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Home My WebLink AboutCC - Storm drainage reportPrepared For: Bright -on Development, Dnc. 9-, ACHD Bainbridge Subdivision No. 11 Meridian, Idaho Storm Drainage Report Prepared By: Lachlin Kinsella, P.E. Project Engineer KM Engineering, LLP 9233 West State Street Boise, ID 83714 208.639.6939 Ikinsella @ kmengllp.com October 2019 Project No: 19-136 TABLE OF CONTENTS Introduction --.---._—.—_--------...-------_-----------.—....l ProjectDescription ............... ....................................................................................................... 1 SiteDescription .............. ................................................................................................................. I Scope and Methods ---..------------_------~--.—.---~-------..I ExistingDrainage Conditions ........................................................................................................... l Proposed Drainage Conditions and Analysis ................................................................................... I DiversionBoxes ....................................................................................................................... --'2 Inletand Gutter Capacities .............................................................................................................. 2 SeepageBeds .................................................................................................................................. Z Summary.......................................................................................................................................... 8 Appendix A - Figures Figure I - Vicinity Map Figure 2 - Post -Development Drainage Map Figure 3 - Storm Water Improvement Plans Appendix B - Tables Table I - Peak Flow Rates and Runoff Volumej Appendix C-CaKcula*onS Post -Development rCalcu!otionS Post -Development 1UO-vearCalculations Sand and Grease Trap Calculations Inlet and Gutter Capacities Seepage Bed Calculations INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Bainbridge Subdivision No. 11 (Project) are designed to meet Ada County Highway District (ACHD) and the water quality requirements of the Idaho Department of Environmental Quality (DEQ). This report has been prepared at the request of the developer, Brighton Development, Inc. phasePROJECT DESCRIPTION The Project consists of the eleventh of a residentialsubdivision - • lots:eresidentials and 11 common r, - improvements to the site include roadways,sidewalks,o grading, and site utilities. SITE DESCRIPTION The Project site is located along W. Chinden Blvd, east of N. Tree Farm Way and west of Ten Mile Road, Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed Project area is 23.5 acres. SCOPE AND METHODS The Rational Method is the standard method for small catchments and was used to calculate pre -development and post -development peak runoff rates and runoff volumes. The Rational Method provided in the ACRD calculation sheets was used to calculate the storm water volumes and flow rates for this project (see Appendix C - Calculations). Flow rates and storm volumes were established for each basin for the 25 -year and 100 -year storms. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for a summary of flow rates and runoff volumes. Calculations for diversion structures, inlets and gutters, and seepage beds were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre -project watershed consists of primarily agricultural land and is currently irrigated through open channels. The flow path for the existing drainage basin involves overland sheet flow from northwest to southeast. There are no existing storm drainage facilities in place to reduce the peak runoff volumes. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of roadway inlets and gutters, storm drain manholes, diversion structures, and seepage beds. The post -development site was broken into 33 basins as shown in Appendix A, Figure 2 - Post -Development Drainage Map. For land use type and runoff coefficients (0.1— open space, .95 — impervious, 0.40 — lots) for each basin, refer to ACHD calculations in Appendix C. Each basin was delineated according to the tributary area draining to each drainage structure or facility such as gutter, catch basin inlet, etc. For individual sub -basin peak flow calculations, in addition to combined sub -basin peak flows used for downstream facility sizing and analysis, see Table 1 (Peak Flow Rates and Runoff Volumes). 