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SWP272250(3)
CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STORMWATER DRAINAGE REPORT e �k a; LjE' OF VALLEY DISTRIBUTION CENTER LIND AVENUE SW & SW 27TH STREET RENTON, WA FOR PUGET WESTERN, INC. 19515 NORTH CREEK PARKWAY, SUITE 310 BOTHELL, WA 98011 " RVA APRIL 1996 0 of WA R.E. JOB NO. 96032 1519 West Valley Highway North/Suite 101 Post Office Box 836/Auburn, WA 98071 206-833-7776 Fax 206-939-2168 TABLE OF CONTENTS I. PROJECT DESCRIPTION II. STORMWATER DETENTION CALCULATIONS III. STORMWATER TREATMENT CALCULATIONS IV. TESC CALCULATIONS V. STORM DRAINAGE REPORT FOR VALLEY D.C. BY BUSH, ROED & HITCHINGS, INC. PROJECT DESCRIPTION PROJECT DESCRIPTION Valley Distribution Center is a 34.33 acre parcel located between East Valley Highway, Lind Avenue, Southwest 23rd Street and Southwest 27th Street. The property is owned by Puget Western, Inc. Puget Western now proposes a 464,000 sf building with associated parking and landscaping. A preliminary site design was completed by Bush, Roed and Hitchings, Inc., (BRH), in October, 1995, and approved by the City of Renton. In this report, several references will be made to this preliminary design report. Use of the preliminary report was accepted by the City of Renton building permit review department. Only minor changes were made to the site plan or storm drainage system. The changes are as follows: 1. The building increased by 4000 sf, but the total impervious area remained the same. 2. The parking area in the northeast corner was removed, although this area was included in the calculations due to the assumption that it may be paved in the future. 3. The wetpond area is larger. 4. Minor changes were made to final paving grades. 5. A large preload pad will be constructed for the entire building area, with associated revisions to the TESC ponds. Final design calculations for this project are within the BRH report, unless revised by this site design. The existing site conditions, biofiltration design calculations and the Level 1 Downstream Analysis may be found in the BRH report. The wetpond, detention pond control structure, temporary erosion and sedimentation control calculations were revised and are included in the following sections. Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET DESCRIPTIONPROJECT OWNER AND PART 2 PROJECT LOCATION ' PART 1 PROJECT ENGINEER AND ProjectOwner .�:()L-EFT WcST�YLn1 , ZrJG Project Name V)�T e. P57419aTa,J CENT02 Address Iq S t s rJort H GR, K P�iUf��YrE O Location Phone 0*�FLUOi, A 9t0!!�:(U&P)1987- (o5S(o _ Range Township 5 E Project Engineer fFDRo r�EbULr�/4-n/ g CompanyZWC Section 22 30 ��� T �<NE��ram/�- � Project Size Z5, AC Address Phone 151 g (WLrST. Vkt c�fZaH�r"L,�7e1�( 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 Q DOE Dam Safety Q Structural Vaults CZ� Commercial Q FEMA Floodplain Q Other Q Other Q COE Wetlands 0 HPA PART 5 SITE COMMUNITY DRAINAGE.BASIN Community C-l'tY 6 2E7�1 ZorJ Drainage Basin 5�2c>JCr P�2t3c�rc.. GR�.�-tC. ►2.�5i ,J PART 6. SITE CHARACTERISTICS Q River Q Floodplain Q Stream Wetlands 51-r t Q l T r-I l r j P!1 J,PC-YU'(y Critical Stream Reach Q Seeps/Springs W Q Depressions/Swales Q High Groundwater Table Q Lake Q Groundwater Recharge 0 Steep Slopes Q Other Lakeside/Erosion Hazard PART.T'SOILS Soil Type Slopes Erosion Potential Erosive Velocities 50D k 0 r•kS►-t I n Nb 2 D1 S w :r) 50 r^c- p�C-rJT A c- 51vT C. V-C-A jA.f--� per,Po�� Q Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (T1R) WORKSHEET .-PARTS DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT 0 Ch.4-Downstream Analysis Roy T 0 0 a 0 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION ( Sedimentation Facilities [�r Stabilize Exposed Surface Stabilized Construction Entrance Lli?5 Remove and Restore Temporary ESC Facilities Perimeter Runoff Control 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 Other PART 10 SURFACE WATER SYSTEM Grass Lined Channel 0 Tank Infiltration Method of Analysis Pipe System Vault Depression r-c- '''"Ap,)J A-t_ Open Channel Energy Dissapator Flow Dispersal Compensation/Mitigation Dry Pond Wetland Waiver of Eliminated Site Storage Q Wet Pond Stream 0 Regional Detention Brief Description of System Operation fAVIN& AYL�.,,} VAA 200,- K er_6 z✓C Az Facility Related Site Limitations Additional Sheets Attatched Reference Facility limitation ;i PART11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) i Drainage Easement i0 Cast in Place Vault Other Access Easement Retaining Wall N 0 Native Growth Protection Easement 5T,xLv" FF1-c.1 L-1-fi L S I Rockery>4'High 0 Tract i,,17�1AJ 0 Structural on Steep Slope ® Other SIGNATUREOF 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. S D.a 1/90 STORMWATER DETENTION CALCULATIONS JOB VM-1 OsY pc- 96P-03 'Z SHEET NO. OF CONSULL LING EN NEERSCIVILAND STRUCTU-_rRALJ CALCULATED BY op��+`��.v DATE q � 1519 West Valley Highway North/Sufte 101/Auburn,WA 98001 CHECKED BY DATE Post Office Box 836/Aubum,WA 98071 206-833-7776 Fax 206-939-2168 SCALE �I'L�N�r DF 5Z©�.wti p�-n17�on1 ��- 2/ GD � Co,D Y2 �"o�-vY1 cSL�WIs ReTiDt v'A i rQ S f T ems' O I.SC+-tAa-b 25 C,©,JO(To.1 (�tYo2a�oC�f� SoCc, Gr/GOu� 'fJ' �Pe2✓ = L2, 3g A-e.. ; Cn1= 13'7 PZ = 2,o //-t.L (� ��•,p a ,0 14e ; CAI - 9$ Pm = 2,4 /^'/H/Z A- ' A- p , /s olo Ac, C"j 12, 15 Pts�t ,.t s c o 2►^-� (z�f-+-t 2� P K �E v zo PAD (,(Al CC O CW_� D t S C4-f is 2 Co E 01 S CH 4-2 C,E' Z`C 2 2. 3O c,FS 8,°i 5 CFS to GFs 13.cos C�F=S CG-o `L,2 -i.3(.0 CF% C- S SPECIFY STORM OPTION: 1 . S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 2, 24,2 . 0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2. 00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 22 .38,89, 0,98, 84. 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 22 .4 22 .4 89. 0 .0 98. 0 84. 6 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2 .30 8. 17 82418 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\2Y-PRE.HYD SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 2, 24,2 . 0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4 . 32 ,90, 18. 06,98, 12 .78 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 22 .4 4 . 3 90. 0 18 . 1 98 . 0 12 . 8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 8.95 7.83 133325 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\2Y-PST.HYD SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10,24, 2 . 9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2 .90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 22 . 38, 89 , 0, 98,84 . 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 22 .4 22 .4 89. 0 . 0 98 . 0 84 . 6 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4 . 47 8 . 00 145075 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\10Y-PRE.HYD SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10, 24 , 2 . 9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4 . 32, 90, 18 . 06, 98, 12 . 78 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 22 .4 4 . 3 90. 0 18. 1 98 . 0 12 . 8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 13 . 65 7 . 83 204405 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \DRAWINGS\96032\HYDRO\10Y-PST.HYD SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100, 24 , 4 . 0 ---------------------------------------------------------------------- ******************** S.C.S . TYPE-1A DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 4 . 00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 22 . 38, 89, 0,98, 84 . 6 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 22 .4 22 .4 89 . 0 . 0 98. 0 84 . 6 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7 . 36 8 . 00 226189 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \DRAWINGS\96032\HYDRO\100Y-PRE.HYD SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100, 24, 4 . 0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 4 . 00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4 . 32 , 90, 18 . 06, 98, 12 .78 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 22 .4 4 . 3 90. 0 18 . 1 98 . 0 12 .8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 19 . 40 7 .83 292295 ENTER [d: ] [path] filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\100Y-PST.HYD RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA E: \DRAWINGS\96032\HYDRO\CS-DATA.DAT DISPLAY ROUTING DATA (Y or N) ? Y ROUTING DATA: STAGE (FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 20 .73 9442 . 0 . 0 .40 1. 04 18885. 0 . 0 . 60 1. 27 28328. 0 . 0 .80 1. 47 37770. 0 . 0 .90 1. 56 42491. 0 . 0 1. 00 2 . 34 47213 . 0 . 0 1. 20 3 . 00 57601. 0 . 0 1.40 3 .49 67988 . 0 . 0 1.50 3 .71 73182 . 0 . 0 1. 60 5 . 19 78376. 0 . 0 1. 80 6. 49 88763 . 0 . 0 2 . 00 7 . 47 99151. 0 . 0 AVERAGE PERM-RATE: . 0 MINUTES/INCH ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: C: \DRAWINGS\96032\HYDRO\100Y-PST.HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 19 .40 6. 31 292215 INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 9 . 00 8 . 67 10. 77 c 0'i T t'0 - ovem Ft-o LIV a-Lev PEAK STORAGE: 87330 CU-FT N o-w-:EI..Ld."i'1 < -roe ov=wit PDnj c C b w-3 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \DRAWINGS\96032\HYDRO\100YRTE SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: C: \DRAWINGS\96032\HYDRO\10Y-PST.HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 13 . 65 3 . 28 204370 INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 9. 00 10. 50 10. 31 PEAK STORAGE: 63540 CU-FT ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\10YRTE SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\2Y-PST.HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 8 .95 1. 87 133287 INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 9. 00 11. 00 9. 94 PEAK STORAGE: 44380 CU-FT ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\2YRTE SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE S JOB L7i1W �GI � GL � 01@ `V' O SHEET NO. OF CONSULTING ENGINEERWMLAND STRUCTURAL C� CALCULATED BY � DATE ` 1519 West Valley Highway North/Sulte 101/Auburn,WA 98001 CHECKED BY DATE Post Office Box 836/Aubum,WA 98071 206-833.7776 Fax 206-939-2168 SCALE ��7t�TrWr1 Fin Q.