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HomeMy WebLinkAboutSWP272283(3) 2 TECHNICAL INFORMATION REPORT for 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 Yt� U BUSH, ROED & HITCHINGS, INC. H Civil Engineers and Land Surveyors President Robert M.Roed,P.L.S,P.E. Vice Presidents&Principals January 12, 1994 Steven A.Hitchings,P.L.S. Ronald G.Goldy,P.E. JQ�' „�n Hugh R.Johnston,P.L.S. �. �� Robert W.O'Connell Jr.,P.L.S.,P.E. A�fl,"r �� Project Managers Ms. Kayren Kittrick lr�' = s -r John E.Anderson,P.E. City of Renton Plan Review Robert M.Anderson,P.L.S. 200 Mill Avenue South, 4th Floor Brent D.Cummings,P.E. Harold E.Hagen Renton, Washington 98055 g Jeffrey J.McManus, P.E. P.L.S. Darrell C.Nance,P.L.S. Re: Plumbers & Pipe Fitters Facility John J.Weed,P.E. BRH Job No. 92142.02 Dear Ms. Kittrick; In response to the plan review comments dated March 22, 1993, we offer the following: GENERAL COMMENTS: 1. Per discussion between Kayren Kittrick, City of Renton Plan Review, and John Pittman of Bush, Roed & Hitchings, it was resolved to leave the plan sheets in the current order and not reorganize them. The sticky-back plans will be submitted as photo mylars at the time they are "approved" and submitted for final signatures. 2. Control lines, dimensioning and offsets are provided for locating the utilities. 3. The access easement is included in the updated topography by Bush, Roed & Hitch- ings. (See sheet 6 which has been added to the plan set.) 4. The storm drainage easement has been revised on the plans and we will have a legal description provided at the time of "approval". 5. All property lines have been shown. 6. The organization of the plan sheets, notes and details will remain the same per Kayren Kittrick. (See note 2.) STORM DRAINAGE: 1. We are not providing stationing on storm drainage improvements. This is not a City of Renton requirement. Flow arrows have been added. 2009 Minor Avenue East,Seattle,Washington 98102 - Phone 206/323-4144; Fax 206/323-7135 1 BUSH, ROED & HITCHINGS, INC. Ms. Kayren Kittrick City of Renton Plan Review January 12, 1994 Page 2 2. Additional calculations for the biofiltration swale have been included that show the current design is adequate. The impact on the downstream pump will be considered in the forthcoming design of those regional facilities. We ask that the permit be issued with the condition that regional facilities be constructed prior to Certificate of Occupancy. 3. The storm drainage easement has been revised. 4. A note regarding the abandonment of the existing 18" storm drainage has been added. Calculations are also included. 5. Crossings have been revised and/or added to plans. 6. Crossings have been revised and/or added to profiles. 7. Profiles and plans have been cross-referenced. SANITARY SEWER: 1. We are using the existing SS manhole as originally designed and confirmed from field survey data. The sanitary sewer easement recording number has been included on the topographic survey. See attached copy of survey field sheet for top elevation and measure down depth, which correspond to plan information. 2. Not applicable - See above note 1. WATER: 1. The turning radius at SW corner has been revised to fire standards. This is the only fire comment related to these plans. 2. Irrigation meter is shown. 3. Fire hydrant extension note has been added. 4. We have moved the gate valve. 5. An isolation valve has been added at station 5 + 10. 6. The bearings for the water line and water easement will be provided prior to final approval, so that needless effort is not expended revising legal descriptions. 2 BUSH, ROED & HITCHINGS, INC. Ms. Kayren Kittrick City of Renton Plan Review January 12, 1994 Page 3 7. The station and label of the fire hydrant on south side of building has been added. 