1 The proposed drainage basins include the front half of the lots and all of the proposed roadway, curb and gutter, and sidewalks. Storm water runoff consists of overland sheet flow over short grass, and is then conveyed with curb and gutter to catch basin inlets before entering a pipe network. Once runoff reaches the pipe network, it is conveyed to the storm drain manholes used as pretreatment facilities before entering the seepage beds. DIVERSION BOXES The diversion boxes should be built per the detail on the civil construction plans and includes a concrete weir within the vault. The weir has been designed to divert the lower flows to the water quality side of the seepage bed. Once the water quality side of the seepage bed is full, the higher flows will be routed over the weir system to the bypass side of the seepage bed. INLET AND GUTTER CAPACITIES The catch basin inlets should be built per the details shown on the civil construction plans. There is a total of thirty one (31) inlets, one for each drainage basin where storm water is routed to a seepage bed. Based on our calculations, all inlets will require either a single or double sump grate inlet to intercept the flows. The gutter capacity of the proposed roadways was verified to ensure that overtopping of the curb would not occur in the 25 -year and 100 -year storm event (refer to Appendix C — Inlet and Gutter Capacities). SEEPAGE BEDS The Project includes fifteen (15) seepage beds (SB #1-15) that should be built per the details shown on the civil construction plans. Based on our calculations, the seepage beds are adequately sized to ensure that no ponding occurs on the surface and that the volumes required to retain the 100 -year storm event are met. The invert elevation of the seepage beds are set above the estimated high groundwater level based on the "Bainbridge Final 2019 Monitor Data" prepared by Natural Resource Solutions, LLC, dated October 10, 2019. Once the sizes of the seepage beds were calculated, the times necessary for 90% of the 100 -year storm events to be infiltrated into the ground was calculated at less than 48 hours for each of the seepage beds. Due to high groundwater in the area an infiltration rate of 1.0 inch/hour was used I the design of the seepage beds. The calculations included with this report show the volumes that are required to be retained for the 100 -year storm and the drain time through the bottom of the seepage beds, refer to Appendix B — Tables and Appendix C — Seepage Bed Calculations. N SUMMARY This report determines that the Project storm water design sizing and analysis conforms to ACHD and storm water design criteria. The post -development storm water runoff for half of the proposed residential lots and the entire roadway, curb and gutters, and sidewalks should be completely retained onsite through the proposed seepage beds. 3 F DATE: 10/11/19 PROJECT: 19-136 SHEET: 1 OF 1 MERIDIAN, IDAHO VICINITY MAP ONE DRAINAGE LEGEND DESIGN POINTS Q A BASIN DESIGNATION 1. INLET 11 2. INLET 12 Ala, 4. INLET 14 DESIGN POINT 5. INLET 15 A 6. INLET /6 EXISTING GRADE CONTOUR 7. INLET 17 B. INLET BB -Immm _ -2470-- 9. INLET 19 10. INLET 110 11. INLET Bit FlNISHED GRADE CONTOUR 12. INLET 812 2470 13. INLET 113 14. INLET 114 15. INLET 115 I6. INLET 116 AGENCY REVIEW1 !am :NGINEERS. SURVEYORS. PIANNERS 9233 WEST STATE STREET BOISE, IDAHO 83714 PHONE(203)639.6939 FAX (208)63%930 DESIGN BY: LCK/SRM DRAWN BY: LCK/SRM CHECKED BY: LCK DATE: 10/21/19 PROJECT: 19-136 ;HEET NO. 10 F 1 DRAINAGE LEGEND DESIGN POINTS Q A BASIN DESIGNATION 1. INLET 11 2. INLET 12 2.5 AREA IN ACRES 3. INLET 13 4. INLET 14 DESIGN POINT 5. INLET 15 A 6. INLET /6 EXISTING GRADE CONTOUR 7. INLET 17 B. INLET BB _ -2470-- 9. INLET 19 10. INLET 110 11. INLET Bit FlNISHED GRADE CONTOUR 12. INLET 812 2470 13. INLET 113 14. INLET 114 15. INLET 115 I6. INLET 116 17. INLET 117 18. INLET 118 19. INLET 119 20. INLET 120 21.INLET 121 22. INLET 122 23. INLET 123 24. INLET 124 25. INLET 125 Z 26. INLET 126 0 27. INLET 127 28. INLET 128 w w 29. INLET 129 ¢ 30. INLET 130 31. INLET 131 32. SDMH 11 33. SDMH 12 34. SDMH 13 35. SDMH 14 36. SDMH 15 37. SDMH 16 38. DIVERSION BOX 1t 39.DIVERSION BOX 12 40. ONERSION BOX 13 41. DIVERSION BOX 14 z 42. DIVERSION BOX 15 43. DIVERSION BOX 16 44. SEEPAGE BED 11 45. SEEPAGE BED 12 46. SEEPAGE BED 13 47. SEEPAGE BED 14 48.SEEPAGE BED 15 49. SEEPAGE BED 16 50. SEEPAGE BED /7 51. SEEPAGE BED 18 52. SEEPAGE BED 19 53. SEEPAGE BED 110 54. SEEPAGE BED 111 55. SEEPAGE BED 112 56. SEEPAGE BED 113 57. SEEPAGE BED 114 z z 58. SEEPAGE BED 15 c -I ®d 0 60 120 180 O Lu Plan/Profile Scale: 1"=60' z Q z 0Z N Q N W mz Q z� WC LD N Q C LL Lu cc d (1j LL 0 G W\ m W Z 0 m O a AGENCY REVIEW1 !am :NGINEERS. SURVEYORS. PIANNERS 9233 WEST STATE STREET BOISE, IDAHO 83714 PHONE(203)639.6939 FAX (208)63%930 DESIGN BY: LCK/SRM DRAWN BY: LCK/SRM CHECKED BY: LCK DATE: 10/21/19 PROJECT: 19-136 ;HEET NO. 10 F 1 F� P ma WE m Will >. t 5D4J. #3 l Ia ..H FET TOP ,S, 254$ 19 µ JV y .t2 Q_,. 1 5 J tt J CU 44,.` 17 (•J . 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A- H!KAP-777 146.0' 18 kJS IN -12 HP-/ sr) H o Rox 4R'0 SDMH P T T, k.l2 4947 ADS FT -12 Q 0.22X 1!1'1 11�211111 12' (1) C, N, 18" ®R 0- 48I`lA sDmfi FLAT -,OR 1 �SO H f2D SUMP:2542 I IN:254 N11 5,26 12- (N) I INV OVTr2544.40 18" CW) mmN #31 p -EN GHATE), \_ 1 144 0 4R`1 SDMH RAT TOP kw,2510 31 SUMP:7545.68 REV L11:254EL&S 12" (E) 0 INV OUT:2545.68 12' EAR CE A &0 1 -26,5' 12 ADS N- 12 HP le- "Rs P. -T2 lip 0 0.23% AT ioP SUMPS5 3,20 C, eW OLLT2L,4_',7,O 15' (N) 0 5�C 3-s IN 3. 