�'Z�►J2,r T�3 L� Ck0 5L 1, 5 2� 7, ` 7 STORMWATER TREATMENT CALCULATIONS STORMWATER TREATMENT CALCULATIONS BIOSWALE REQUIRED: See bioswale calculations in Storm Drainage Report for Valley D.C. by Bush, Roed & Hitchings, Inc., Sept. 95, Chapter 4. Bottom width = 20.0' Slope = 0.2% n = 0.8 Sideslope = 3H:1 V 100-yr design flow PROVIDED: Current bioswale design matches the above requirements. WETPOND REQUIRED: See wetpond calculations in Storm Drainage Report for Valley D.C. by Bush, Roed & Hitchings, Inc., Sept. 1995, Chapter 4. Based upon: Impervious area to wetpond = 340,588 sf Design water surface area = Impervious area * 1% = 3406 sf Pond #1 water surface area = Design area * 10% = 341 sf Pond #2 water surface area = Design area *45% = 1533 sf Pond #3 water surface area = Design area *45% = 1533 sf Permanent Pool Volume (Pt-wq developed storm) = 13,504 cf PROVIDED: Current wetpond design matches the above requirements. Design water surface area = 10,260 sf Pond #1 water surface area = 2232 sf Pond #2 water surface area = 3240 sf Pond #3 water surface area = 4788 sf Permanent Pool Volume (Pt-wq developed storm) = 20,582 cf JOB l/+r-L-C Y D Q— ©� z LR1L:J L1 lS �GL �UU�LJ LIG � Om@O SHEET NO. OF CONSULTING ENOINEE tSICIMLAND STRUCTURAL CALCULATED BY pea DATE 1619 West Valley Highway Notth/Sulte 101/Auburn,WA 98001 CHECKED BY DATE Post Oftioe Box 836/Aubum,WA 98071 206-833.7776 Fax 206.939-2168 SCALE ��✓2-y�c�-r Ov�vt.. ��� S�i�c.J �.�¢-y Pr�c k- c, UA-R-A �.2 3.21 HbI2 3 {H ,r Q,ZI 2�O�c1 ( �veT porn/-0 O�c�T Wl E�2 S7/2u C�ru 2� L- C z(j r1 F 60 IN Co A-P Ok.tt,E7' m q-N HQL z W PV�4 Q� c CL - n ?ONO ot stvl W IS. /1�k D, ta , q= f 3 ,5(v TESC CALCULATIONS JOB V A�'( V 010 DM@l] SHEET NO. OF CONSULTING ENGINEERS/CMLAND STRUCTURAL ��y�J CALCULATED BY � "`� DATE 1519 West Valley Hlghway NoMWSutte 101/Aubum,WA 98001 CHECKED BY DATE Post Office Box 836/Aubum,WA 98071 206-833-7776 Fax 206-939-2168 SCALE bE'Cen.w���J�' ,Dtsc�t-r.4-rc.�C TD T�"SG Gb.•yp rio M St UT LO kYn, 5'0t� R2eYa G /m oos - 0,0 A<. ; Gn/ _ 8 9 P,frJ/LBto a2 20, 0 GN = 69 bl..a, e-L.e 4yZfA ,00= y,o 5 + Tt ; 0L4 n s : p 05 p o,s Soot�{ 0,005 /ter z 2`b T L TrlL-A-v&-i_ -(L-11:_5'( L-_ /5m F-r so = O,Ooz P-t//--- 2 8.c> JOB 1( /✓ SHEET NO. OF CONSULTING ENGINEERS+CMLAND STRUCTURAL CALCULATED BY DATE 1519 West Valley Highway North/SuRe 101/Aubum,WA 98001 CHECKED BY DATE Post Office Box 836/Aubum,WA 98071 206-833-7776 Fax 206.939-2168 SCALE S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 2, 24,2 . 0 ---------------------------------------------------------------------- ******************** S.C.S . TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0,89, 20, 89, 56. 2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 20. 0 . 0 89 . 0 20. 0 89 . 0 56. 2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) Q.L = 2 . 57 8 . 00 73858 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\DRAWINGS\96032\HYDRO\2Y-TESC.HYD S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100, 24 ,4 . 0 ---------------------------------------------------------------------- ******************** S. C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 4. 0011 TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 0, 89, 20, 89,56.2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 20. 0 . 0 89 . 0 20. 0 89 . 0 56. 2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) ioo 8. 04 8 . 00 202858 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \DRAWINGS\96032\HYDRO\100YTESC.HYD JOB SHEET NO. OF CONSULTING ENGINES S/CIVILAND STRUCTURAL CALCULATED BY DATE 1519 West Valley Highway North/Sulte 101/Auburn,WA 98001 CHECKED BY DATE Post Office Box 836/Aubum,WA 98071 206-833-7776 Fax 206-939-2168 SCALE ' - = Z, 57 c SA = 2 Cry /Q,Oc?D9(o �35y 5� �, '� � N/?/N. ,Q�= ��/ �"tkt✓ r"vr�©�' a2/�G�C TD .jG7%C rvr OF �tV� :r, / !f�'Z• �:.�U�'� .%!�''s{.,S(.C�"GG,:� "J, / 7�i2C1 2-rClu�c. .5//lt;sliv/'C� �CSi�IC-TtI��� rt7T�-1 � 3, u 4$`' O PL —Lo ac= LcsP-r---I A 1*712, r, (c.Lc. ;� `; (40 �,ou (IF-5 W lob �ZrZ.1 tr}'rCK//�GCr O 2 t 02rF/LC" /PLC/��f�o = 4s °,S Lls�< PdNt7 ,1rt �G/� � /"t5 = 301x/SO, = 5voo Zr- 53S S� [v� J Ct0 = D, 4�717 Z 9 �r oY2rFr< D�: �n O = Zit -�- = 0.-7 Z 1►`� STORM DRAINAGE REPORT FOR VALLEY D.C. BY BUSH, ROED & HITCHINGS, INC. (LAST REVISION - SEPTEMBER 1995) MAINTENANCE REQUIREMENTS �• J r' s STORM DRAINAGE REPORT a - FOR A VALLEY D.C. LOCATED BETWEEN LIND AVENUE, EAST VALLEY HIGHWAY, S.W. 23rd STREET AND S.W. 27th STREET, RENTON, WASHINGTON BY BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102 .PH: (206) 323-4144 FAX: (206) 323-7135 BRH JOB NO. 95216 . 00 PREPARED BY: JOHN E. ANDERSON, P.E. f 1 CONTENTS I . PROJECT DESCRIPTION II . TEMPORARY EROSION AND SEDIMENT CONTROL CALCULATIONS (ORIGINALLY APPROVED REPORT DATED 7/24/92) III . REVISED DETENTION FACILITY (APPROVED DETENTION POND SIZING CALCULATION DATED 10/5/92) IV. WETPOND AND BIOFILTRATION SWALE SIZING FOR VALLEY D.C. valley Distribution Center is a 34. 33 acre parcel located between East valley Highway, Lind Avenue, Southwest 23rd Street and Southwest 27th Street. The property is owned by Puget Western Inc. In 1992, Puget Western Inc. obtained approval of a 10 lot binding site plan for the property. The binding site plan created 7 buildable lots and the remaining three lots were set aside as combined wetland and storm water detention areas. Puget western Inc. is now proposing the construction of a single 460, 000 square foot building on the site. Lots 1 through 8 of the binding site plan would be consolidated into a single 22 . 38 acre lot. Lots 9 and 10 would remain wetland and storm water detention lots. Puget western Inc. obtained approval to grade and install the permanent storm water detention system in 1992 . This work was completed in 1992 . Grading permits were also obtained for Lots 1 and 2 of the binding site. Building preloads and erosion control facilities were installed under the permits- for Lots 1 and 2 . No work has occurred on the site since completion of the grading for Lots 1 and 2 . The existing site is now covered with tall grasses. There are no building structures located on the site. Silt fence, interceptor ditches, sedimentation ponds, soil stock piles, building preload pads and storm drainage structures installed in 1992 are visible features across the site. The site does contain wetlands. Lots 8, 9 and 10 were designated wetland and storm water detention lots. Lot 8 is located in the center of the site. City of Renton revised the sensitive area ordnance for defining wetlands. Under the new guidelines, the area within Lot 8 is no longer classified as wetland. Also, a small area in the southeast corner of Lot 7 is no longer classified as wetland. wetlands and mitigated wetland boundaries within Lots 9 and 10 were established under the binding site plan. Mitigation work was completed in 1992 . The proposed site plan for this application has been developed using the existing wetland buffers. Some work will be required to complete the storm water connections to the Lot 9 detention area. Disturbed areas will be restored -using the same techniques that successfully established the mitigated wetland areas . Puget Western Inc. is proposing to construct a 460, 000 square foot distribution facility. The project would be named valley Distribution Center. There will be two access driveways along East valley Highway and one access driveway to .Southwest 27th Street . The main structure will be 530 feet wide by 815 feet long. Maximum height for the structure is 50 feet. Office pods will be at the corners and midpoint of the main structure. The main structure will have 4 foot minimum dock high doors. Two handicap and 6 standard parking stalls will be provided near each office pod. Additional parking is provided around the north, east and west site perimeter. Holding the boundaries of lots 1 through 8, the buildable area is 22 .38 acres (974, 945 s. f. ) . The warehouse will cover 431, 950 s. f. and there is approximately 27, 500 s.f. of office area. Asphalt and concrete paving surrounding the structure will cover 7.51 acres (327, 166 s. f . ) . The site plan provides approximately 470 standard parking stalls. Total area for landscaping is 1. 74 acres (75, 980 s.f. ) . Storm water runoff- from the site will be conveyed to the existing detention pond located in the southwest corner. The pond was designed according to the 1990 King County Storm Water Manual as approved by city of Renton. Pond sizing calculations approved by city of Renton were prepared by Bush, Roed & Hitchings in October of 1992 . The following areas were used in calculations: Total area = 22 . 0 acres Impervious area = 18 . 7 acres Pervious area = 3 . 3 acres Development of valley Distribution Center will have nearly the same pervious/impervious areas approved for the detention pond design. Therefore the detention pond volume approved for the original design still applies for the proposed site development. The following is a summary of the areas for the proposed development: Total area = 22 .38 acres Impervious area = 18 . 06 acres Pervious area = 4.32 acres Comparing the original design surface areas to those proposed for this project shows the existing detention pond will have adequate capacity. The wetpond configuration has been revised because revisions to the design manual now allow developed storm water flows to enter the facility. This allows the wetpond to be located just downstream of the biofiltration swale. The advantage of this location is that considerably less earthwork is required. r It was not cost effective to separate the storm water runoff from the roof and asphalt pavement areas under the original design. Therefore the wetpond was sized for a tributary area of 18.7 acres. With the single building being proposed for the current development, it is possible to separate the roof and pavement drainage systems. The pavement area tributary to the wetpond for the new site plan is approximately 8 acres . Reducing the wetpond tributary area results in a significantly smaller pond size. The storm drainage section of this report will include the following documents: 1. Temporary Erosion and Sediment Control Calculation with last revision date 7/24/92 . This contains the originally approve design calculation for the project. Signing engineer for the calculation was Ronald Goldy. 