8. The profile has been referenced. Should you have any questions, please call Hal Hagenson of our office or myself at (206) 323-4144. Thank you. Sincerely, B SH ROED & HITCHINGS ohn Pit man JP/PJ 92142.02\DOC27B 3 -i•{ 1 �. � ,�•� "�� �tom`f ,t s '! 1 a ' .. ' t � i Py�.� e • - � � �"-'.►ran..' '��• �� �Y`r •�A jc't � 1�. �Sh �t 4 � �� V T, f 'g' Y•C s �- J 4'i�*+'y�X• tJ' i .�' �, ..� a s.• _., \�`. � � _ � , .. 1-0 04 t t ' VA- -X-, • "...Y �j• J• "fir- 1 •} ♦�• R` t. L 414 ell SW F��� W S 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 • VIH. 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 • jp — B LIM LACkTN- Y r BS• �•• s, s . s f.. S) .. CTN • s ��_ SITE s GTONMilr S 147 T LIB S 1/9iM s _ FS +- NTON i ST Mir � I' r sr �+ <' ISI Y'' sr luklo ST O fL s T R.�n U `V� ,uc.cus Duct rrfstl GRfC VICINITY MAP • Page 1 of 2 . King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART 1 OWNER AND PART 2 PROJECT • • PROJECTAND DESCRIPTION ProjectOwner Project Name P�y�+.•Ic�.,•� s �oe-F;+4eX Address Location T L, Phone — 'S 'l oo Township Project Engineer 1.�; Range 4 E Section 24 Company a'`^S° Project Size ►a2,20o 5 F AC -Z -� Address Phone Upstream Drainage Basin Size AC OTHERPART 3 TYPE OF PERMIT APPLICATION PART 4 Q Subdivision Q DOF/G HPA Q Shoreline Management Q Short Subdivision Q COE 404 Rockery Grading DOE Dam Safety 0 Structural Vaults ® Commercial Q FEMA Floodplain 0 Other Q Other Q COE Wetlands HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community Drainage Basin 2¢.�. ev-- PART 6 SITE CHARACTERISTICS ® River Floodplain Q Stream Wetlands 0-4'c-R- Critical Stream Reach Q Seeps/Springs Depressions/Swales Q High Groundwater Table Q Lake Q Groundwater Recharge Steep Slopes Other Lakeside/Erosion Hazard Soil Type Slopes Erosion Potential Erosive Velocities �OO�ir.\/���R ��% • Q Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET �ART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT " ® Ch.4-Downstream Analysis AD a 0 0 0 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities ® Stabilize Exposed Surface Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control B( Clean and Remove All Silt and Debris Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities Cover Practices Flag Limits of NGPES Construction Sequence Other 0 Other ,,,ART 10 SURFACE WATER SYSTEM Grass Lined Channel 0 Tank 0 Infiltration Method of Analysis Pipe System Vault Depression S g y " 0 Open Channel 0 Energy Dissapator Flow Dispersal Compensation/Mitigation 0 Dry Pond Wetland Waiver . of Eliminated Site Storage 0 Wet Pond 0 Stream Regional Detention Brief Description of System Operation C.oV%d 9:� Ate`^c-0- '0 In i O A,�e. -�-n Q X i S'�'• L,--,e-+ `L' --� S Pati.-� Facility Related Site Limitations 0 Additional Sheets Attatched Reference Facility Limitation specialPART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require Drainage Easement Cast in Place Vault 0 Other 0 Access Easement 0 Retaining Wall Native Growth Protection Easement Rockery>4'High Tract Structural on Steep Slope Other APART 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. sia.wvr• 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 i II. PRELIMINARY CONDITIONS SUMMARY '\ \ X 33 �/ ✓ Y ------------- •� -rA EXIIrk ST �a. (� M, rr�T t N x 7 1 ?40—a?fl E�cIST t�\ ui Ld tF17. 7 ti 75 ill m; IL 50 I } CULT. FIELD t •' 11 'i __ /// ' x32\ i X22 \\ z X 2 /ice / �... ` \ \ / X FvI.L DIVE►-oPME r1T �2A�rJAfo� BASIN = 4-4.0 A,- . p2AIWA&E " ;TUpY AREAS c JEI-oPEP PI_-(ZJ)oJS AREA DESEwPED IMPER�►oJS AREA = S-), 5 eA2VCP- 6WHE COMPAW PARCEL '3 tS-t'4M � � A'aa • ,(Q -re.: S.bJ.G. Moos-reR R K c>. i OAES E.