0 47d, ADE N -f2 HP -- IM ET p9 A I CfD „u_col, FLIEL48 GO SUMP 25.33 INN l,251,5.51 12 (N) A-11 INV OUT -,2 17' 9fl',j I 1'r L ,3312�' A47 X-12 HP w 01-- 0- z Z 81,0* 18" ADS N-12 HP om Is 1107 ----------- 24.5' 12- ADS 14-12 HP B a 0.241-1 1 HP h3g�O' 18" ADS N-12 HP 4p I 009X I Be - 95 0, 1 Ip Z�j ADS N_ I SoMp j23 (Ofd GRATEI 12 I 48'�s STIMH FLAT TRIP PIM 2547.89 1' 21 SUM 542.88 i�:_ Wl SDM.H F T TOP. -7 025-0,6,IJ� I I VAI OUT:2544,88 12 SU FRIA: 23254 _F 011 on, NEI It P4:2544 12' (E) j J[ ,P� 1 NV OU .2543.97 18" (N) - - ---------------- - (9 'A SOMH R22 48`0 SOMH FLAT TOP I" mm ME ME - - - - 9mi on mo on gm sm ME mo,so mm no SUMP :2543.81I MATCH LINE IW 04.2516.66 12' (E) SEE SHEET C4.0 OJT„ 545.31 18- (N) L M. 25 (OPEN GRAII), 48'0 SENN FLAT Top I RISN2548.65 g SUM .2542.68 _--INV OUB254468 18' IN'-__ L1 o' ME no SOMH 926 (OPEN GRATE) 48"RIM; 2550." 9 P INV OUR2547,78 12" (E) 025-0.7 UX 0 , , DM?i FLAT Top 70,8' 12- ADS N-72 p 'O H LINE 1 FLAT T" � ' So" MD. 2"' " L 'N.p 114 01. IN 7' E2 2 "4 7 MJ OU 2,4EI17 is- (S) 6&0' R 0 "1 , AS, N-12 HP C D., 107 CO \_ 1 144 0 iNLET #21 ACRE) SD_60% TYPE I SUMP:7545.68 REV L11:254EL&S 12" (E) 0 INV OUT:2545.68 12' EAR 625 0.A0 f &0 1 -26,5' 12 ADS N- 12 HP 0 0.23% tt WEST H2O ACEPED SD 601, TYPE I RIIJ:2549.75 -SUMP :2545.74 @ INV OJT :2546,74 12- (W) 025_0 .42cfs 0100-0.59.N 6 3' 12' ADS FI -12 FLA A 31 7 QD 86,0' 18' ADS N-12 HP 0.00% SUAH #28 (OPEN GRATE) 48'. 51UH FLAT TOP SOMH #29 FIM :2549.55 SLMP�254455 480 SGUH FLAT TOP F,,M:2549.97 11,A1 QLJT�2 546.55 12 (NE) X UMP 2543.63 025 �1,39Js 0100 / 94 NV N 2546.48 12' {SW) OU72545.63 18 & 12' ADS R-12 HP f a �m Q m Em am mm no m sm SHEET NOTES 1 A, SEE 5HEE7 CI,l FOR GE__ ht ACHO, AND UTILITY k NWI F S, ,CENSt, B, SES SIiEETS C4S - C4.3 FOR STORM. WATER C-0AILS. C'_ OR UNDWf,';R ELEVAlIONS ARE LISTED IN !ABLE I ON 1 860 SH ET Ckl,, SEE ETC FOR WELL LQIATICNS� Fell ADNITIONAL GROUNDWATER INFORMATION, REFER TO TPE \p 'SAiFiepnDO'E FINAL 2019 MONfTuR DATA PREPAREBy NRS, BATED =08ER 14, S019� DUE TO THE HIEH GNUUNOWATEE, UEVATIONS A DESICAI RATE OF I INCH PER HOLIR WAS USED 10 S THE INFILTRATION F ACEUTES O, PROlEE IVATER-TCHI, SEM S AT P IIPE EN PANCES/IEX�75, FOR SAND AND CREASE TRAR AND CATCH BANNS, E. ALL STORM PIPE VAN01 RNA SHALL RE C WHEE`�[F I it COVER EVER PIP' IS LESS THAN 2 FEET, OLLTSIDE BOW OR %'R E RE COVER IS SREATER THAN 2 FEET TE,,F S PIPE SHALL -_E ARE N-12 HP PIPE OR TOR"PPRO AWD EQUAL. FLOWABLE FILL SHAU RE USED WHE LESS7H AN -EF I OF <XPA,1AHCN 5ETAE:LN F_ ALL CRkNACE S',RUCTURES SHALL BE PER tLPer, STAN1,111RD4 AN[" HIE ACHD S4 P, 'IENTE. TO T", S`OPDIWAN STRUCTURES, SHALL HAVE HS -25 TRAFFIC RATED LIDS UNLESS OTHERPASE SPECIFIED. Lei I G. TIES CONTRACTOR SHALL CCkWLY YNTH ALL THE REQUIREMENTS ICR S-10RII WATER DISCIPREE ASSOC WITH. CONSTROCTION ACTWRY. THIS INCLCLES PMP f9ENTA THE SLAPS PECCMMEZNOD IN !HE $WPP PLAN PREPARED FOR 1POS SITE. RErULAR SITE 6W CI DOCUMEN?ANON OF MOELf-r-ANONS TO THE .>H PF M,0 OTHER REQUIREMENTS AS SET FORTH IN HE NPVES ENERAL PERMIT. H M-L CHANCES REQUiRE APPROAR.- BIT THE CEN ENGINEER AND ACHN L.E STC7 CONTRACTOR SHALL PROS AND INS'LILL IM B C RAIN MONUMENTS TO !RE". FY AU. SIORM ORXN MANHOLES, SEDIMENT BOXES, CROP INLIIS• AND OTHER I FEE 1 Ij UCTlONS OR 7ERIWNUSES IN ACCORDANCE WLU T _ 111TON SOIS OF THE ACiil) DEVELOPMENT POLICY MANIAL A140 IS -A-, SID -623. J. FOR UTILITY CROSSINGS AT SLEPAOIK BED LOCANCINS• THE CONTRACTOR SHALL CONFORM 70 THE STANDARDS SET ef THE CITY OF MERIDIAN AND SECTION 82M OF THE ACHD STORWWATER GUIDELINES. K. NSTN_L STORM BRAIN MANHOLES PEP SLI' PLEMINTAL BEFALL SO 611 WITH REINFORCED CONCRETE REDUCER SLAB IN PLACE OF ECCEN'URIC CONE SECTION. ALL MANHOLES SMALL BE HS 25 RATED L THE STORM WATER DESIGN IS BASED ON SECTIONS 8400 AND 8200 OF THE 2017 ArHO POLICY MANJAI_ KEYNOTES 0 I- SO !7 ESEE OETAII - ON SHEET ET C4,3 z L (133 SO -W 4�3' D) 0 < 2. S13 96 SEE DETAIL ON SHEET C4.3 {126L x qLO'W x 4-3*D) 3, SO #9 SEE DETAIL ON SHEET C4.3 0 z (1321 s ELO'W x 4.5'D) 7) < Uj 4. SO 910 SEE DETAIL ON SHEET C4,35; 2 (7A'L . 17 5`& x 3.3'D) 0 Z LIJ 5, S9 #11 SEE DETAIL 014 SHEET C4.3 co (901 12.0Vi 3.0*03 D < 0 V) 6. SS #12 SEE DET1aL ON SHEET C4.3 LU (591 . 12.0 .W 5.0'D) 7. SO #13 SEE D JAL ON SHEET C4.3 (79,L , 22.0,W x 3.5'D) S. SIR#14 SEE DETAIL ON SHEET C4,3 (58'L x B.O'W x 4.0'0) z 0 F- 9, SO J15 SEE DETAIL ON SHEET C4,3 < V) (521 x ELO'W x 4.5*03 ca 10, N51,ALL GROUT WATER OBSERVATION WELL PER ACHED ED 627 ,SHEET C4.2. INSTALL WITHIN THE INFILTRATION BED 5' FROM THE END AND OUTSIDE OF BED A MINIMUM OF 50, FROM THE PERIMETER OF THE BED. FOR AGENCY REVIEW CN t' ERS _SllFVEYORi lam PLANNERS 9ZE3 'NEST STATE STREET FKXSEjDAK0 ..... PHONE (2071) 639-6439 FAX (!".1 633 `930 IRSISN ELY LCEISP11 O 4. - 120 UNEV)SY7 LCR Pl/Proffle SFRIe: 1" = 40' DAIS FLORET 15-136 SHEET NO. C4.1 SECTION N.T.S. j' SNc D-627 t2'. PERFORATED ADS N-12 HP, NO FREES ARE h OASD ARTHN A N,SII IMIRTILMD'lo- IS' 05 THE OUTSIDE FERIVE7,ER 12'. AOS N-2 -L�V. `A' (MRE) OF O'E EFE"'M "s - PER P`A`_\ 1. OPAC 9CI OR ISNJ C33 FILMS SAND. FW- WN( IoOVEN I�TRC PER AND STORVARMIT DEFON OVIDEUNES SECTION a2OO BEIM, 0 2 RS/A' SNI w OF 1.5 -FT cvAN IF'. ISO OF BED to FRIMI cNADE, l S D El VAR (AANCVAF SEEK. o DNT.Sla. DO%- i N_RFORANONS PER ACID 9 lae PERFOPAUMD ��Pt� IN57A11. P: I DESIC i 30 STO .;L MWATEq LITERN