2 . Revised Detention Facility calculation dated 10/06/92 . This contains the approved calculation for the detention pond located in the southwest corner of the site. The detention pond was constructed in 1992 . Signing engineer for the calculation was John E. Anderson. 3 . Wetpond sizing calculations for the new site plan. 4 . Biofiltration swale sizing calculations for the new site plan. Copies of the approved reports have been submitted because these documents were approved by the city of Renton for the complete build out of the site. The reports contain the approved calculations for the time of concentration, downstream analysis, detention pond sizing, and other information required in the T.I .R. format. The previously approve storm report information is still applicable to the proposed development. Therefore, the existing reports address the design requirements for the new project. II . TEMPORARY EROSION AND SEDIMENT CONTROL CALCULATIONS The following report contains the originally approved storm drainage report for the site. Report information included: 1. Sediment pond sizing calculations 2 . Level I downstream analysis 3 . Time of concentration calculation 4 . Storm water detention calculation using a concrete vault. (This was later revised to an open pond. See section III for pond sizing calculations. ) 5. wetpond sizing calculation 6. Biofiltration swale sizing calculation 7. Conveyance pipe sizing calculation TEMPORARY EROSION AND SEDIMENT CONTROL CALCULATIONS 1. FOR PUGET WESTERN LOCATED AT THE SOUTHEAST CORNER OF THE INTERSECTION OF LIND AVENUE SOUTHWEST AND SOUTHWEST 27TH - RENTON, WASHINGTON r" BY BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102 (206) 323-4144 BRH JOB NO. 90341. 04/ENG 40-B APRIL 24, 1992 0 �Ev SEo JuLY 7 2- Q. � woF �� ,p 20703 AL EXPIRES EXPIRES 12/1/ ¢/s clef r AT Fotz ' puC.ET- ..se:�TErztil P-EO-rp^1 `A A . USt rJ� tLt�v c..pc�►.1TY Nc�T�-l0� F o 2. S�'��►.l C� Ise D �cOtM�►.ST �pRA,vE Fbnl� C ����PTEtL S scx i- TYf'tr - G_,r.10: SILT L off n't 1�`�OR.oL-OG 1L Gy RLt3 P _ E Ro p 1 P�t L►i-Y O.3Z Sao_ Shy b QI' ► AP-�A !ZQ�O�O CTOT'A:L A ?-CA TRIBwTA-R.`I-M TESG Po�.tDS�— U5E Z. 2 --m 'l.4 N S't'o e M Q = Z, C S aA 51ti-�-7> 4L �4 e Z.'Z 2.2 Ls= cJhia -ro-rr�� REAc ti D1STArAC S ..J/T•N C .LOPE• a\IF-eAGE . 0 O Ll L oTAtr DtiSTAH GE . 00 2't •0227 --.4'= gtoo . Oo 3Z. tSite L V A = /l 0 C.32 ("5) I.o� ►.�i _ (o3co� 76 i-1 Es c_ EA S l .2.o � l L 5E p = C . �3 bS To N/AC) ( 10 A c., 6.310 To,.l S. - V Sc� = LS��j� �o.�� = �•fl5� Td�r sEv '3 - o Co r-1 PVT►IJ 6 �.x1Q��C..0 �.�A- �(�gt•.11 izE fl� 00 o-t (.o sew. CG I VE7 (Q,�) c�- 110 A vjli- GE = E-ctS-r%l"cQ' RIJQGFr e-oC-FFtC- Ea,17 i"r<m-N4s,T,.f (10 55 ►� ► -Est- sue- �1 . Is/u cz ► Coto) _ (. .T) ( 4,G) (to) = 2.Z5 GF5 Z.5c) SF BUSH,ROED&HITCHINGS,INC. JOB CIVIL ENGINEERS &LAND SURVEYORS SHEET NO. OF----- 2009 Minor Avenue East Seattle,WA 98102 CALCULATED BY DATE (206)323-4144 BRH (206)323-7135 Fax CHECKED BY DATE SCALE .......... ............................................................................................................................................................ .................................................................. .............. .................... ...... ....................................................................................... ............................................................................................... Via ..........- . ...... ................ ........................... ............................. 7 ........... ........ .................. ............ sc-) :C� t-70 ... .......... 0c) ....................-........... ......... .......... ............ . ...... ........................................... ...................... o .......... 9 11 ------*.............. ................... >0 ............................................................................................. ............... .................................... ...... ............. .............. . .............................. ..................... ...................... ... ............ ................................. .... ....... 7) r cAj pro-3-0—ci—I eo.% ................. ... . ........ Kwtp— ► v,*-cA-cN e-A} nse.c e- ............. PC-pm'r�......... .................................... .. .. ............. 9�1�.+f► W-5 L N-0 ... ............ .......... ReA ... ................ ...................... .......... ........................ . .......... :2 Q-0.4.........c). .... ............ .................... 4 : ......... ..... .. A. t4k. wit l a. U4jA ... ....... . ---cu% r ........... pm=2i4-l;s;0m.w Ms., M.T.&ORM mom"Was-m LEVEL I DOWNSTREAM ANALYSIS: PERFORMED JULY 10, 1991 (HOT APPROXIMATELY 75°NO RAIN FOR SEVERAL DAYS) Upstream Drainage: Two large (-36") corrugated metal pipes convey upstream drainage onto the northeastern edge of the site where the wetlands area starts. Drainage flows west across the northern edge of the site in a 4 foot swale of approximately 3 foot depth. The size of the upstream drainage basin is large and on this day there is a sizable flow in the swale. Downstream Drainage: The downstream analysis starts at the northwest corner of the site in the wetlands area where the swale flows into 2 - 8.8' x 12' C.M.P. arch pipes that drain under Lind Avenue Southwest approximately 180 feet. Drainage flows into a larger swale at this point (" 10 feet wide) and continues to the west. Flow in this swale is at approximately one-half foot per second as the swale is very flat. At approximately 1,800 feet to the west, drainage intercepts Springbrook creek, which flows from southeast to the northwest. This creek is approximately 13 feet wide and appears to flow toward the east side of Longacres race track. The total length of analysis performed is approximately 2,500 feet. LOA U► AkF 1 ` — TI ! BeC oC; I • �I BeD 1 I Park Pc I 9 ski-===`: '� • L.a m IBec 1 �•. /; n BeD , i 5tP aA ao/or �• h i' 1 Ur p,oE - , 1 r • m AkF ` 1 G I , Wo 1,1C •�'•,• ,, Ur v' v 1 Inc i Wo I '-4 — rr.•� N Pu Ur AW 13 --- i i 1 I t I — AMC a� g I BeC i Goll urse Ur I - y , !nC i � i PP Ifs a i' � _ - _ '"•- 130 M 1k�� Sew ge ORTNE ,i Subs b'AlrtC�oC + al Agc t •wi 2 Ng Ur Ur :120 : °O }iI Ago I , J _ 1 t ?Q M 16 9 I ? Ur ••.� ��i.L 1 +• i i��" ur Pu � .ton4aued�� I Pu .+ c •~ ' Rpcf ',rm Pr wo aD ~+� ':• Y •• o , Track — _ B —�— —_---�?► ACC 27'3(Y" Uri ti N s rvoir z SI'�E Pu SOO. SILT LOAM i Wo I I p u I Pu 29 I 25 169 �3 AgC Z o Ur� r) Py Sk 1 , -- ry r WO i r AmC i 1 r Tu `\ Ag Ur �1 , - i A�D; 7 mB I • $O 177 I Py Pu Wo Sm 19A ' '`• �'r� 1 3. AgC AmC' Py „M Ur I • -Art+B Py i Ur a '• •� - M Ng K - COONf\1 351 _ ••IBM wo � v y 1 SuRV�y ta' F Nk I 1 c Ng p I Br Re 1 Ur 1 Wo _ � • •• - 1 Ur PY Os \ 1 I 1 Z• a 11 t I Aac _ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 0 To complete the design of the temporary sediment trap: a. The "Pond Geometry Equations" section in the "Reference' portion at the back of the Manual may also be useful in designing the sediment trap. b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. This ratio is included in the computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. C. Determine the bottom and top surface area of the sediment storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the required settling volume. (see Figure 5.4.4C) TABLE 5.4.4A HYDROLOGIC SOIL GROUP OF THE SOILS IN KiNG COUNTY SOIL SOIL EROD- EROD- HYDROLOGIC IBIUTY HYDROLOGIC IBIUTY SOIL GROUP GROUP* FACTOR,'K" SOIL GROUP - GROUP* FACTOR,'K' Alderwood C 0.15 Orcas Peat D 0.00 Arents,Alderwood C 0.15 Oridia D 0.49 Arents, Everett 8 0.17 Ovall -C 0.17 Beausite C 0.15 Pilchuck C 0.10 Bellingham D 0.32 Puget D 0.28 Briscot D 0.32 Puyallup B 0.28 Buckley D 0.32 Ragnar B 0.32 Coastal Beaches Variable 0.05 Renton D 0.43 Earimont Silt Loam D 0.37 Riverwash Variable Edgewick C 0.32 SaW C 0.37 Everett A 0.17 Sammamish D 0.37 Indianola A 0.15 Seattle D 0.00 Kitsap C 0.32 Shacar D 0.00 Klaus C 0.17 SI Silt C 0.37 Mixed Alluvial land Variable 0.10 Nedton A 0.10 Sultan C 0.37 Newberg B 0.32 Tukwila D 0.00 Nooksack C 0.37 Urban Variable - Norm. Sandy Loam D 0.24 Woodinville D 0.37 HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Sods having high Infiltration rates, even when thoroughly wetted,and consisting chiefly of deep,well-to-excesstvefy drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate Infiiltration rates when thoroughly wetted, and consisting chiefly of moderately Me to moderately coarse textures- These sods have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of sods with a layer that impedes downward movement of water, or sods with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Sods having very slow infiltration rates when thoroughly wetted and consisting chiefly of day sods with a high swelling potential,sods with a permanent high water table, sods with a hardpan or day layer at or near the surface,and shallow sods over nearly Impervious material. These sods have a very slow rate of water transmission. From SCS,TR-55,Second Edition,June 1986, Exhibit A-1. Revisions made from SCS,Sods Interpretation Record, Form 05, September 1988. w a � � � ;cam.. ����� P '/� • Emil IWO till ISM, _ Fj, FWA A ��r� C7 r .. � x IS vnlues for following dupe lengtlu f,ft(m) IS values for following dupe Icagths f,ft(m) P n Slope Sl.y a Krnrlicul In :11 111 40 sit 60 70 80 90 100 150 200 250 300 350 400 450 600 600 700 800 900 1000 n rnliu r,'', (301 I11).1) 19.1) 112.Y1 (I5.2) (18.1) (21.:1) (21.4) (27.1) (3n.5) (dfi) lfill (7fi) (91) (107) (122) (137) (152) (183) (213) (244) (21/) (305) Q 0.5 IIJai 0.07 1107 11.08 0.08 0.09 0.01.) 