�AL AVE.. S. W. Reo-rot I WASU I nI&_rO14 200' •�oltt"t � 'Z.S % = 1.� �S � 2.S to .•,-:.... ?� 43 , ��,� 5,,,,,,,•.� @ �•�0A ^ Z•� BPS P. to'l BUSH, ROED & HITCHINGS, INC. e CIVIL ENGINEERS & LAND SURVEYORS g� �•S �• - '�S - . �� �- SEATTLE, WASHINGTON 323-4144 l- �o SCALE M DATE DRAWN JOB NO 1 � @ (u V S� - c�. 2a �.. .-,• I =Zoo �10'S b9,02 v-1 w.:.. . -�o.E•�1 'T�. = �I .c� '� ,,,..,� . �54.E 1� ���.� (I B Ma n S. • �; 39Q No Bl� River .. t' .� 1 A R 0• • L Athletic I � r ubsta' BM ti ©• n 'field 1 • •, �~ •BeC w r I O '.M.. •• .I'.•, a I 254 i J I bi is t• r• " 1 o A� m BeC tO I BeD BeG• .f•y �� 54 RA ROAD Tu � F d , I ■ h u Woo gti ) I �. t �I —_ rr 13 --- I •` I Cfk3►...�/1 L,[, l kt �l✓0.'�"` N Pu: Py I I I I Ng BeC Golf urse Wo i A m Ur i pA tF� a ' • - - • m a. 130 M - o 6% O THE ( I •"' • o • ' Sew ge R , • or$ Disp sal i m 2 I NgUr \ Ur Ur Ur :•• TW IiTI �Longacre$ _� I Pu Pu .r O ••■ i i R -��� Py I •II' S BeC 405 V Ur. r Ur Wo eD P II ° Track _•i%k. B M`I 29 2T30" Ur v I Url N_g I ( ❑ R s rvoir o r 1 ' 2 2 • So Tu Z `- i Pu m Sk 1 Wo I i i I Pu nE u 25 0 =1 q BM I V U 169 1 203 AgC I - Py - I n Sk Wo -r -- I Ur • I I i InC I O m tJ I AgD I � So 7 }— —{---I — —� ----- ---•— MI 17;_; r 1 Py Pu «... � •� WO Q Wo .. 13M 194 I � illi I � •�.•' Pv 1 •Ur KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.213 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: 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. 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 Planned 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 Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont 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 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 � . al let Q 3 axis r • Is el +�► :�•� �,.� YID Ild PM ��,.��- � :mil ■ i ���� �1 om �. .._ ME�o �.: � . i1IAR at I Zvi t - ; r r ` tip, �,�/r•�1�����i��.�`^`�a►.�;� a 40 WHO Pill it���_����y�� ���w,�. �� •.. r Ilk WOMMI .1 Rill ski o. t NO t 11 � ' U U m ` G 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. w • IV. RETENTION/DETENTION ANALYSIS AND DESIGN • • • V. PIPE SIZING CALCULATIONS • • BUSH, ROED& HITCHINGS,INC. JOB Cp ,,r a,c- C O r 0 CIVIL ENGINEERS &LAND SURVEYORS P 44, p ' �� I A+ I c� 2009 Minor Avenue East SHEET NO. OF Seattle,WA 98102 (206)323-4144 CALCULATED BY SS DATE 3 I �� ILO B R H (206)323-7135 * Fax CHECKED BY DATE SCALE �t o .=-, � `+-�.,�� ate. t,J ��.�1-v�.�c�--•� 1��2_.. i� � � 1 -� QQ ZD(--�' x k?-o C^ .-a + to Sv X w? .......... Y1 y 33 C_� M 3iV� s, k .. ...... r C� = 4A.. h ... . ... by- o , ... . !1 To Tors►.a�.-1�,, _ Q � sue_ ,�KA'j rt caw. k� .s a w ... .. .......... 6► I g Q a . q� s g,2.. .............:.............................................. . ....... ..-.............................................. . ...... cn c w �.a-- -f. .................- e-.......vQs- , w " ,.. ........... ................................................ ......................................................................................................... ................................................. M WOT201.1(SkvoShahs)35.1(Padded)®aoInc.,Grams,MM.01p1.ToO*rPXONETOLLFREE1.200.225-M • HYOROUE 3 C 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 = Z5 Yrs Run Date: OZ-Z5-1993 Rainfall file: CHARTIO File: 9Z141 .ST3 LINE 1 / Q = ZO.Z4 / HT = Z4 / WID = Z4 / N = .01 Z / L = 30 / JLC = 1 ------------------------------------------------------------------------ SWALE TO CB1 / Outfall HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 12.39 16.72 11 .00 8.66 13.56 22 .07 2 2.34 UPSTRM 12.69 16.72 11 .30 8.66 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 = Z4 / N = .01Z / L = 144 / JLC = 1 ------------------------------------------------------------------------ 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.Z0 / HT = Z4 / WID = Z4 / N = ,012 / L = 43 / JLC = 1 ------------------------------------------------------------------------ CBZ TO MH3 / DNLN = 2 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 15.39 24.00 12.25 6 . 