Mli%�UNES SUAIL SVP 04, 5 Is R PVC . I/ -ADS 11-12 HPQ suNALXffv GSo SPACE To BE ENIFIED BYM cEocFN4ICA,- Ele-EE aw"aR "END 2 ("N.) INTO FREE DIURNING UJERIA 8. NON -WINE. FAER. PER ACID STORIAXTER DEV.G. CVIUEj.INCS SECTION 8200 CETAlt EVP 04. OEPUP ViN'W� UV OF I -FT T AND sMR. VA SIDES ONLY. 11 9, 12* a PERFORATED INFASS PEE, NSTALL PERFORANONS PER ACfl) ST..RNWAMR CUIDEUPES DI DAF 01 D'IREIR3,011 PINIONS, PERFORATED ADS N-12 w. T chU 5' IN BED NCR -PERFORATED TO - A PERFORATED PIPE "Pi- PER TPE,' WIDE, INUIES P IAN IAEtY PER TABLE IYAFERTDNP 011 NECTION18"¢ PE[tFORA`EJ 5-ECTION VIEW A -A IS ZN-111 F, // "s " "'N"' is' ADS, CAR 7ORM MAN Ci R FORSi1ll�E I ON SHEET C4 -S SEE SHEET CT,2 FOR XLL A. ONOUNDWATR ELEVA'FONS ARM LISTED RN TAB LOCATIONS FOR ADDITIONAL GROUNDNATER RU`CRVArlON, REFER 70 it -BAINBRDICE FINAL 26I9 it:::= -- -- - - - -- - - - - - - - G.ITOR LATA" PREPARED By NASDATED OCTOBER 14, 2019. CUE TO THE HIGH, GRORNDKATER , NAMS, LOAD RATED. A CESNN RAM OF I NCH PER HOUR RAS USED 10 SIZE THE IW�LIRNIF)N FAC�,LITAs PVC- KAFORATED FIAT (GROkRU) -TER C. AIL GEODY'NLE 5 S SHRLL O',FS I FOOT PROFILE VIEW oIMER"T"" 'Ew PER SD 677, PIPE SlfALL C. BED I'D ' SHALL RENAN CONSTANT . NIT PENETRATE PVC PNER. E. IF ROCK IS ENCOUNTERED, CONTRACTOR DUST HAVE A PEIUSX_AEOU MET PERFORMED BY A SOILS ENGINEER AFMR SEEPAGE BON IS NLi_Y EXCAVATED. (NOTE: AN ACFiD WSPECTIOR MOST, BE PRESENT 'ON INE TEET), IF THE PERCOtATIOR IS LESS THAN SPECIFIED BY THE SCALS REPORT AND ENCINTER. COUNRACMR F Y NEED TO BLAST OR ECRE ;Q CREATE CO DART FOR (RIARACE TO COCUR OR RE-DEB>GN TKE SY5IEJA TO -EVE THE RECUTRED "FI -NATION. STORAGE VOLUME mEsn 7 INCLUDE SAND A"'DO". G 'NATER SEWER SERMES. AND PRESSURE IRRIGATION VNIRS CROSSING SEEPAGE SEDS SHALL BE INSTALLED PER XN0 PECURNEFIENTS, NO RIENEIRATIOUS OF RED UNER All THE ALLOWED. H. FOR UNDERGROUNO WFISTRANOIN SYSIERS, INSTALL ELECTRONIC VARPERS ON EACH CORNER OF THE FACILTIF. THE CONTRACTOR SHALL COORDINATE VINT THE ACRD INSPECRXAN DEPARTMENT FOR PkACEVONT OF THE HARRENS DUNIND CIGRST, RTION F PRIOR TO 8ACRSfSUNG, I. CONTRACTOR SHALL VERIFY RATE AFTER THE FACMTY IS FULLY EYCAYAT-M, LATH. THE ACRD INSOCROR PRESENT. SEEPAGE BED TABLE {&-SEEPAGE FT) GE BZD EED�LE GTE IMENSION .1 (FT) Dt ENSION W2 (FT) BED WDTH A., F T) 0 E P I H BED ELEV A T7' 'A� ELEVATION -5- ELEVATION -C- ELEVATICI I s. ELEVATION 'E" ELEVATION 1--l. 11ATER li'l 100-YP. VCIUVE PRTACED oESIGN INFILTRATION RATE (IN/HR) SEE #1 1-', 10,7 6,8 PLAN CONCRETE COLLAR 2545.61 N.F.S. 25AN'I 2542.83 25402 3,697 4; SS #2 ils 11.0 SECTION CONCRETE COLLAR 175 4,0 2566. 2544.79 254 73 254079 2540,69 2542.13 2540,6 3,265 10 65 56 j4 123 10.0 10.5 7. 8.5 16�5 4.3 46 7,5 sr 19.0 4.5 2 SECTION N.T.S. j' SNc D-627 t2'. PERFORATED ADS N-12 HP, NO FREES ARE h OASD ARTHN A N,SII IMIRTILMD'lo- IS' 05 THE OUTSIDE FERIVE7,ER 12'. AOS N-2 -L�V. `A' (MRE) OF O'E EFE"'M "s - PER P`A`_\ 1. OPAC 9CI OR ISNJ C33 FILMS SAND. FW- WN( IoOVEN I�TRC PER AND STORVARMIT DEFON OVIDEUNES SECTION a2OO BEIM, 0 2 RS/A' SNI w OF 1.5 -FT cvAN IF'. ISO OF BED to FRIMI cNADE, l S D El VAR (AANCVAF SEEK. o DNT.Sla. DO%- i N_RFORANONS PER ACID 9 lae PERFOPAUMD ��Pt� IN57A11. P: I DESIC i 30 STO .;L MWATEq LITERN Mli%�UNES SUAIL SVP 04, 5 Is R PVC . I/ -ADS 11-12 HPQ suNALXffv GSo SPACE To BE ENIFIED BYM cEocFN4ICA,- Ele-EE aw"aR "END 2 ("N.) INTO FREE DIURNING UJERIA 8. NON -WINE. FAER. PER ACID STORIAXTER DEV.G. CVIUEj.INCS SECTION 8200 CETAlt EVP 04. OEPUP ViN'W� UV OF I -FT T AND sMR. VA SIDES ONLY. 11 9, 12* a PERFORATED INFASS PEE, NSTALL PERFORANONS PER ACfl) ST..RNWAMR CUIDEUPES DI DAF 01 D'IREIR3,011 PINIONS, PERFORATED ADS N-12 w. T chU 5' IN BED NCR -PERFORATED TO - A PERFORATED PIPE "Pi- PER TPE,' WIDE, INUIES P IAN IAEtY PER TABLE IYAFERTDNP 011 NECTION18"¢ PE[tFORA`EJ 5-ECTION VIEW A -A IS ZN-111 F, // "s " "'N"' is' ADS, CAR 7ORM MAN Ci R FORSi1ll�E I ON SHEET C4 -S SEE SHEET CT,2 FOR XLL A. ONOUNDWATR ELEVA'FONS ARM LISTED RN TAB LOCATIONS FOR ADDITIONAL GROUNDNATER RU`CRVArlON, REFER 70 it -BAINBRDICE FINAL 26I9 it:::= -- -- - - - -- - - - - - - - G.ITOR LATA" PREPARED By NASDATED OCTOBER 14, 2019. CUE TO THE HIGH, GRORNDKATER , NAMS, LOAD RATED. A CESNN RAM OF I NCH PER HOUR RAS USED 10 SIZE THE IW�LIRNIF)N FAC�,LITAs PVC- KAFORATED FIAT (GROkRU) -TER C. AIL GEODY'NLE 5 S SHRLL O',FS I FOOT PROFILE VIEW oIMER"T"" 'Ew PER SD 677, PIPE SlfALL C. BED I'D ' SHALL RENAN CONSTANT . NIT PENETRATE PVC PNER. E. IF ROCK IS ENCOUNTERED, CONTRACTOR DUST HAVE A PEIUSX_AEOU MET PERFORMED BY A SOILS ENGINEER AFMR SEEPAGE BON IS NLi_Y EXCAVATED. (NOTE: AN ACFiD WSPECTIOR MOST, BE PRESENT 'ON INE TEET), IF THE PERCOtATIOR IS LESS THAN SPECIFIED BY THE SCALS REPORT AND ENCINTER. COUNRACMR F Y NEED TO BLAST OR ECRE ;Q CREATE CO DART FOR (RIARACE TO COCUR OR RE-DEB>GN TKE SY5IEJA TO -EVE THE RECUTRED "FI -NATION. STORAGE VOLUME mEsn 7 INCLUDE SAND A"'DO". G 'NATER SEWER SERMES. AND PRESSURE IRRIGATION VNIRS CROSSING SEEPAGE SEDS SHALL BE INSTALLED PER XN0 PECURNEFIENTS, NO RIENEIRATIOUS OF RED UNER All THE ALLOWED. H. FOR UNDERGROUNO WFISTRANOIN SYSIERS, INSTALL ELECTRONIC VARPERS ON EACH CORNER OF THE FACILTIF. THE CONTRACTOR SHALL COORDINATE VINT THE ACRD INSPECRXAN DEPARTMENT FOR PkACEVONT OF THE HARRENS DUNIND CIGRST, RTION F PRIOR TO 8ACRSfSUNG, I. CONTRACTOR SHALL VERIFY RATE AFTER THE FACMTY IS FULLY EYCAYAT-M, LATH. THE ACRD INSOCROR PRESENT. SEEPAGE BED TABLE {&-SEEPAGE FT) GE BZD EED�LE GTE IMENSION .1 (FT) Dt ENSION W2 (FT) BED WDTH A., F T) 0 E P I H BED ELEV A T7' 'A� ELEVATION -5- ELEVATION -C- ELEVATICI I s. ELEVATION 'E" ELEVATION 1--l. 11ATER li'l 100-YP. VCIUVE PRTACED oESIGN INFILTRATION RATE (IN/HR) SEE #1 1-', 10,7 6,8 17,5 5�0 5 2 4711 2545.61 2542,33 25"(161 25AN'I 2542.83 25402 3,697 I'D SS #2 ils 11.0 7S 175 4,0 2566. 