0.00 0.09 0.10 0.10 0.11 0.11 0.12 0.12 0.13 0.13 0.13 0.14 0.1-1 0.14 0.16 0.15 I IM1:1 I 1IJI►1 II.1M1 (I In 0.10 0.11 0.11 0.12 n.12 n.12 0.I2 ().1.1 n.1.1 (►.IS n.IG 0.16 0.Ifj 0.17 0.17 0.18 0.18 0.19 0. 0.20 Z 11.111 0.12 11.11 0.15 0J4 11.17 0.18 0.19 0.19 0.20 0.23 0.25 0.20 0.28 0.29 0.30 0.32 0.33 0.34 0.1G 0.37 0,39 0.40 [ �] :I 11.11 0.18 0.20 0.22 0.23 0.25 0.26 0.27 0.28 0.29 0.32 0.35 0.38 0.40 0.42 0.43 0.45 0.46 0.49 0.51 0.54 0.55 0.57 .� I 1).16 11.21 0.25 0.28 0.10 (1.13 0.35 0.37 0.38 0.40 0.47 "3 0.58 0.62 0.66 0.70 0.73 0.76 0.82 0.87 0.92 0.96 1.00 (n 5 0.17 0.24 0.29 0.34 0.18 0.41 OAS 0.48 0.51 0.53 O.tlti 0.70 0.85 ,0.91 1.00 1.07 .1.13 1.20 1.31 1./2 1.51 1.60 I.69 � G 11.21 O.:In 017 0.41 n.48 0.52 0.56 0.60 0.64 0.67 0.82 0.Q5 1.06 1.16 1.26 1.34 1.43 1.50 1.65 1.78 1.90 2.02 2.13 7 0.26 0.37 0.45 0.52 O.SB 0.61 0.69 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.54 1.65 1.75 1.81 2.02 2.18 2.33 2.47 TO y 12'1:1 8 n.:11 o.44 n.54 0.63 0.70 0.77 0.83 0.80 0.91 0.99 1.21 1.40 1.57 1.72 1.85 LOS 2.10 2.22 2.43 2.62 2.80 2.97 3.13 x 9 11.:17 o.S2 0.64 0.74 0.81 0.91 0.08 1.05 1.11 1.17 1.44 I.66 1.85 2.03 2.19 2.35 2.49 2.62 2.87 3.10 3.32 3.52 3.71 _ z III;1 10 0.43 0.61 0.75 0.87 0.07 Lon, I.IS 1.22 1.30 1.37 1.68 1.01 2.10 2.37 2.50 2.74 2.90 3.06 3.35 3.62 3.87 4.11 4.33 II 0.50 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 1.93 2.23 2.50 2.74 2.95 3.16 3.35 3.53 3.87 4.10 4.47 /.7/ /.99 8:1 12.5 0.61 0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 6.76 6.08 O 15 o.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.50 3.13 3.02 4.05 4.43 4.79 5.12 5.43 6.?2 6.27 6.77 7.24 7.68 8.09 6:1 1fi.7 0.96 1.36 1.67 1.92 2.15 2.36 2.54 2.72 2.88 3.04 3.72 4.30 4.81 5.27 5.69 6.08 6.45 6.80 7.45 8.04 S.GO 9.12 9.62 Z 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 12-90 N p 4Y,:1 22 1.51 2.13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 6.84 6.75 7.54 8.26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 11.31 15.08 A 4:1 25 1.86 2.63 3.23 3.73 4.16 C." 4.93 5.27 5.59 5.89 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 16.66 17.67 18.63 7p 3o 2.51 3.56 4.36 5.03 5.62 6.16 6.65 ?A 1 7.54 7.95 9.74 11.25 12.57 13.77 14.88 15.91 10.87 17.78 19.48 21.04 22.49 23.86 25.15 ,n 1:1 11.3 2.98 4.22 6.17 5.96 6.67 7.30 7.89 8.43 8.05 0.43 11.55 13.14 14.91 16.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82 y 35 3.23 4.57 5.60 6.46 7.23 7.92 8.55 9.14 9.70 10.22 12.52 14.4G 16.16 17,70 19.12 20.44 21.68 22.8('i ?5.04 27.04 28.91 30.157 32.32 n 2%:1 40 4.00 S.fifi 6.93 8.oO 8.95 9.80 10.59 11.32 12.00 12.65 15.50 17,89 20.01 21.01 23.67 25.30 26.84 28.29 30.99 33.48 35.79 37.96 40.01 ft1 45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 18.62 21,50 24.03 26.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07 2:1 5n 5.64 7.97 9.76 11.27 12.60 13.81 14.91 15.9.1 16.91 17.82 21.83 25.21 28.18 30.87 33.34 35.G5 37.81 39.85 43.66 47.16 50.41 53.47 56.36 55 6.48 9.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.97 32.39 35.48 38.32 40.97 43.45 45.80 50.18 64.20 57.94 61.45 64.78 I Y.:1 57 6.82 964 11.80 1.1.63 15.24 16.69 18.03 19.28 20.45 21.55 2G.40 30.48 34.08 37.33 40.32 43.10 45.72 48.19 52.79 57.02 60.9G 64.G6 68.15 m GO 7.32 10.15 12.68 14.64 16.37 17.93 19.37 20.71 2t.96 23.15 28.35 32.74 10.60 40.10 43.31 46.30 49.11 51.77 5G.71 61.25 65.48 69.45 73.21 I%:I 6G.7 8.44 11.93 14.61 16.88 18.87 20.67 22.112 23.87 25.31 26.68 32.68 37.74 42.19 46.22 49.92 53.37 56.60 59.66 65.36 70.60 75.47 80.05 84.38 70 8.98 12.70 15.55 17.96 20.08 21.99 2:1.75 25.19 26.93 28.39 34.77 40.15 44.89 49.17 63.11 56.78 60.23 63.48 G9.54 75.12 80.30 85.17 89.78 7S 9.78 13.83 16.94 19.56 21.87 2:1.95 25.87 27.66 29.34 30.92 37.87 43.73 48.89 53.56 57.85 61.85 65.60 69.15 75.75 81.82 87.46 92.17 97.79 m I V 1 80 10.55 14.93 18.28 21.11 23.60 25.85 27.93 29.85 31.64 33.38 40.88 47.20 52.77 57.81 62.44 66.75 70.80 74.63 81.76 88.31 94.41 100.13 105.55 lA _ 85 11.30 15.98 19.58 22.61 25.27 27.69 29.90 :11.07 33.91 35.74 43.78 60.65 56.51 61.91 60.87 71.48 75.82 79.92 87.55 94.57 101.09 107.23 113.03 n WI 12.02 17.00 20.82 24.0.1 26.88 29.41 31.80 34.00 30.00 38.01 40.65 63.76 60.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 120.20 95 12.71 17.97 22.01 25.41 28.41 11.12 3:1.62 35.94 38.12 40.18 40.21 56.82 63.63 69.59 75.17 B0.36 85.23 89.84 98.42 106.30 113.64 120.54 127.06 z 1:1 100 13-:16 18.89 23.14 26.72 29.87 12.72 35.34 3?.78 40.08 42.24 61.74 59.74 66.79 73.17 79.03 84.49 89.61 94.44 103.48 111.77 119.48 126.73 133.59 •lldculeted from 05.41 X s 1 4.."X s +O.ObS 1 1 + lopogrsphlclector z I Y+ �ss 1 10.0n0 s + 10,000 )�72.6/ +slips length,ft(m X 0.3048) s +slots elsspne", y In, +exponent depenJenl upon slope steepness (0.2 for dope$<I%.0.3 for lupus I w 3%. Cs 0.4 fir dupes 3b to 4.6%.and ' 0.6 W slop">6%1 File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E-10 SBUH HYDROGRAPH OES4 ARE TIME OF CONC WORKSHEET NFALL CHOICES RAI <----Tc Reach Type----> Tt(min ) TYPE IA TIM TYPE I TIM REACH 1 [SHEET][SHALLOWI[CHANNELI 39.46 TYPE II RAI REACH 2 [SHEETI[SHALLOWI[CHANNELI 25.97 TYPE IIA ASS REACH 3 [SHEETI[SHALLOWI[CHANNELI 2.75 TYPE 3 SAS REACH 4 [SHEETI[SHALLOWI[CHANNELI 16 .37 USER 1 STO REACH 5 [SHEETI[SHALLOWI[CHANNELI 0.00 KC 7 DAY CUSTOM PER Tc , sum of travel times (min ). . . : 84.55 ARE ,Q CN F10Key: QUIT _ FSKey: CLEAR SUMMARY DATA PEAK HYDROGRAPH TIME: 0.00 hrs PEAR: HYDROGRAPH FLOW: 0.0000 cfs TOTAL HYDROGRAPH VOL: 0.0000 ac-ft HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Oelete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit - Io File Basin Hydrograph Storage Discharge Level pool 3 5 SHEET FLOW CALCULATOR - INITIAL 300 FEET DES Mannings Sheet Flow. . . . . : 0.2400 ARE Flow Length ( ft ). . . . . . . . : 220.00 HOICES RAI 2 yr 24 hr rainfall ( in ) : 2.00 TIM Land Slope ( ft/ft ) . . . . . . : 0.0137 TIM COMPUTED TRAVEL TIME ( min ) : 39.46 RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A ABS BAS Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011 STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 Y Cultivated Soil with residue cover ( s<=0.2 ft/ft ): 0.06 PER Cultivated Soil with residue cover ( s>0.2 ft/ft ) . : 0. 17 ARE Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . 0. 15 CNDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24 Bermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41 Range (natural ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13 PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40 PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80 TOT F10Key: QUIT F5Key: CLEAR ete Pg it File Basin Hydrograph Storage Discharge Level pool 3 S SHEET FLOW CALCULATOR - INITIAL 300 FEET DES Mannings Sheet Flow. . . . . : 0.2400 ARE Flow Length ( 'ft ). . . . . . . . : 60.00 HOICES RAI 2 yr 24 hr rainfall ( in ): 2.00 TIM Land Slope ( ft/ft ) . . . . . . : 0.0029 TIM COMPUTED TRAVEL TIME (min ): 25.97 RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A ABS BAS Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011 STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.OS Y Cultivated Soil with residue cover ( s<=0.2 ft/ft ): 0.06 PER Cultivated Soil with residue cover ( 5>0.2 ft/ft ). : 0. 17 ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . 0. 15 CNDense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24 Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41 Range (natural ) . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . : . 0. 13 PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40 PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80 TOT F10Key: QUIT FSKey: CLEAR ete Pg - it File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR_BROWSE DATA S DES SHALLOW CONCENTRATED FLOW CALCULATOR ARE RAI Flow Length ( ft ) . . . : 80.00 TIM Land Slope ( ft/ft ). : 0.0029 TIM Kc , Velocity Factor: 9.0 RAI COMPUTED TRAVEL TIME (Min ) : 2.75 ABS TYPICAL VELOCITY FACTOR VALUES - R=0. 1 B A S STO Forest with heavy ground litter and meadows ( n=0. 10 ). : 3 Brushy ground with some trees (n=0.060 ). . . . . . .: . . . . . . : S PER Fallow or minimum tillage cultivation (n=0.04 ) . . . . . . . : 8 ARE High grass (n=0.035 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 ON Short grass , pasture and lawns ( n=0.030 ). . . . . . . . . . . . . : 11 Nearly bare ground ( n=0.025) . . . . . . . . . . . . . . . . . ... . . . . . . 13 Paved and gravel areas ( n=0.012 ). . . . . . . . . . . . . . . . . . . . . 27 PEA PEA F10Key: QUIT FSKey: CLEAR TOT HOME END F1 :Find F2:New F3:Get F4:Tc-Calc F5:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA 5 DES SHALLOW CONCENTRATED FLOW CALCULATOR ARE RAI Flow Length ( ft ) . . . : 500.00 TIM Land Slope ( ft/ft ). : 0.0032 _ TIM Kc , Velocity Factor: 9.0 RAI COMPUTED TRAVEL TIME (mint: 16.37 ABS TYPICAL VELOCITY FACTOR VALUES - R=0. 1 BAS STO Forest with heavy ground litter and Meadows (n=0. 10). : 3 Brushy ground with some trees (n=0.060 ). . . . . . . . . . . . . . : S PER Fallow or minimum tillage cultivation ( n=0.04 ) . . . . . . . : 8 ARE High grass (n=0.035 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 ON Short grass , pasture and lawns (n=0.030 ). . . . . . . . . . . . . : 11 Nearly bare ground (n=0.025). . . . . . . . . . . . . . . . . . . . . . . . . 13 Paved and gravel areas (n=0.012 ). . . . . . . . . . . . . . . . . . . . . 27 PEA PEA F10Key: QUIT FSKey: CLEAR TOT HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit i MOM ' ■ ■Ea1E:E: �'� ■A�f�'L:,�IA■5rrir)/ rJ IJ'/A■■ ■■ ■■■■■■ ■ ■w ■ ■■ ■■■■■ : : :C C:: : ■ : ■w■ww�www■w r�i �■■■: ::w■:■■■■■■:■�i n: :■ ■NON■ ONE �� �'■■■■ ■■■ :::ECC::C:UNN::0 onNis :C'w0 ■■ ■■C■aw■ ;C�iiw="� =C 'C ■■ O_._-__...wwww.Wwwwon■■__��.. —_0■■■■ w my mom NNE =:■■■u�■■ ::�E �'�� �::ECE::ECEE� C:::::.:.:3::.:C.M:E: eM.iilo1:: G �.�.���u�� :■a:Cr►►Mo orc:, 'r►�Zm�-►�`m�■E�i►■a�O■o:�:►:�■i■ iE :.:� r � : : . , RON . am Uno : . . . so 0 no moull wagon nsuw� am". ■■ ON 0 ..... . � C :■ C■i■■ : NNE■ ■ ■ ■o■ ■wg ■m o■ ■■M■ P3 m ■ S. . 