11 15. 97 0.00 5.25 3. 14 UPSTRM 15.65 24.00 12 .47 6. 11 16 .23 0.00 5.43 3. 14 Drainage area ( ac ) = 14.00 Slope of invert ( % ) = 0.5000 Runoff coefficient = 0.75 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 = 12 / WID = 12 / N = .01Z / L = 88 / JLC = 1 ------------------------------------------------------------------------ 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 1G.58 0.00 5.88 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 ) = 13.35 Critical depth ( in ) = 7.26 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 19.80 Intensity ( in/hr ) = 1 .68 Upstream surcharge ( ft ) = 2.57 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 5 / Q = 1 .80 / HT = 1Z / WID = 1Z / N = ,01Z / 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 S.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 O = 0.5000 Runoff coefficient = 0.85 Slope energy grade line O = 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 .60 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 6 / Q = 1 . 39 / HT = 1Z / WID = 1Z / N = .01Z / L = 9Z / JLC = 1 ------------------------------------------------------------------------ CB5 TO CB6 / 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 / Q = 0.88 / HT = iZ / WID = 12 / N = .01Z / L = 1Z4 / JLC = i ------------------------------------------------------------------------ CBG TO CB7 / DNLN = 6 H6L 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 2.55 0.79 Drainage area ( ac ) = 0. 19 Slope of invert ( % ) = 0.5000 Runoff coefficient = 0.85 Slope energy grade line ( % ) = 0.0526 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 = 0.45 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 0.88 Line capacity ( cfs ) = 2 .73 ---------------------------- ------------------------------------ 0 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 = iZ / N = .01Z / L = Z00 / JLC = 1 ------------------------------------------------------------------------ CB7 TO CB8 / DNLN = 7 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 17. 12 12.00 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 M = 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 ------------------------------------------------------------------------ • U )0'1", .9. 617. I . . . . . . . . . . . I D H . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ttt 9 : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . e -------------- -----� l JH ------ �J H------- : : : : . . . . . . : . . . . . . . . . . I dOliza 1:, i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . EIC4� ft Li O NU H G L L ------- ----- ----- : : 11.6: : : t.a fits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . :CIO[ 6 3 L2 92 : ' : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11}Aar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ l9N. . . . . ----------------------------------� N ---- . . . . . . . . . . . . . . . . . . . . . . : . : . . . . . : : . . . . . . : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (� 1 : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ----------------------- ------------------------------ : . . . : . . . . . L919 U1, � I • i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E�OV ft= � ire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C �TC�CEH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N G ------------------------------------ H u L L 1t eta l;fit); • VI. SPECIAL REPORTS AND STUDIES • • • VII. BASIN AND COMMUNITY PLANNING AREAS • • • VIII. OTHER PERMITS • • • IX. EROSION/SEDIMENTATION CONTROL DESIGN • • ' - .