2544.79 254 73 254079 2540,69 2542.13 2540,6 3,265 10 65 56 j4 123 10.0 10.5 7. 8.5 16�5 4.3 46 7,5 sr 19.0 4.5 2 2545A6 1 2545 90 2542.63 254086 2543.90_ 2510.76 2544.30 2543.13 2544-0 11407 2541�O 2,907 2,848 I'D 1.0 SD #5 L_ 147 14,0 9,0 23.0 3.3 2546.91 1 2544.20 _25AIAO 254220 2540.90 2540.80 2542,?0 2540,15 3,350 _1.0 ED i s 52 . 1 133.3 3 &2 21.5 2,-46.90 1 2544,86 2542,43 2540.76 2540,66 2540.4 SEEPAGE BED DETAIL r SIZE PER T`Lli___ p2pE ERE FER 1000 CAtiCES"Vc., BOX, - ------- ,AIr_lS7Lf. OR 0.PIRO"al- 11PE SOS FEN z I USE C _� ON BEL ILIED Eo%' SizE FIR ar��INLE. CRA PPRO"D EoPlIXEN' P11IN FOR LOCATIONS—_ f-vt.A,T > SEE SUEoS, EX'Alcls. 11z' ADOU'CN�' .IcNVAIKN. TUCK CORME a., J! FLE'll"N PER DIVERSION BOX (LQQO GALLON SEDIMENT BOX) SIR 5 "OPAL EA' 0' EN SE, 16860 GF tS, Ln z r.z Q F O AGENCY REVIEW I ENGINEERS, SURVEYORS, PLANNERS 9233 WEST STATE STREET POISE, ioll"IS 83-713 PNE.E (26z) 539-6939 FAX (208) 619 11930 GENGN, By� LC%JSRAA DAA,N BY; tox/SR"m CHREMDay. LOS PROJECT: 19"136 HEET NO. C4.2 2: D 5 D D D L_ a'c'N t'N:c to P✓.GR {TYPE} 4'o'c 5, iTH ICIDR i CEM 'E' L CE Ftii ., FR* iLGµ NU1 a V E4_v FEk 0 R > -;,tt„ C.1 .tF ` � L If c.R�,-la wA. CBSEFVA - e E PER PROFILE VItVti1 DETAit, tn,S 3fi<EI. OB E-AT.OM WELL SNAIL HOT PE'NCTRAM. PVC UNER 141 'LES At ,L C:EC i _O 30' OF THE. C i f Ff t S 01 .4, SEEPAGE E£D, 1._j _ C7 WMH VARTASLE L ."I THI.,:"'FEF t6T SECTION' VAN A=A SEEPr G'' 9E6 5. 7 P �' 56 g8 EEG IENCTH (FT) 3 13_ 126 ! .32 LL BED tS;pT»� I F.i; 6.0 9.0 _-. 9.0 R'T. .• 4 .3 4.3 4.5 ----F- a • FLEW i CN `A <_ 8.66 2Ld 2949A21 2ELM6 T'\Y E,7 I.. 8' 547 5 .3 + 254&75 -,RaN n 1 Tfl j s EF 131E 1a- v_�.� ELEVA i ON 'E 2540.05 2540.25 2541.25 ,E,cRii=N -2 tt ' D ci r1?tL.7RATiG4 RAE Rr' hR 1.0 � 1,0 68 @30 58 #11 74 90 11.5 12.0 i { E I 2543.342540.3A 2543.68 ELE ! --1 1,204 � - 1,317 0 `(t 1.0 4t F i P t1. iiC .Grz .:t Of?;.Tit; TC 12.0 ! � i .E-FQFOrn,F.0 P.FT 2549.18 2547,16 2544.18 2541.18 1 [ t WITIR CRISI. 11101 ITLL g2. A i.0 NU1 a V E4_v FEk 0 R > -;,tt„ C.1 .tF ` � L If c.R�,-la wA. CBSEFVA - e E PER PROFILE VItVti1 DETAit, tn,S 3fi<EI. OB E-AT.OM WELL SNAIL HOT PE'NCTRAM. PVC UNER 141 'LES At ,L C:EC i _O 30' OF THE. C i f Ff t S 01 .4, SEEPAGE E£D, 1._j _ C7 WMH VARTASLE L ."I THI.,:"'FEF t6T SECTION' VAN A=A SEEPr G'' 9E6 5. 7 P �' 56 g8 EEG IENCTH (FT) 3 13_ 126 ! .32 LL BED tS;pT»� I F.i; 6.0 9.0 _-. 9.0 R'T. .• 4 .3 4.3 4.5 ----F- a • FLEW i CN `A <_ 8.66 2Ld 2949A21 2ELM6 T'\Y E,7 I.. 8' 547 5 .3 + 254&75 SEEPAGE EEii �VAT;Ch '('" ELE "544,40 i 2544.66 2544.81 ' TABLE ELEVATION 'D' 254x.05 ::43.25 2544.25 v_�.� ELEVA i ON 'E 2540.05 2540.25 2541.25 ER IND WATER EL, 2540.0 2540.2 ( 2 -4U.8 tG0-Y#i \'G`IUASE j Enu41:EG (CF) 1,744 i.c"52 _ i 814 D ci r1?tL.7RATiG4 RAE Rr' hR 1.0 � 1,0 68 @30 58 #11 74 90 11.5 12.0 3.3 3.0..�. ^^151821 25413,80 2546.64 ' 2546.68 -_ 254.,.97 2544.68 I 2543.342540.3A 2543.68 "1540.68 2540.2 2540.6 1,204 � - 1,317 0 `(t 1.0 513 #17 59 12.0 5.0 255138 2549.18 2547,16 2544.18 2541.18 2540.4 t,483 i.0 $9 ¢13 573 ¢74 -_ 79 58 22.0 �- 8.0 3.5 ----F---2-547_ 4.0 4.5 2549.86 2540.74 2550.33 2547,94 _ .3+. _ 2598.3! I 254°x.63-' _-2. f 2545.20 _546.31 2564.44 243.14 2543.81 2541,4a � 2540.34 5410.81 25173 � 2540.1 540.3 -- "5.4 R3�0 ----_-630 1.0 --- - j t.v j 1.0 SEEPAGE BED DETAIL #2 t$EyE`� �tCEKS{� �d�n 16866 \f mT faIZZi29Z; c c YO A. T R(RA'v -TER ELE.VAIICNS LAE LISTED 4N T SIC 1 ON SHEET CA.O_ SEE SPSET Ci.Z PC£t "ELL LOCA110U SCR ADMICNAL CSU)UNCWATER !,i1S U,ARO,N, RETER TO THE '8ANRR.IDGE. ONAL 20t9 LENNON DATA, PREP?R£D BY NNS, PRTEt) OCTESER 1;, 2019. DUE TO THE k'aff G'TOUNDWATER ELEVAllONS A DE:LCU RATE OF 1 NON PER HOUR WAS USED TO SQXI THE NFILTRATION FASUEES. 8. AU. vU'ITO ES AID SMLD AND GREASE ""PS S4 PD HS25 OR'BEATER LORD RATED. C.RLL GEOTEYTNE SEAMS SPALL CVERIAP t FOOT U, BE WDTN SHa;Y REMDN CONSTANT E n RCCX G EREELN`EFED CONIHACKLR MUSF WAVE A PEPC. Al1iJN TEST PERYOR%ED BY A sats ENG 3ER gk"R 'EE -L D IS (TULLE ESCA TcD (NOM AN R HD iRSPECTOR Vt1'T EM PRESENT FOR THE IE'q. 4 TH PEREO1Rii N LES I 1 SPf f o BY THE SOLS REPORT AND EN"WLER, ",, &. NEED TD AST OR BCRF TO CREATE CCNOU.T FOR CRANAGE T6 OCCUR OR RE- ES TRE ...,TEM TD AC"'E's 'HE RECURRED FH AS 4 f. jTD`'Af °fJl. nbE DOESN'T L CL _,F:-tD 1M4'°JW G, WATER SERTI E , Si ER SERTACESPRES URE MFV0DEN taJ S CROSSING LOSER SEEPAGE eiri SH11 SE, 145TALLED PER ACHD REO m -VENTS OD PENET-RS Gv BED L `ER `- BE kUDAiD. R. FOR U. GERGROLN) K TRATfiS+ SYSTEiSML ELECR 4 -RKEHS ON EA -4 CORNER OP THE fACLTY THE CONTRAS GP „NALL COGRDtNA WNH H „CIO NSPFSN0N DEPAMENT FOR Pu4CEMENT OF T1fE 4tARXERS DUR.M., c-snTUCTioN AMD PRIR`. TO B1c-L1WG. Ci z z a" O 0 cn Q w LL, _ 5 Q Q w W � re m 0 <C V) m AGENCY REVIEW i ki" amunagm UncIfTRS, SURVEYORS. PLANNERS 9231 WESTSTATE SIREET BOi5E.10ANUH3714 Fi3LNE pmt 6339-6939 TA%{20316396930 DEIGN BY: ECK w SWAN BY_ LCK(SRM CHECIMM LCX DH 10(22(39 PTSOIECT: 29136 C4.3 v 1 d 2 u� caw GE. G } (` uv; 6,i5R"d R SU"El PER ROA. mf d O *it Ffi ";U' p91 ORC33 ",TER SAD w �,- 3 1Tk�fUW 1 C9,11 F FO OP 'r Pl.. C F?