5: . 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ON.■N.C.aN..NC■..N■......■..N.■NES.� �• ■■ ■Ems mom m■ ■■mm■nMmmm■■mmmu'WAlrm_wd�Oi��imi_Y■ ■m Ems ms■■■■NNH■■:C son NM:■ENNENww■■■■■wwN■ NNE■■■NMNMENN■■■� MNmw■■■■■ DETENTION CALCULATIONS VAULT SIZING File Basin Hydrograph Storage Discharge Level pool Bush , Roed & Hitchings , Inc 2 3 ROUTING COMPARISON TABLE MATCH INFLOW STO DIS PEAK PEAK OUT _ DESCRIPTION PEAK PEAK No. No. STG OUT HYD 2YR 2.27 8.97 2 2 12.89 2.27 10 10YR 4.40 13.S9 2 2 13.9S 4.40 11 Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PRJ2\9034108 File Basin Hydrograph Storage Discharge Level pool Bush , Roed & Hitchings , Inc 2 3 LEVEL POOL ROUTING INSTRUCTIONS PRE INFLO STG STG OUTFL DESCRIPTION HYD 4 HYD It STOR OIS HYD 1k ID ID [2YR ] [ I J C-4 1 [2 ] 12 ] [ 101 [ 10YR I 12 1 CS 1 12 ] [2 1 [ 111 [ ] [ I C ] [ l C ] C 1 C 7 [ 7 C I C ] [ I [ 1 C J L J [ ] C ] [ 7 C 1 C ] C I C ] C I I C 1 C ] [ ] C ] C ] C ] C ] F6: CLEAR F10: EXIT Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PRJ2\9034108 File Basin Hydrograph Storage Discharge Level pool Bush , 2 Rectangular vault Trapezoidal basin Underground pipe Sto list 3 RECTANGULAR VAULT STORAGE STRUCTURE ID: 2 ble Name. : DETENTION VAULT vilinear Length ( ft ). . . . . . . . 177.00 Width ( ft ). . . . . . . . . 95.00 Starting Elevation. : 11 .00 Max E1ev of. Vault . . : 14.00 Stage-Sto Increment : 0. 10 Structure Vol (cf ). : 50445.00 Ac-ft . : 1 . 16 PGUP PGON F3: Get FG: Delete F1O: Exit Available Memory remaining: 137008 bytes t, Current Data Set Name: 0:\WORKS\PRJ2\9034108' File Basin Hydrograph Storage Discharge Level pool 3 MULTIPLE ORIFICE DISCHARGE STRUCTURE ID:2 Name: RELEASE STRUCTURE Peak Osgn Release Rate: 0.00 cfs Orif /flow/elev Orifice Coefficient.: . : 0.62 Dia ( in)/cfs/ ft Lowest Orifice Dia ( in). . : 7.79 7.79 3.30 cfs hl : Outlet to 2nd Orifice: 2.00 13.00 ft Second Orifice Dia ( in ) . . : 7.69 7.69 2.27 cfs h2 : 2nd to 3rd Orifice. . . : 0.00 Third Orifice Dia ( in ) . . : 0.00 h3: 3rd to 4th Orifice. . . : 0.00 Fourth Orifice Dia ( in ). . : 0.00 h4: 4th to Sth Orifice. . . : 0.00 Top Orifice Dia ( in). . : 0.00 Elevation of Lowest Orifice. . . . : 11 .00 Outlet Elevation. . . . . . . . . . . . . . . 11 .00 Max Elev Above Outlet . . . . . . . . . . 1S.00 Stage-Disch Increment . . . . . . . . . . 0. 10 Av PGUP PGDN F3: Get F6: Delete F10: Exit Cu File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E2 SBUH HYDROGRAPH DESCRIPTION _ : EXIST 2YR 24HR AREA (acres ) 22.000 RAINFALL CHOICES RAIN PRECIP ( in ) 2.00 1 . TYPE IA TIME INTERVAL(min ): 10.00 2. TYPE I TIME OF CONC ( min ) : 84.SS 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 G. USER 1 STORM OUR ( hrs ) 24.000 7. KC 7 DAY B. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 22.000 acres AREA: 0.000 acres CN 89.00 CN 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 8.33 hrs PEAK HYDROGRAPH FLOW: 2.26SS cfs TOTAL HYDROGRAPH VOL: 1 .8846 ac-ft HOME END FI :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method FS:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID D2 SBUH HYDROGRAPH DESCRIPTION DEVELOP 2YR 24HR AREA (acres ) 22.000 RAINFALL CHOICES RAIN PRECIP ( in ) 2 .00 1 . TYPE IA TIME INTERVAL(min ): 10.00 2. TYPE I TIME OF CONC (min): 12 .78 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 G . USER 1 STORM OUR ( hrs ) 24.000 7. KC 7 DAY S. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 3.300 acres AREA: 18.700 acres CN 90.00 CN 98.00 SUMMARY DATA PEAK HYOROGRAPH TIME: 8.00 hrs PEAK HYDROGRAPH FLOW: 6.9700 cfs TOTAL HYDROGRAPH VOL: 3.0659 ac-ft HOME END F1 :Find . F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E10 SBUH HYDROGRAPH DESCRIPTION EXIST 10YR 24HR _ AREA (acres ) 22.000 RAINFALL CHOICES RAID! PRECIP ( in ) 2.90 1 . TYPE IA TIME INTERVAL(min ): 10.00 2. TYPE I TIME OF CONC (min ): 84.55 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 G. USER 1 STORM OUR ( hrs ) 24.000 7. KC 7 DAY 8. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 22.000 acres AREA: 0.000 acres CN 39.00 CN 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 8. 17 hrs PEAK HYDROGRAPH FLOW: 4.3979 cfs TOTAL HYDROGRAPH VOL: 3.3177 ac-ft HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn FG :Compute F7: F8:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID 010 SBUH HYDROGRAPH DESCRIPTION DEVELOP 10YR 24HR AREA (acres ) 22 .000 RAINFALL CHOICES RAIN PRECIP ( in ) 2.90 1 . TYPE IA TIME INTERVAL(min ): 10.00 2. TYPE I TIME OF CONC (min ): 12.78 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 6. USER 1 STORM OUR ( hrs ) 24.000 7. KC 7 DAY S. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 3.300 acres AREA: 18.700 acres CN 90.00 CN 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 8.00 hrs PEAK HYDROGRAPH FLOW: 13.S944 cfs TOTAL HYDROGRAPH VOL: 4.6792 ac-ft HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E10 SCS UNIT HYDROGRAPH METHOD OES4 ARE TIME OF CONC WORKSHEET NFALL CHOICES RAI <----Tc Reach Type----? Tt(min ) TYPE IA TIM TYPE I TIM REACH 1 [SHEETI[SHALLOWI[CHANNELI 1 .02 TYPE II RAI REACH 2 [SHEETI[SHALLOWI[CHANNELI 11 .76 TYPE IIA ABS REACH 3 [SHEETI[SHALLOWIECHANNELI 0.00 TYPE 3 BAS REACH 4 [SHEETI[SHALLOWI[CHANNELI 0.00 USER 1 STO REACH 5 [SHEETI[SHALLOWIECHANNELI 0.00 KC 7 DAY CUSTOM PER Tc , sum of travel times (min ). . . : 12.78 ARE CN F10Key: QUIT FSKey: CLEAR SUMMARY DATA PEAK HYDROGRAPH TIME: 8.50 hrs PEAK HYDROGRAPH FLOW: 5.9045 cfs TOTAL HYDROGRAPH VOL: 3.2698 ac-ft HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Del-ete Pgup Pgdn F6:Compute F7: F8:Method F9:•Template F10:Exit � z File Basin Hydrograph Storage Discharge Level pool 3 5 SHEET FLOW CALCULATOR - INITIAL 300 FEET THOD DES Mannings Sheet Flow. . . . . : 0.0110 ARE Flow Length ( ft ). . . . . . . . : 60.00 HOICES RAI 2 yr 24 hr rainfall (.in ) : 2.00 TIM Land Slope ( ft/ft ) . . . . . . : 0.0200 TIM COMPUTED TRAVEL TIME (min ): 1 .02 RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A ASS SAS Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011 STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 Y Cultivated Soil with residue cover (s<=0.2 ft/ft ): 0.06 PER Cultivated Soil with residue cover (s>0.2 ft/ft ). : 0. 17 ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . 0. 1S ONDense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24 Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41 Range (natural ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13 PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40 PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80 TOT F10Key: QUIT FSKey: CLEAR ete Pg it File Basin Hydrograph Storage Discharge Level pool 3 S CHANNEL FLOW CALCULATOR DES Flow Length ( ft ). . . : 132S.00 ARE Land Slope ( ft/ft ). : 0.0020 RAI Kc , Velocity Factor: 42.0 TIM COMPUTED TRAVEL TIME (min): 11 .76 TIM TYPICAL VELOCITY FACTOR VALUES RAI ASS Intermittent Flow - R=0.2 SAS Forested swale w/ heavy ground litter (n=0. 10 ). . . . . . . . . . . . . . . . . : 5 STO Forested drainage course/ravine w/ defined channel bed (n=0.50 ): 10 Rock-lined (n=0.035 ). . . : 15 Grassed (n=0.030 ) . . . : 17 PER Earth-lined (n=0.025 ) . . : 20 CMP pipe (n=0.024 ). . : 21 ARE Concrete pipe (n=0.012 ): 42 other. . . . . . . . . . : 0.508/n CN Continous Flow - R=0.4 Meandering stream w/ some pools (n=0.040). . . . . . . . . . . . . . . . . . . . . . 20 Rock-lined stream ( n=0.035 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 PEA Grassed-lined stream ( n-0.030 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 PEA Other streams , man-made channels and pipe. . . . . . . . . . . . . . . . . : 0.807/n TOT F10Key: QUIT FSKey: CLEAR Pg 3� WETPOND SIZING File Basin Hydrograph Storage Discharge Level pool 3 INPUT . MODIFY OR BROWSE DATA BASIN ID B5 SBUH HYDROGRAPH DESCRIPTION Pt-Wq STORM TO WETPOND AREA (acres ) 22.000 RAINFALL CHOICES RAIN PRECIP ( in) 0.67 1 . TYPE IA TIME INTERVAL(Min): 10.00 2. TYPE I TIME OF CONC (coin ): 12.78.4 SEE PAGES ($t« 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 6. USER 1 STORM OUR (hrs ) 24 .000 7. KC 7 DAY 8. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 3.300 acres AREA: 18.700 acres CN 90.00 CN 96.00 --q SEA F3+C-6 A-9 SUMMARY DATA PEAK HYDROGRAPH TIME: 8.00 hrs REG�vI PEAK HYOROGRAPH-FLOW: 2.2234 c f s 33i T769(rF- �D TOTAL HYDROGRAPH VOL: 0.7757 a�FF4:Tc-Calc HOME END Fi :Find F2:New FS:Delete P9up Pgdn F6:Compute F7: F8:Method F9:TeMplate F10:Exit ,BUSH, ROED& HITCHINGS, INC. ,)e , D Z CIVIL ENGINEERS &LAND SURVEYORS .. 2009 Minor Avenue East SHEET NO. OF- Seattle,WA 98102 CALCULATED BY ADD DATE /I AZ LoZc7 'r+ (206)323-4144 R (206)323-7135 * Fax CHECKED BY DATE SCALE ..... .... ... ...... 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OF Seattle,WA 98102 CALCULATED BY TDD DATE .r (206) 323-4144 BRH (206)323-7135 * Fax CHECKED BY DATE SCALE . ... ..-- _........... ......._...................:_.... _..... ._._.:_._._._. _ .........G� ... _...._. ...._- .....__ _. _. _...._..._........ -��_. 3_ ......_.......... } 3co 04o c F 3 - R coo C 3 - - - - ,��_.� > �.7_..._.._.... ..-per 1 S i ' f f t -- or N 5-�V-- M:%es not mt nH I.M=oe— —. ------- 25� BIOFILTRATION SIZING BUSH,ROED& HTTCHINGS,INC. ,._c.� vs0.� CIVIL ENGINEERS &LAND SURVEYORS �./`�•+ 2009 Minor Avenue East SHOTNO• 1 Seattle,WA 98102 cALCuurEoar - S DATE71 � 2— (206)323-4144 B (206)323-7135 *Fax CHECKED BY DATE SCALE .......«. _..._...«...r.« ....__ ._.. _ _._ _ _ ........__........ .. .__._..... ..._......._.......:............._......... -- .- _... _. .. ....................... .... ...... ........._...._................. ........_.... .... ................_ _.. ._.......__. r«_ . 7 -1 .......... .. .... ...............:............._............._.........:...........i............................�............:..........._.........................................................................................................._.......................a............._.......... ...............,......... .. �C -......