4 VIII. OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL DESIGN So�-r t-1 SE D reo.. Step 1 . Runoff Volume Detention :�k soil is hydrologic soil group p o Enter Nomograph 1 , Section 1 with soil . o Read vertically to GIQ,e.(Q� �D-�•d o Then horizontal into Section 2 to 1.6115in . precipitation. o Then vertically down into Section-, 3 to a texture. o Then horizontally to j IpOO6F per - acre . o Then multiply 1.,z-1 acres x (o pp = 2 032 ft. 3. Step 2. Sediment Volume Determinations During Construction From Nomograph 2 in Section 1 o Go vertically from Loo ft. to a slope of 2. percent. o Then horizontally into Section 2 to K I for an l��o���•�:\�¢ soil- 0 Then vertically down into Section 3 to a watershed size of 1.21 acres o Then horizontally and read an annual sediment volume of -�, o ft. 3 per acre . A temporary structure with a two-year life will store : 2 x 3o x 1.v) = '1 La cu. ft. Sediment Storage . _ "lb ft . 3 Runoff Storage Volume from Step 1 = 2o3-2 Total Volume of Pond . 3 . • � � � .� Rio F2 T� S E.1"� 11�1 E�1 T g�S l �l Step 1 . Runoff Volume Detention soil is hydrologic soil group -C:) o Enter Nomograph 1 , Section 1 with T-.) soil . o Read vertically to c_leo e_c, o Then horizontal into Section 2 to in . precipitation. o Then vertically down into Section•. 3 to a Si l� I DD.�-. texture. o Then horizontally to ` LP00 per - acre . o Then multiply ,q t acres x (Poo = 1�45 (P ft. 3. Step 2. Sediment Volume Determinations During Construction From Nomograph 2 in Section 1 o Go vertically from 2.0t�) ft. to a slope of 2 percent. o ,Then horizontally into Section 2 to K = , I for an WF�O�� nJ I�Q soil. o Then vertically down into Section 3 to a watershed size of 0.,91 acres . o Then horizontally and read an annual sediment volume of "� r> ft. 3 per acre . A temporary structure with a two-year life will store : 2 x '�o x ,9 ( = 5S cu. ft. Sediment Storage . 6D ft . 3 Runoff Storage Volume from Step 1 ft. 3 Total Volume of Pond . ft . 3 TEMPORARY SEDIMENT PONDS - NOMOGRAPH 1 (RUNOFF VOLUME) TYPE 1A S T ORrl AREA �� -�--+ �, =off==-_= -•,�_:�_ ��-_-=_ -- ,- - li ,• i - YA85- W - 5 = - - = - - - L It U 70- -70 ii _ - - - - _ 1 r! t I i•j 1 i !. 1 :Ili .1.1 01! I, , �!'• 1'1I ! 1:' , it i! ii!i _- m� 'll Ilr, rr-i I '' iij -60E_ -- i 55_ p C g A •5 /•0 /•5 2.o 25 3-o HYDROLOGIC SOILS GROUP RUNOFF - INCHES 0. /000- Ik /5007 " 1 ! O '. � � :. ��• �� Ali a 0 30o0- -T! * BASED UPON A TItIE OF 3500_ CONCENTRATION OF . 25 HR. 4000_ c, 4500- o -- �----� , , , _ -77 -. cn spoil- 1 43 . I •• I ( ( -� - - I I -- TEMPORARY SEDIMENT PONDS - NOMOGRAPH 2 (SEDIMENT VOLUME FOR DETENTION STORAGE) : 35��r • �i� 1 6.0 4.0 2.0 r.r •�•.:'. fo t 1.0 — .0(0 2 04 .02 : . !'J' :� �' �_ I �'•i�r•j � :� I ::mil-h :�'I� I i.•M t ,R)J I,. 3. 4W /0 20 30 40 Slope Iangth in Feet EROSION TONS PER ACRE _ �I (E = RKLSCP) U o m 44 # 3 . i > ------------------- i ---------------- ioo i r-, M p I la 21/l l o � o * BARE GROUND (C = 1 . 0 , o P = 1 . 2 , & R = 10) n 1/ 60 P .C .F . per Ft- C) 300 D� 44 . t SOIL EROSIO14 POTENTIAL HYDROLOGIC GROUP K FACTOR Alderwood moderate-severe C .20 Beausite moderate-very severe B .15 Bellingham -slight C .24 Briscot slight C Buckley sli ht B/C Earlmont slight B/C Ed ewick slight B Everett moderate-severe A .10 Indianola moderate-severe A .24 -Kitsap moderate-severe C .37 Klaus sli ht B .20 Neilton sli ht-moderate. B .15 Newberg . slight B Nooksack slight B Norma slight B/C •28 Orcas none D - .05 Oridia sli ht C Ovall Severe C •28 Pilchuck moderate-severe A .10 Puget slight B/C .32 Puyallup slight B .28 Ra nar moderate-severe A .32 Renton slight B/C Salal sli ht B Sammamish none C Seattle none C Shalcar sli ht C . 24 Si sli ht B .Snohomish slight D .17 Sultan slight C . 37 Tukwila slight D Woodinville sli ht C/D 45 . X. BOND QUANTITIES WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH,AND DECLARATION OF COVENANT i XI. MAINTENANCE AND OPERATIONS MANUAL