£.. i" 4 .GT TOP it ,SCA. 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Al1iJN TEST PERYOR%ED BY A sats ENG 3ER gk"R 'EE -L D IS (TULLE ESCA TcD (NOM AN R HD iRSPECTOR Vt1'T EM PRESENT FOR THE IE'q. 4 TH PEREO1Rii N LES I 1 SPf f o BY THE SOLS REPORT AND EN"WLER, ",, &. NEED TD AST OR BCRF TO CREATE CCNOU.T FOR CRANAGE T6 OCCUR OR RE- ES TRE ...,TEM TD AC"'E's 'HE RECURRED FH AS 4 f. jTD`'Af °fJl. nbE DOESN'T L CL _,F:-tD 1M4'°JW G, WATER SERTI E , Si ER SERTACESPRES URE MFV0DEN taJ S CROSSING LOSER SEEPAGE eiri SH11 SE, 145TALLED PER ACHD REO m -VENTS OD PENET-RS Gv BED L `ER `- BE kUDAiD. R. FOR U. GERGROLN) K TRATfiS+ SYSTEiSML ELECR 4 -RKEHS ON EA -4 CORNER OP THE fACLTY THE CONTRAS GP „NALL COGRDtNA WNH H „CIO NSPFSN0N DEPAMENT FOR Pu4CEMENT OF T1fE 4tARXERS DUR.M., c-snTUCTioN AMD PRIR`. TO B1c-L1WG. Ci z z a" O 0 cn Q w LL, _ 5 Q Q w W � re m 0 <C V) m AGENCY REVIEW i ki" amunagm UncIfTRS, SURVEYORS. PLANNERS 9231 WESTSTATE SIREET BOi5E.10ANUH3714 Fi3LNE pmt 6339-6939 TA%{20316396930 DEIGN BY: ECK w SWAN BY_ LCK(SRM CHECIMM LCX DH 10(22(39 PTSOIECT: 29136 C4.3 � 1r r � �� s r �_ U z �r� � #. is (min.) 25 -yr 100 -yr Basin A-1 10.5 0.76 1.07 Basin A-2 10.0 0.24 0.33 Basins A-1- A-2 10.5 1.00 1.40 Basin A-3 10.5 0.33 0.46 Basins A-1- A-3 10.5 1.33 1.86 Basin A-4 14.5 0.41 0.57 Basin A-5 14.9 0.38 0.54 Basins A-4 - A-5 14.9 0.79 1.10 Basins A-1- A-5 14.9 2.12 2.96 Basin B-1 16.4 0.54 0.76 Basin B-2 15,5 0.51 0.71 Basins B-1- B-2 16.4 1.05 1.46 Basin B-3 10.0 0.26 0.36 Basin B-4 10.0 0.25 0.34 Basins B-3 - B-4 10.0 0.51 0.71 Basins B-1 -B-4 16.4 1.47 2.06 Basin C-1 14.3 0.38 0.53 Basin C-2 10.0 0.41 0.58 Basin C-3 11.1 0.18 0.24 Basins C-2 - C-3 11.1 0.59 0.82 Basin C-1- C-3 14.3 0.97 1.35 Basin D-1 10.0 0.34 0.47 Basin D-2 10.0 0.27 0.38 Basins D-1- D-2 10.0 0.61 0.85 Basin D-3 13.4 0.53 0.74 Basin D-4 10.0 0.39 0.54 Basins D-3 - D-4 13.4 0.91 1.27 Basins D-1- D-4 13.4 1.52 2.13 Basin E-1 14.4 0.48 0.67 Basin E-2 12.9 0.45 0.63 Basins E-1- E-2 14.4 0.93 1.30 Basin F-1 13.5 0.75 1.04 Basin F-2 10.0 0.14 0.19 Basin F -1-F-2 13.5 0.88 1.23 Basin G-1 16.6 0.68 0.95 Basin G-2 13.0 0.58 0.81 Basin G-3 10.0 0.40 0.56 Basins G-1 - G-3 16.6 1.51 2.11 Basin H-1 16.6 0.42 0.59 Basin H-2 15.1 0.40 0.56 Basins H-1 - H-2 16.6 OM 1.14 Basin 1 11.4 0.64 0.90 Basin 1-1 10.2 0.43 0.60 Basin 1-2 13.0 1.11 1.55 Basins J-1 -1-2 13.0 1.54 2.15 Basin K 10.0 0.60 0.83 Basin L 10.0 0.79 1.11 Basin M 11.9 1.39 1.94 Basin N 10.0 0.34 0.47 Basin 0 10 0.47 TotalStora�e Volume Req ed JuIri (cf) BII asi Basin C-1 - C-31 Basins Basins E-1- E -Z11 Basins F -I -F- Basins GAL Basins H-1 - H-2 Basins J-1 - .14 Basin K� Basin M, Basin N,�� NOTE: This worksheet is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin A-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 4 Enter number of storage facilities (25 max) 25 Click to Show More Subbasins L 1:1bi i:: 1: 1 11 b, ii D, 11 11:11:3511 Subbasin Subbasin I Subbasin 2 3 4 5 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 10,847 i 18,673 1:1 1 , I - 7F7 Acres l 0.73 1 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xAl)+(C2y,A2)+(CnxAn)]/A Weighted Avg1 0.57 1 1 7 -1 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min 1 Estimated Runoff Coefficients for Various Surface Type Of SUrface Runoff Coefficients Business Concrete Downtown are., 0.70,0.95 Urban neighborhoods 0.50-0.70 Residential G-1- Fields; Sandy soil Single F.-ily, 0,35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0,40 Ap,irtrns,nt D,elh.g Areas 0.70 Industrial and Commercial Slee Light areas 0.80 Heavy areas 0.90 Park, Cemeteries 0.10-0.25 areas Streets Asphalt 0.95 Concrete 0.95 Brick, 0.95 Fear, i G-1- Fields; Sandy soil 0,75 Soil Type Slope Flat: 0-25,1� A 0C'i B 0.7 C D 0.11 0. Average: 2-G%0.09 0. Slee 0,13 0 'a a', 0. Ad.ot.d from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_A_D 10/21/2019,12:00 PM Version 10.5, November 2015 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. U1 r u4puL ni yelicivt ccin', I Project Name Bainbridge Subdivision No. 11- Basin A-2 2 Is area drainage basin map provided? YES (map must be included with storm water calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 areas Streets Asphalt Concrete Fields: Sandy soil slope Flat: 0-2%. Average: 2-6% st.ep:,6% Adapted from ASCE 0.10-0.30 0.95 0.95 2:2L_ 0.95 - 035 Soil Type 0.04 i 0.07 0.11 a. 0.09 0.12 0.15 0. 