_. ........._. .._:... ..._.._....... .. . ......... 1 Y�yei r :. .© _....._.... .._...... _.......... ........... ...........«... ... ..._ ... _........d6 . r in G� -+1. ._,._.^� c _....._ _.....-........_..._.... `�-...... ........_. .._..... ..__........ c -. a .................................... ................_......................._.._..............................._.............._.................. .... :.......... ... ......_ ...... ...... . ........ _. ... ..... .........._........_.............._.____ _ _ _. __ _ .......- -- -- -- --- _ .. - - ..�. i PAOO=2DJ-1(SWO 9.e)205-I(Palm)®.k km m—P 471.To Odw RUE 1R1 FRa I-amZ25-am KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 4.3.7E VALUES OF THE ROUGHNESS COEFFICIENT, 'n' Type of Channel Manning's Type of Channel Manning's and Description 'n'. and Description 'n'. (f`lom u-J) (Now A. Constructed Channels 6. Sluggish reaches, weedy 0.070 a. Earth, straight and uniform deep pods 1. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.100 2. Gravel, uniform section, 0.025 pools, or floodways with clean heavy stand of timber and 3. With short grass, few 0.027 underbrush weeds b. Mountain streams, no vegetation b. Earth, winding and sluggish 0.025 in channel, banks usually steep, 1. No vegetation 0.025 trees and brush along banks 2. Grass, some weeds 0.030 submerged at high stages 3. Dense weeds or aquatic 1. Bottom: gravel, cobbles, and 0.040 plants in deep channels 0.035. 'few boulders 4. Earth bottom and rubble 2. Bottom: cobbles with large 0.050 sides 0.030 boulders 5. Stony bottom and weedy B-2 Flood plains banks 0.035 a. Pasture, no brush 6. Cobble bottom and clean 1. Short grass 0.030 sides 0.040 2. High grass 0.035 c. Rock lined b. Cultivated areas 1. Smooth and uniform 0.035 1. No crop 0.030 2. Jagged and irregular 0.040 2. Mature row crops 0.035 d. Channels not maintained, 3. Mature field crops 0.040 weeds and brush uncut c. Brush 1. Dense weeds, high as flow 1. Scattered brush, heavy 0.050 depth 0.080 weeds 2. Clean bottom, brush on 2. Light brush and trees 0.060 sides 0.050 3. Medium to dense brush 0.070 3. Same, highest stage of 4. Heavy, dense brush 0.100 flow 0.070 d. Trees 4. Dense brush, high stage 1. Dense willows, straight 0.150 B. Natural Streams 0.100 2. Cleared land with tree 0.040 B-1 Minor streams (top width at stumps, no sprouts flood stage < 100 ft.) 3. Same as above, but with 0.060 a. Streams on plain heavy growth of sprouts 1. Clean, straight, full stage 4. Heavy stand of timber, a few 0.100 no rifts or deep pools 0.030 down trees, little 2. Same as above, but more undergrowth, flood stage stones and weeds 0.035 below branches 3. Clean, winding, some 5. Same as above, but with 0.120 pods and shoals 0.040 flood stage reaching 4. Same as above, but some branches weeds 0.040 5. Same as 4, but more stones 0.050 Note, these 'n' values are 'normal' values for use in analysis of channels. For conservative design for channel capacity the 'maximum' values listed in other references should be considered. For channel bank stability the minimum values should be considered. 43.7-7 1/90 I i File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E100 SBUH HYDROGRAPH DESCRIPTION EXIST 100YR 24HR _ AREA (acres ) 22 .000 RAINFALL CHOICES RAIN PRECIP ( in) 3.90 1 . TYPE IA TIME INTERVAL(min ): 10.00 2 . TYPE I TIME OF CONC (min ) : 84.SS 3. TYPE II RAINFALL SELECTION: 6 4. TYPE 1IA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 G . USER 1 STORM OUR (hrs ) 24.000 7. KC 7 DAY S. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 22.000 acres AREA: 0.000 acres CN 89.00 CN 96.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 8. 17 hrs PEAK HYDROGRAPH FLOW: 6 .9783 cfs TOTAL HYDROGRAPH VOL: S.0038 ac-ft HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID 0100 SBUH HYDROGRAPH DESCRIPTION DEVELOP 100YR 24HR AREA (acres ) 22 .000 RAINFALL CHOICES RAIN PRECIP ( in) 3.90 1 . TYPE IA TIME INTERVAL(min): 10.00 2. TYPE I TIME OF CONC (min): 12.78 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 S. USER 1 STORM OUR (hrs ) 24.000 7. KC 7 DAY S. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 3.300 acres AREA: 18.700 acres CN 90.00 CN 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: rs +' PEAK HYDROGRAPH FLOW: 18.7236 c f s TOTAL HYDROGRAPH VOL: 6.4 ac-ft HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit HVE)RAULIC REPORT FOR HYPOTHETICAL HGL - SYSTEM ANALYSIS FOR: PUGET WESTERN/OPUS PROP. ASSUMING HGL AT CRIT DEPTH CITY OF RENTON JOB NO. 90341 .08 JULY 24 , 1952 Return Period - Z5 Yrz Run Date: 07-Z4-199Z Rainfall file: CHARTI8 File: 9034108.ST3 LINE 1 / Q - 9.07 / HT = 21 / WID = Zl / N = .012 / L = 5 / JLC = 1 ---------------------=-------------------------------------------------- N.E. TO VAULT / Outf all HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 12. 10 13.2S 11 .00 S.67 12.60 16.63 4.ZS 1 .60 UPSTRM 12.21 14.34 11 .02 S. 18 12.63 19.S4 3.73 1 .7S Drainage area (ac ) = 0.S0 Slope of invert (% ) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line ( y) = 0.4696 Time of cone (min ) = 14.09 Critical depth ( in) = 13.2S Inlet time (min ) = 0.00 Natural ground elev. ( ft ) _ "S.S0 Intensity ( in/hr ) = 1 .89 Upstream surcharge ( ft ) = 0.00 Cumulative C*A = 4.80 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 9.07 Line capacity (cfs ) = 9.40 --------------------------- ------------------------------------- Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover ( cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000. Q captured (cfs ) = 0.00 Cross .slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE Z / Q = 8.S1 / HT = Z 1 / WID = 21 / N = .012 / L = 145 / JLC = I ------------------------------------------------------------------------ NEB / DNLN - 1 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 12.63 19.35 11 .02 3.67 12.84 20. 16 3.73 2 .32 UPSTRM 12.92 17.69 11 .45 3.93 13. 16 1S.31 3.29 2. 16 Drainage area (ac ) = 0.S0 Slope of invert (%) = 0.3000 Runoff coefficient - 0.80 Slope energy grade line (X ) = 0.2260 Time of conc (min ) = 13.46 Critical depth ( in) = 1Z.83 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.50 Intensity ( in/hr ) = 1 .93 Upstream surcharge ( ft ) = 0.00 Cumulative C*A = 4.40 Additional Q (cfs ) 0.00 Q - CA * I (cfs ) = 8.S1 Line capacity (cfs ) = 9.40 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000 Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 3 / Q = 7.95 / HT = Z i / WID = Z 1 / N = .012 / L 15O / JLC 1 ------------------------------------------------------------------------ NE7 / DNLN - 2 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 13. 16 20.57 11 .45 3.32 13.34 20.78 3.3 2.39 UPSTRM 13.42 18.26 11 .90 3.58 13.62 14. 14 2.85 2.22 Drainage area ( ac ) = 1 .00 Slope of invert ( Z ) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line ('/. ) = 0. 1902 Time of conc (min ) = 12.73 Critical depth ( in) = 12.40 Inlet time (min) = 0.00 Natural ground elev. ( ft ) = 16.50 Intensity ( in/hr ) = 1 .99 Upstream surcharge ( ft ) = 0.00 Cumulative C*A = 4.00 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 7.95 Line capacity (cfs ) = 9.40 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 4 / Q = G.53 / HT - 18 / WID = 18 / N = .OIZ / L = ISO/ JLC = 1 ------------------------------------------------------------------------ NE6 / DNLN = 3 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 13.62 18.00 11 .90 3.69 13.83 0.00 3. 1 1 .77 UPSTRM 14.11 18.00 12.35 3.69 14.33 0.00 2.65 1 .77 Drainage area (ac ) = 0.50 Slope of invert (% ) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line (%> = 0.3293 Time of conc (min ) = 12.06 Critical depth ( in) = 11 .70 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.50 Intensity ( in/hr ) = 2.04 Upstream surcharge ( ft ) = 0.26 Cumulative C*A = 3.20 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 6.53 Line capacity (cfs ) = 6.23 --------------------------- ----------------------------------- Q catchment (cfs ) = 0.00 Inlet length ( ft ) 0.00 Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) - 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 5 / Q - 5.89 / HT - 18 / WID - 18 / N - .01Z / L - 150 / JLC - i -------------=---------------------------------------------------------- NE5 / DNLN - 4 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 14.33 18.00 1Z.3S 3.33 14.SO 0.00 2.64 1 .77 UPSTRM 14.73 18.00 12.80 3.33 14.90 0.00 2. 13 1 .77 Drainage area (ac ) = 1 .00 Slope of invert (% ) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.2682 Time of cone (min ) = 11 .31 Critical depth ( in ) = 11 . 11 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.S0 Intensity ( in/hr ) = 2. 10 Upstream surcharge ( ft ) = 0.43 Cumulative C*A = 2.80 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 5.89 Line capacity (cfs ) = 6.23 --------------------------- ------------------------------------ Q catchment ( cfs ) = 0.00 Inlet length ( ft ) 0.00 Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 6 / Q = 4.34 / HT = 15 / WID = 15 / N = .O1 Z / L = 150 / JLC = 1 ------------------------------------------------------------------------ NE4 / DNLN = 5 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 14.90 15.00 12.80 3.S4 1S. 10 0.00 2.44 1 .23 UPSTRM 15.48 15.00 13.2S 3.54 1S.67 0.00 2 1 .23 Drainage area (ac ) = 0.S0 Slope of invert (% ) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line ( Z ) = 0.3849 Time of cone (min ) = 10.61 Critical depth ( in ) = 10.00 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.50 Intensity ( in/hr ) = 2. 