� So�-r u sE � ����T gAsl � Step 1 . Runoff Volume Detention 1^Icnd�h�;11� soil is hydrologic soil group p o Enter Nomograph 1 , Seci ion 1 with Q soil . o Read vertically to ko-,,.A o Then horizontal into Section 2 to (,q 4jin . precipitation. o Then vertically down into Section-. 3 to a texture. o Then horizontally to I per - acre . o Then multiply �,21 acres x (p po = 'Z�O"�,Z ft. 3. Step 2. Sediment Volume Determinations During Construction From Nomograph 2 in Section 1 o Go vertically from 2o0 ft. to a slope of �, percent. o Then horizontally into Section 2 to K . ( for an ��o�►��:1�Q soil. o Then vertically down into Section 3 to a watershed size of 1.2'1 acres . o Then horizontally and read an annual sediment volume of -7, o ft. 3 per acre. A temporary structure with a two-year life will store : 2 x '�o x ►.,vi = '1 w cu. ft. Sediment Storage . _ '1b ft. 3 Runoff Storage Volume from Step 1 = 20?a2ft. 3 Total Volume of Pond. 3 • : - - Nor2 i� SE� i1�1E�T g1�Sl � Step 1 . Runoff Volume Detention soil is hydrologic soil group o Enter Nomograph 1 , Section 1 with soil . o Read vertically to c_lQarQ.,� o Then horizontal into Section 2 to in . precipitation. o Then vertically down into Section-. 3 to a S; � ��,,,,� texture. o Then horizontally to ` LO O O per - acre . o Then multiply ,q ( acres x j(.p OD = 1 4; (p ft. 3 Step 2. Sediment Volume Determinations During Construction From Nomograph 2 in Section 1 o Go vertically from IjCt-:;o ft. to a slope of 2 percent. o Then horizontally into Section 2 to K for an soil. o Then vertically down into Section 3 to a watershed size of C.q 1 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 l�o x ,q I cu. ft. Sediment Storage . = S5 ft. 3 Runoff' Storage Volume from Step 1 ft. 3 Total Volume of Pond. _ �� S 1 ft. 3 • • j i = Nis L IBM solra ZNFA ME W . =6_FA9.31a9i � 0 m WOWN 0 MEN Mmilm , - , main . MEN ELI Nom � ''Vh�. `�.�� � I n■■mama■■/�■■►.m■■�i�■/■m/■■�i■■■■ ■■■■■�■ � �t■���■■■■■m���t/mama ■■■S C/��■■■■ ■■■ MEN • won �a1■■■ Comm■■ ■ �/ • mama■ son Emmons ■■■�I�/�%■/%■/I/tlit���■■■■■■ ■W■■ • ■/./ilal.■%/.%�//mama■■■ ■1/1mI/■/%I.s/mama■■■mason■■.■■■■■ ■ In pe■ s1 ■►��p��/►imam■■■/■a■■■■tt■■■■■■■■■n■■ 11■/Urt■■■■mmmn■■ ■n■■■m■ma■m■ _ ® 98� • ' rl■riir�■a■■■■■n■■■ ■■■n■■■■■■■■ liossommommumm n■m■■■m■■■■m■■ ■■■■■a■■■o■■ Aaaw onamosommoson son sop aunt■m■■m■■■■■■m■■■mom■■■m■mnm■n■■ • iiTiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii � ►►isiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii ii:iiiiiiiiiiiiiii ■►�m►�m■■■■■ m■■■■mm■m■■■mms■m■■ =a�,aaaam■■■ ■■/mm■■■■■■/■/mama ■a� �\IAA\■n■■nm■n■■■■mmm■mm■■m■■■■■■ ■■m■■■►�\►bbb\■■■■am■■m■■■■n■■■■■■n■ Masan MISIOUa► ■a■a1�■■■■■■■■■■ MILIMMLILIS HERNWILINA ■■as■marlap\IB1 • ■m■■m■■■■ms■■■ • • 1 ■mama■■■/iL'■■\ . •. �ma■■mmmmmm■■n■ mm ■■■m/m■ ■M\ am■s■mm■■■m■n■ 0 MOVE SEEMS • ■m■■msomam am■/■an■son 1• �mm■■mmm■a' • , 1.4002503010500 ==MONSOON on %■/m■aaamm■Av■t■/■►`aim■► C■■■m■a■o 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 slight 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 slight B .20 Neilton slight-moderate. B .15 .Newberg . slight B Nooksack slight B Norma slight B/C .28 Orcas none D .05 Oridia slight 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 slight B Sammamish none C Seattle none C Shalcar slight C .24 Si slight B .Snohomish -slight D . 17 Sultan slight C . 37 Tukwila slight D Woodinville slight C/D 45 . X. BOND QUANTITIES WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH,AND DECLARATION OF COVENANT XI. MAINTENANCE AND OPERATIONS MANUAL