0.13 0.18 �0.23 � 0. P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_A_D 10/21/2019, 12:00 PM Version 10.5, November 2018 Click to Show More Subba sins 0 Downtown areas Subbasinbb.sl. Subbasin l SubbasinSubbasinSubb.sirt Subbasin 5ubb.slri Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,700 0 2,046 0.70 Industrial and Commercial Acres 0.18 also Heavy areas 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0110 _6_2_0-0 .35 Railroad yard areas C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.73 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients areas Streets Asphalt Concrete Fields: Sandy soil slope Flat: 0-2%. Average: 2-6% st.ep:,6% Adapted from ASCE 0.10-0.30 0.95 0.95 2:2L_ 0.95 - 035 Soil Type 0.04 i 0.07 0.11 a. 0.09 0.12 0.15 0. 0.13 0.18 �0.23 � 0. P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_A_D 10/21/2019, 12:00 PM Version 10.5, November 2018 Downtown areas 0.70-0.95 urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family Residential Irural) _0.60-0.75 0.25-0A0 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas also Heavy areas Parks, Cemeteries _2.90 0.10-0,25 Playgrounds _6_2_0-0 .35 Railroad yard areas 0.20-0.40---. areas Streets Asphalt Concrete Fields: Sandy soil slope Flat: 0-2%. Average: 2-6% st.ep:,6% Adapted from ASCE 0.10-0.30 0.95 0.95 2:2L_ 0.95 - 035 Soil Type 0.04 i 0.07 0.11 a. 0.09 0.12 0.15 0. 0.13 0.18 �0.23 � 0. P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_A_D 10/21/2019, 12:00 PM Version 10.5, November 2018 ACHH Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basins A-1- A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 16,547 18,673 4,344 Acres 0.91 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.60 1 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storni Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface U.10-0.su Runoff Coefficients"( Business Downtown areas 070-095 Urban neighborhoods 0.95 Residential Concrete Single Family 0.35-0.50 Multi-familv Brick 0.80-0.75 Industrial and Commercial Light areas N., Heavy areas Parks, Cemeteries _0.10-0.25 areas unimproveis areas U.10-0.su Asphalt 0.95 Concrete 0.95 Brick 095 Fields: Sandy soil _2.75 Soil Type Slope Flat: 0-2,,,' Average: 2-6% 0,09 10.12 1 0.15 iii 0 Adapted from ASCE 0.13 10.18 1 0.23 0. 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin A-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins U Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasir I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 2,789 12,802 0 Acres 0.36 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11 AD Version 10.5, November 2018 Runoff Coefficients for Various Surface _Estimated Type of Surface Runoff Coefficients -IF Business Concrete Dov,,ntown areas 0.70-0.95 Urban neighborhoods 0 0,50-0.70 Residential Gravel Single Family 0135-0.50 Multi-family__0.60-0.75 Slope Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Steep:>G% Light areas 0.80 Streets Asphalt 0.95 Concrete 0.95 Brick Gravel i 0.75 Fields: Sandy soil Soil Type Slope A a C 0 Flat: 0-2Y� 0 , 04 0.07 0.11 0. Average: 2-6% i 009 012 0.15 0. Steep:>G% 0:13 1 .�I. 0.23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) A-3 Type of Surface Runoff Coefficients Business rUnimproved Asphalt YES 0.70-0.95 25 Subbasin 1 Sl 5 Area of Drainage Subbasin (SF or Acres) SF 19,336 Acres 1.27 Click to Show More Subbasins 13 Subbasin 1: Subbasin Subbasin I Subbasin Subbasin Subbasin 6bas�iin Subbwrm Subbasin 10 3 4 1 5 6 7 8 9 10 4,344 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.44 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business rUnimproved Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (-,.1) 0.25-0.40 Apartment Dwelling Areas 030 Industrial and Commercial Light .,.- 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds____"I5 2NN Railroad yard areas U6.10-0.30 S"- rUnimproved Asphalt 0.95 Concrete 0.95 "r,c,, Gravel -Fields: Sandy sail Soil Type Slope F—A — 6' I . �, I ., 0 . Average: 2-6% 009 1 0.12 0.15 0. Staep:,6% 0.13 1 0.18 J 0.2310. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin A-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient I( C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Click to Show More Subbasins 0 Subbasin Type of Surface Subbasin Subbasin. Subbasin Subbasin Subbasin = Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 4,874 11,884 1,647 rA B C 0 Slope Flat: 0-2% 10.0A 0, 0.11 0. Acres 0.42 0.09 0.12 0-13 als 0.15 0. 0.23 0 Adapted from ASCE 0.95 0.40 0:10 Veighted Avg 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_A_D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfact Type of Surface Runoff Coefficients Business Asphalt Downtown areas 0.70-0.95 Urban neighborhood; 0.50-0.70 0.95 Roofs Single Family 0.35-0.50 Multi-famiry 0.60-0.75 Industrial and Commercial Light areas 0.80 Heavv areas 0.90 t4r3M Unimproved areas 1010.030 Streets Asphalt 0,95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0,75 Fields: Sandy soil ------- Sol Type rA B C 0 Slope Flat: 0-2% 10.0A 0, 0.11 0. Average: 2-6% Steep:,G% 0.09 0.12 0-13 als 0.15 0. 