17 Upstream surcharge ( ft ) = 0.98 Cumulative C*A = 2.00 Additional Q (cfs ) = 0.00 Q - CA * I (cfs ) = 4.34 Line capacity (cfs ) = 3.83 --------------------------- ------------------------------------ - Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) N/A -----=------------------------------------------------------------------ LINE 7 / Q - 3.S6 / HT = 1S / WID = 1S / N - .01Z / L = 100 / JLC = 1 ------------------------------------------------------------------------ NE3 / DNLN = 6 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 15.67 1S.00 13.25 2.91 1S.80 0.00 2 1 .23 UPSTRM 1S.93 1S.00 13.SS 2.90 16.06 0.00 1 .69 1 .23 Drainage area (ac ) = 1 .00 Slope of invert (%) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line ( : ) = 0.2S97 Time of conc (min ) = 10.03 Critical depth ( in) = 9.06 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.S0 Intensity ( in/hr ) = 2.23 Upstream surcharge ( ft ) = 1 . 13 Cumulative C*A = 1 .60 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 3.SG Line capacity (cfs ) = 3.83 --------------------------- ------------------------------------ Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000 Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 8 / Q 1 .84 / HT = 12 / WID = 1Z / N = .01Z / L = 100 / JLC = 1 ------------------------------------------------------------------------ NEZ / DNLN = 7 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 16.06 12.00 13.SS 2 .3S 16. 1S 0.00 1 .94 0.79 UPSTRM 16.29 12.00 13.8S 2.35 16.38 0.00 1 .64 0.79 Drainage area (ac ) = 0.S0 Slope of invert (X) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line (x) = 0.2287 Time of conc (min) = 9.32 Critical depth ( in) = 6.91 Inlet time (min ) = 0.00 Natural ground elev. ( ft ) 16.S0 Intensity ( in/hr ) = 2.31 Upstream surcharge ( ft ) = 1 .44 Cumulative C*A = 0.80 Additional Q (cfs ) = 0.00 Q - CA * I (cfs ) = 1 .84 Line capacity (cfs ) = 2. 11 - --------------------------- ------------------------------------ Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00 Q carryover (cfs ) = 0.92 Gutter slope ( ft/ft ) = 0.0000 Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000 Q bypassed (cfs ) 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ LINE 9 / Q - 0.99 / HT - 1Z / WID - iZ / N - .012 / L - 100 / JLC - 1 -----------------------------------------------------------------------= NE1 / DNLN - 8 HGL DEPTH INVERT VEL EGL T WID COVER AREA DNSTRM 16.38 12.00 13.85 1 .26 16.40 0.00 1 .64 0.79 UPSTRM 16.47 12.00 14. 15 1 .26 16.49 0.00 1 .49 0.79 Drainage area (ac ) = 0.50 Slope of invert ( % ) = 0.3000 Runoff coefficient = 0.80 Slope energy grade line ( Z ) = 0.0658 Time of cone (min ) = 8.00 Critical depth ( in) = 5.06 Inlet time (min ) = 8.00 Natural ground elev. ( ft ) = 16.65 Intensity ( in/hr ) = 2.47 Upstream surcharge ( ft ) = 1 .32 Cumulative C•A = 0.40 Additional Q (cfs ) = 0.00 Q = CA * I (cfs ) = 0.99, Line capacity (cfs ) = 2. 11 --------------------------- ------------------------------------ Q catchment (cfs ) = 0.99 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 ) = 0.99 Ponding width ( ft ) = N/A ------------------------------------------------------------------------ APPENDIX File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings , Inc 2 3 ROUTING COMPARISON TABLE MATCH INFLOW STO DIS PEAK PEAK OUT DESCRIPTION PEAK PEAK No. No. STG- OUT HYD 2YR 1 ,03 1 .83 1 1 102.97 1 .03 10 10YR 2.00 3.48 1 1 103.86 2 .00 it Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PR32\9034104 File Basin Hydrograph Storage Discharge Level pool Bush , Roed & Hitchings , Inc 2 3 LEVEL POOL ROUTING INSTRUCTIONS PRE INFLO STG STG OUTFL DESCRIPTION HYD # HYD # STOR DIS HYD # ID ID 12YR 1 11 1 E4 1 [ 1 1 11 1 [ 101 110YR ] 12 1 [S ] 11 1 Ci 1 [ 111 C J C ] [ 1 [ ] [ ] E ] C ] C 1 [ 7 [ ] C 1 [ I C ] [ ] [ 1 C 1 E ] [ ] [ 7 C 3 [ ] [ 1 [ ] C ] [ ] [ l [ 1 [ 1 [ ] [ 1 C ] [ ] C ] C 1 C ] C ] C ] C I C ] [ I C ] [ 1 FG: CLEAR F10: EXIT Available Memory remaining: 137008 bytes Current Data Set Name: 0:\WORKS\PR32\9034104 File Basin Hydrograph Storage Discharge Level pool Bush , 2 Rectangular vault Trapezoidal basin Underground pipe Sto list Custom file CUSTOM STG-STO LIST STORAGE STRUCTURE ID: 1 NAME: SEDIMENT/DETENTION POND INCREMENT: 0. 10 STAGE STORAGE STAGE STORAGE 1s 102.00 0.00 6: 104.50 1003S 2 : 102.S0 iS7S.00 7: 0.00 0.00 3: 103.00 33S7.00 8: 0.00 0.00 4: 103.SO 5355.00 9: 0.00 0.00 S: 104.00 7S78.00 10: 0.00 0.00 PGUP PGDN F2: VOL F3: GET F6: Delete F10: Exit Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PRJ2\9034104 File Basin Hydrograph Storage Discharge Level pool 3 MULTIPLE ORIFICE DISCHARGE STRUCTURE ID: I Name: 2/10 DESIGN Peak Dsgn Release Rate: 0.00 cfs Orif /flow/eiev Orifice Coefficient . . . : 0.62 Dia ( in)/cfs/ ft Lowest Orifice Dia ( in) . . : 6.20 6.20 2.SS cfs hl : Outlet to 2nd Orifice: 1 . 10 103. 10 ft Second Orifice Dia ( in). . : 4.9S 4.95 1 .47 cfs h2: 2nd to 3rd Orifice. . . : 0.00 Third Orifice Dia ( in ) . . : 0.00 h3: 3rd to 4th Orifice. . . : 0.00 Fourth Orifice Dia ( in ). . : 0.00 h4: 4th to Sth Orifice. . . : 0.00 Top Orifice Dia ( in ). . : 0.00 Elevation of Lowest Orifice. . . . : 102.00 Outlet Elevation. . . . . . . . . . . . . . . 102.00 Max Elev Above Outlet . . . . . . . . . . : 108.00 Stage-Disch Increment. . . . . . . . . . 0. 10 Av PGUP PGDN F3-: Get FG: Delete F10: Exit Cu File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E-2 SBUH HYDROGRAPH DESCRIPTION EXIST 2 YR AREA (acres ) 10.000 RAINFALL CHOICES RAIN PRECIP ( in ) Z.00 1 . TYPE IA TIME INTERVAL(min ): 10.00 Z. TYPE I TIME OF CONC (Min ): 84.70 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 G . USER i STORM OUR ( hrs ) 24.000 7. KC 7 DAY 8. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 10.000 acres AREA: 0.000 acres CN 89.00 CN 98.00 SUMMARY DATA PEAK; HYDROGRAPH TIME: 8.33 hrs PEAK HYDROGRAPH FLOW: 1 .0288 cfs TOTAL HYDROGRAPH VOL: 0.8566 ac-ft HOME END Fi :Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID 0-2 SBUH HYDROGRAPH DESCRIPTION DEVELOP 2YR AREA (acres ) 10.000 RAINFALL CHOICES RAIN PRECIP ( in ) 21.00 1 . TYPE IA TIME INTERVAL(min): 10.00 2. TYPE I TIME OF CONC (min ): 25.70 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 G. USER 1 STORM OUR ( hrs ) 24.000 7. KC 7 DAY S. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 10.000 acres AREA: 0.000 acres CN 89.00 CN 98.00 SUMMARY DATA PEAK HYDR06RAPH TIME: 8.00 hrs PEAK HYDROGRAPH FLOW: 1 .8315 cfs TOTAL HYDROGRAPH VOL: 0.8566 ac-ft HOME END F1-:Find F2:New F3:Get F4:Tc-Calc FS:Delete Pgup Pgdn F6:Compute F7: F8:Method - F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID E-10 SBUH HYDROGRAPH DESCRIPTION EXIST 10 YR AREA (acres ) 10.000 RAINFALL-CHOICES RAIN PRECIP ( in ) 2.90 1 . TYPE IA TIME INTERVAL( min ): 10.00 2. TYPE I TIME OF CONC ( min ): 84.70 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 S. USER 1 STORM OUR ( hrs ) 24.000 7. KC 7 DAY 8. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 10.000 acres AREA: 0.000 acres CN 89.00 CN 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 8. 17 hrs PEAK HYDROGRAPH FLOW: 1 ,9970 cfs TOTAL HYDROGRAPH VOL: 1 .5081 ac—ft HOME END F1 :Find F2:New F3:Get F4:Tc—Calc FS:Delete Pgup Pgdn F6 :Compute F7: FB:Method F9:Template F10:Exit File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID D-10 SBUH HYDROGRAPH DESCRIPTION : DEVELOP 10YR AREA (acres ) 10.000 RAINFALL CHOICES RAIN PRECIP ( in ) 2.90 1 . TYPE IA TIME INTERVAL(min ) : 10.00 2. TYPE I TIME OF CONC (min ): 2S.70 3. TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 S. TYPE 3 BASE FLOW (cfs ) 0.000 6 . USER 1 STORM OUR (hrs ) - 24.000 7. KC 7 DAY B. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 10.000 acres AREA: 0.000 acres CN 89.00 CN - 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 8.00 hrs PEAK HYDROGRAPH FLOW: 3.4847 cfs TOTAL HYDROGRAPH VOL: 1 .S081 ac—ft HOME END F1 :Find F2:New F3:Get F4:Tc—Calc FS:Delete Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 5 File Basin Hydrograph Storage Discharge Level pool 3 INPUT , MODIFY OR BROWSE DATA BASIN ID 0-10 SBUH HYDROGRAPH DES4 ARE TIME OF CONC WORKSHEET NFALL CHOICES RAI <----Tc Reach Type----> Tt(min ) TYPE IA TIM TYPE I TIM REACH 1 CSHEETICSHALLOWICCHANNELI 1 .02 TYPE II RAI REACH 2 [SHEETICSHALLOWICCHANNELI 24.69 TYPE IIA ABS REACH 3 CSHEETICSHALLOWICCHANNELI 0.00 TYPE 3 BAS REACH 4 CSHEETI[SHALLOWICCHANNELI 0.00 USER l STO REACH S [SHEETICSHALLOWICCHANNELI 0.00 KC 7 DAY CUSTOM PER Tc , sum of travel times (min ). . . : 25.71 ARE CN F10Key: QUIT FSKey: CLEAR T` SUMMARY DATA PEAK HYDROGRAPH TIME: 8.00 hrs PEAK HYDROGRAPH FLOW: 3.4-847 cfs TOTAL HYDROGRAPH VOL: 1 .5081 ac—ft HOME END F1 :Find F2:New F3:Get F4:Tc—Calc FS:Delete Pgup Pgdn FG :Compute F7: F8:Method F9:Template F10:Exit l File Basin Hydrograph Storage Discharge Level pool 3 5 SHEET FLOW CALCULATOR - INITIAL 300 FEET DES Mannings Sheet Flow. . . . . : 0.0110 ARE Flow Length ( ft ) . . . . . . . . : 60.00 HOICES RAI 2 yr 24 hr rainfall ( in ) : 2.00 TIM Land Slope ( ft/ft ) . . . . . . : 0.0200 TIM COMPUTED TRAVEL TIME (min ): 1 .02 RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A ABS BAS Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011 STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 Y Cultivated Soil with residue cover (s<=0.2 ft/ft ): 0.06 PER Cultivated Soil with residue cover ( 00.2 ft/ft ). : 0. 17 ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . 0. 15 CNDense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24 Bermudagrass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41 Range ( natural ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13 PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40 PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80 TOT F10Key: QUIT FSKey: CLEAR ete Pg it File Basin Hydrograph Storage Discharge Level pool 3 S CHANNEL FLOW CALCULATOR DES Flow Length ( ft ). . . : 132S.00 ARE Land Slope ( ft/ft ) . : 0.0020 RAI Kc , Velocity Factor: 20.0 TIM COMPUTED TRAVEL TIME (min): 24.69 TIM TYPICAL VELOCITY FACTOR VALUES RAI ABS Intermittent Flow - R=0.2 BAS Forested Swale w/ heavy ground litter (n=0. 10 ). . . . . . . . . . . . . . . . . : 5 STO Forested drainage course/ravine w/ defined channel bed (n=0.50 ): 10 Rock-lined ( n=0.035 ). . . : i5 Grassed (n=0.030 ). . . : 17 PER Earth-lined (n=0.02S ) . . : 20 CMP pipe (n=0.024). . : 21 ARE Concrete pipe (n=0.012 ) : 42 other. . . . . . . . . . : 0.508/n CN Continous Flow - R=0.4 Meandering stream w/ pome pools (n=0.040). . . . . . . . . . . . . . . . . . . . . . 20 Rock-lined stream (n=0.035 ). . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . 23 PEA Grassed-lined stream (n=0.030 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 PEA Other streams , man-made channels and pipe. . . . . . . . . . . . . . . . . : 0.807/n TOT F10Key: QUIT FSKey: CLEAR Pg �fa W"i IMA SOWN a • � . �� : _ �rr,.,;�' _ sus"" �,��'��. t ER \, ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ABLE 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 EX�SLL� Co Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 (DA� Wood or forest land: undisturbed 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, n � landscaping. 000,F�- good condition: grass cover on 75% or more of the area 68 80 86 Prrs'vL fair condition: grass cover on 50% V � to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 Dirt roads and parking lots 72 82 87 ct�&— Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) lC04,t-�Lo n 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 rooPand 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. 3.51-3 IJ90 III . REVISED DETENTION FACILITY This report contains - the approved open detention pond calculation. Also included in the report is the sizing calculation for the biofiltration swale. The open pond and biofiltration swale were constructed in 1992 . Design parameters used in sizing the open pond match the proposed Valley D.C. project. _ REVISED DETENTION FACILITY FOR PUGET WESTERN,INC. SOUTHWEST 27TH STREET & LIND AVENUE SOUTHWEST BY BUSH,ROED &HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE,WA 98102 (206) 323-4144 BRH JOB NO. 90341.09/ENG41B OCTOBER 5, 1992 �.PUNT�� o � r-EXPW 1 4� � OI�IAL�G �o-Ofv�2 s lVllg3 NARRATIVE THIS REPORT IS A REVISION/ADDITION TO THE DETENTION CONCEPT FOR THIS PROJECT. ORIGINALLY, ON-SITE DETENTION WAS BEING PROVIDED BY A STRUCTURAL VAULT. IT CAN BE SHOWN THAT THE EXCAVATION REQUIRED TO INSTALL THE MITIGATED WETLANDS WILL NOT ONLY PROVIDE ADEQUATE DETENTION FOR SITE DEVELOPMENT BUT ALSO INCREASE THE STORAGE VOLUME OF THE ENTIRE 100-YEAR FLOOD PLAIN. THE FOLLOWING PAGES SHOW THE REQUIRED 100-YEAR ON-SITE VOLUME AND THE MITIGATED WETLAND VOLUME PROVIDED. THE DIFFERENCE IS THE INCREASED VOLUME IN THE FLOOD PLAIN, WHICH EQUATES TO A DECREASE IN THE FLOOD PLAIN ELEVATION. THE VOLUME ANALYSIS ASSUMED ELEVATION 9 . 0 AS THE LOWER LIMIT AND ELEVATION 12 . 0 AS THE UPPER LIMIT. ELEVATION 9 . 0 WAS SELECTED BECAUSE IT IS THE TOP OF DEAD STORAGE WITHIN THE MITIGATED WE- TLAND. IT IS ALSO THE HIGHEST ELEVATION OF THE GROUND WATER TABLE. ELEVATION 12 . 0 WAS SELECTED AS THE UPPER LIMIT BECAUSE THE EXISTING GRADES WITHIN THE MITIGATED WETLAND ARE AT THIS ELEVATION. THEREFORE, ANY EXCAVATION BELOW ELEVATION 12 .0 REPRE- SENTS AN INCREASE IN STORAGE VOLUME. THERE WAS A SMALL AMOUNT OF EXISTING STORAGE WITHIN THE MITIGATED AREA (12 , 500 CUBIC FEET) WHICH WAS ACCOUNTED FOR IN THE ANALYSIS. THE ONLY REVISION FROM THE APPROVED PLANS WILL BE: 1. REMOVE THE DETENTION VAULT. 2. A FLOW SPLITTER WILL BE REQUIRED AT THE JUNCTION TO THE WETPOND. 3 . THE BIOFILTRATION SWALE WILL HAVE TO BE WIDER BECAUSE IT NOW CONVEYS THE DEVELOPED FLOW. 4 . THE CONTROL STRUCTURE FOR STORMWATER DETENTION WILL BE MOVED TO THE WETLAND OUTFALL PIPE. PRELIMINARY SKETCHES AND CALCULATIONS ARE PROVIDED TO SHOW HOW THESE ITEMS WILL BE RESOLVED. 90341. 09/ENG41B -4- File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID D100 SBUH HYDROGRAPH 3 3DESCRIPTION DEVELOP 100YR 24HR 3 3AREA (acres ) 22.000 RAINFALL CHOICES 3 3RAIN PRECIP ( in ) 3.90 1 . TYPE IA 3 _ 3TIME INTERVAL(min): 10.00 2. TYPE I 3 3TIME OF CONC (min ): 12 .78 3. TYPE II 3 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 S. TYPE 3 3 3BASE FLOW (cfs ) 0.000 6. USER 1 3 35TORM OUR ( hrs ) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 3.300 acres AREA: 18.700 acres 3 3CN 90.00 CN 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 18.7236 cfs 3 3TOTAL HYDROGRAPH VOL: 6.4886 ac-ft '4 -" 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete 3 3 Pgup Pgdn . F6:Compute F7: F8:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 INPUT , MODIFY OR BROWSE DATA 3 3 BASIN ID E100 SBUH HYDROGRAPH 3 3DESCRIPTION EXIST 100YR 24HR 3 3AREA (acres ) 22 .000 RAINFALL CHOICES 3 3RAIN PRECIP ( in ) 3.90 1 . TYPE IA 3 3TIME INTERVAL( min ) : 10.00 2. TYPE I 3 3TIME OF CONC (min ): 84.5S 3. TYPE II 3 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 S. TYPE 3 3 3BAS-E FLOW (cfs ) 0.000 G . USER 1 3 3STORM OUR ( hrs ) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 22.000 acres AREA: 0.000 acres 3 3CN 89.00 CN 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 8. 17 hrs 3 3PEAK HYDROGRAPH FLOW: 6.9783 cfs 3 3TOTAL HYDROGRAPH VOL: 5.0038 ac-ft 3 3 HOME END F1 :Find F2: ew F3:Get F4:Tc-Calc FS:Delete 3 3 Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> I .S AC4+ �4356o-F+Z` = c.5 340 G.I: vol�r^t BUSH,ROED& HITCHINGS,INC. w>c5� 01 CIVIL ENGINEERS &LAND SURVEYORS 2009 Minor Avenue East SHEET N°' of Seattle,WA 08102 CALCULATED BY DATE 10 019 —9Z r (206)323-4144 R (206)323-7135 * Fax CHECKED BY DATE SCALE 1 J` ►T i �A.T� VJ�TL1 F-56LICIv.1 ELSV /ZZ t+o.. 1 k.///A/ J1'JiTtfj,47/ Ql i�1f Cs�rZCC,Y1D ��� 1}_ D. ._. �� _ �- _. 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K N It ROCKERY � lr7 .Tic T�•/B.s 'l S.L. A S `�� ,eLFI 02/! o lE°5.4 5DMN*4 \\ Iz -MP 16.0 1 . 1 \ jr-L. V) 3 ' s.t.. /E= /4.0(/z'� VY / / � Jj /E /4.3(/Z•� � I Z"W N p• W.V. L.- - _ • 60 MN 5DMN Y IV. VALLEY D.C. WETPOND AND BIOFILTRATION SWALE SIZING The asphalt pavement area subject to vehicular traffic is approximately 8 acres. A single building makes construction of a separate roof drain conveyance system feasible. The roof drain lines will be conveyed directly to the detention pond, bypassing the wetpond and biofiltration swale. Therefore the wetpond and biofiltration swale size can be reduced from what was originally approved. BRH Job No. • gS21ly, Od Date: 9,�2-tf �-;7 H Y D R 0 6 R A P H I N P U T W 0 R K S H E E T Project : Basin Identification (5 char ): Description (30 char ): t ��? 7��• 2�Q /24' 1-�Q Total Area: 0 CZ = 2 po Precipitation: 2yr I- ,O Syr 10yr 2Syr 50yr 100yr Hydrograph Numbers: D, l07 iA, 2yr Syr 10yr 2Syr 50yr 100yr Time of Concentration: length slope surface type "n" value time t00 Total Travel Time: Pervious Area: JbG , Land Use: e- Soil Type: G7r0)^0— t c U Hydrologic Group: Curve Number: G1 O HYD.INP kOS 9/22/9S Bush , Roed & Hitchings , Inc page 1 PU6ET WESTERN -RENTON SITE BRH 49S216 SEPT. 21 , 199S BASIN SUMMARY BASIN ID: 1 /3D2 NAME: 1 /3 DEV. 2YR/24HR (Pt-wq ) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8.07 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . . USER1 PERVIOUS AREA PRECIPITATION. . . . : 0.67 inches AREA. . : 0.29 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00 TIME OF CONC. . . . . : 16.80 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 7.78 Acres CN. . . . . 98.00 TcReach - Sheet L: 100.00 ns:0.0110 p2yr: 2 .00 5:0.01SO TcReach - Channel L: 1700.00 kc:42.00 5:0.0020 PEAK RATE: 0.8S cfs VOL: 0.31 Ac-ft TIME: 480 min k0S 9/22/95 Bush, Roed & Hitchings , Inc page 1 PUGET WESTERN RENTON SITE BRH #SS216 _ SEPT. 21 , 1995 snaaa3a==Zaaasao3aa ss sasa sss a3aaax3a a3as=a3=3aaaas33a s3 s=a.=a33=3 3 3 x x BASIN RESULT SUMMARY k2S BASIN -----VOLUME---- -RATE- ----TIME.----- Hydrograph Area I0 ---cf-- Ac-ft --cfs- -Min- hours Methodology Acres a a=x ax x 1 /302 13552 0.31 0.85 480 8.00 SSUH Method 8.07 13USK ROED&H=HNGS,INC. Joe �q��t t�J G k CIVIL ENGINEERS &LAND SURVEYORS SHEET NO. OF 2009 Minor Avenue East / Seattle,WA 98102 CALCULATED 6Y �� � DATE -Z i Q (206)323-4144 BRH (206)323-7135 • Fax CHECKED BY DATE SCALE i2e �Q po�.a .......... - .... __ ............ _...... .... . -- ..........._;........._.__ _._....._ ....... -_r¢ ..........-�.-o o _ ....:y_.._ .�� .._4. , .2 d-..._ �. ..� �d,:1.4_(n.....a- . ...... ..... . .......__:......._..._... ._ ......................................._.............:.......................�.......... _......... ._�w,.P�•l � .C. a�rr�.. ......- ...._ ,.. >_ 4-c ..__k.._5�3��. . ...............o.-�..._...._.'�..�... ..c_ ..__. _�._._._...._ .........._......_ ..__............_.. _ s. ..Cls :_ ....._.. _® '.- S_�. .............._ _l._^^_. . PXJ rJ,.�_S ..............._.......................:......... ........---........ _.._ ............ ...................... ............ 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S>.:...x _�. ..___cam-�_ 1.2... 1....1....._ ......._....cr... . . ............................... ................._.....................................,_..._......... _._.._..._... ......._......._� _.�_...._........ :..._...__._... _ ?.__.....�...��_ S o� c�.�. ..�.�........_._ .��._ _ ................ .. _._ _.........._.................._ _....... 1.. .`... ...... .� 5.............. .._..._... ... ._.:..J ( �.�P- ....c4 ....�L. .---:.___.._ ....... _._.. -._..._.._.._------------ ......._ . . ...................:........................_ ..:.. ,_.__.. ..._ .......... _ .................._.........._ -- File Basin Hydrograph Storage Discharge Level pool 3 INPUT, MODIFY OR BROWSE DATA BASIN ID b6 SCS UNIT HYDROGRAPH METHOD DESCRIPTION 100 year developed AREA (acres) 8.070 RAINFALL CHOICES` RAIN PRECIP (in) 3.90 1. TYPE IA TIME INTERVAL(min) : 10.00 2. TYPE I TIME OF CONC (min) : 12.78 3 . TYPE II RAINFALL SELECTION: 6 4. TYPE IIA ABSTRACT COEFF 0.20 5. TYPE 3 BASE FLOW (cfs) 0.000 6. USER 1 STORM DUR (hrs) 24.000 7. KC 7 DAY 8. CUSTOM PERVIOUS PARCEL IMPERVIOUS PARCEL AREA: 0.000 acres AREA: 8.070 acres CN 80.00 CN 98.00 SUMMARY DATA PEAK HYDROGRAPH TIME: 7.67 hrs PEAK HYDROGRAPH FLOW: 7.8172 cfs 4----- Q \aa TOTAL HYDROGRAPH VOL: 2.4684 ac-ft t-►1 HOME END F1:Find F2 :New F3 :Get F4:Tc-Calc F5:Delete Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit \3 .I = 20FT 3 Yl - o , 0g d-LFT� (C-F 0 ( -7 g , ) 4:2-'12 ao Tiers �?E0U 1r2,71 S