0.23 0 Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin asin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 9,211 0 3,039 ,8 Acres 0.28 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 OJO C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg I 0.74 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Dramage\19-136 FINAL BB_11-A-D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface1_11unoffCoefficients; "I Business Streets Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Concrete Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25 -0.40 Apartment Dwelling Areas ----.— 0,70 Industrial and Commercial -1.0J5 Light areas 0.80 Heavy areas 0.90 Slope a— I-J� Playgrounds T-0.20-035 Flat: 0-2',' Average: 2-6% Unimproved areas 0.10-0.30 Streets Asphalt 0.95 I Concrete 1 0.95 selckl--------- '10,95 Roofs- 0 , 95 Gravel___ -1.0J5 Fields: Sandy soil $ofl Type Slope a— I-J� 1 I Flat: 0-2',' Average: 2-6% 0101 1117T 0-11 O.09 0.12 0.15 "I 1 0* steep:>69V -T. 0-13 0-18 0.23 0. Adapted ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins A-4 - A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins E-- 1-77 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin Subbasin bb in 1 Subbasin 2 3 4 5 6 7 8 9 10 C 5 Area of Drainage Subbasin (SF or Acres) SF F14,084 11,884 4,686 Acres 0.70 1 1 6 Determine the Weighted Runoff Coefficient (C) I 0.9S 1 0.40 0.10 1 1 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg l 0.61 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Docuiiients\Reports\Storni Drainage\19-136 FINAL BB 11 A D Version 10.5, November 2018 Estimated lRunciff Coefficients for Various Surfac- Type of Surface ----Runoff Coefficients Business Downtown areas 0.70-0.95 Urban neighborhoods 0,50-0.70 Residential Single Family -m-0.75_______-familyo ------ Residential (rural)0.25-DAO Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Plavrrounds 0,20-0,35 Unimproved areas 010-030 Streets Asphalt 0.95 Concrete 0.95 Brick95 -Roofs A -U-- �95Gravel - 75 _ Fields: Sandy soil Soil Type Slope A -110 C Plat: G-2% . ,� I . , . .11 0. Average; 2-6% 0o9 1 0.12 0.15 0. Steep:,6% 0.13 0,18 0.23 0. Adapted from ASCE 10/21/2019,12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineers calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins A-1 - A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show more Subbasins 0 Subbasin Subbasin Subbasin Subbasin ;ubb..,.-. Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 33,420 43,359 9,030 Acres 1.97 6 Determine the Weighted Runoff Coefficient (C) 0.95 0A0 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg L—!!8�� 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11 A D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 ." .70 Residential Single Family 035-0.50 Multi -family Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0,70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 J.ygrounds Railroad vard areas 0.20-0.40 rjk3 m Streets Asphalt Concrete Gravel Fields: Sandy soil Slope Flat: 0-2% Average: 2-6% Staep:,G% Adopted from ASCE 035 0195 _0.95 0.95 0.75 Soil Type -A�8-T-c--T--� 0o 0 4 ., 10. 0.09 0.12 1 0.151 0. 0,13 1 0.18 0-23 0. 10/21/2019, 12:00 PM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology, These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin B-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 _;u=,,. Sulbb,=m 7._bb.=n `Subbasin _;.`bb=sm 7u_bb._,.. =bb.—.n _SM_bb,,. Subbasin 1 Subbasin 2 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,900 20,710 2,652 Acres 0.69 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 1 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11–A–D Version 10-5, November 2018 Estimated Runoff Coefficients for Various Surfaci Type of Surface Runoff Coefficients Business� Street$ Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0,70 - Residential 0 a5 Single Family 0.35-0.50 Multi -family 0.6o-0.75 Go 075Residential Residential(rural) 0.25-0.40 Dwelling Areas_ 0.70 -Apartment Industrial and Commercial Roofs Light areas 0.80 areas 0.90 -Heavy _ Parks, Cemeteries 0.10-0.25 0.20-035 _Playgrounds -Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Street$ — 1 Asphalt 0 a5 Concrete 0195 Brick 1 0.95 Roofs a9s Fields: Sandy soil Soil Type Slope 1 A 8 Flat: 0-25, 0.04 0.07 0. - 000 Average: 2-6% ODS 0.12 a. Sta.P:,6% 0.13 0.18 , 0.23 Adopted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin 8-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins El I S --7ubb.sin Tu=bbMn S.bb.sin Subb.Mn ubb. in bb., n ubb. i Subb.sii 7bb.M. S Subbasin 57 sIn I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,344 19,638 2,642 Acres 0.66 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 0.49 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 J- -- min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 EstimatedRunoffCoefficients for Various Surfao Type of Surface Runoff Coefficients"( Business Downtown areas 0,70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 0.95 —M_u______0.60-0.75 (rural) _ 0.25-0.60 _.Residential Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 090 Parks, Cemeteries 0.10-025 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.4-0 Unimproved areas 0.10-030 Streets Asphalt 10.95 Concrete Brick 0.95 Roofs 0.95 Grave',_ j 0.75 Fields: Sandy soil Soil Type slop. rT---T- 1 -;JC 1) 0.11 0. Flat: 0-291 Average: 2-6% 0.09 032 0.15 0. Steep.,69,; 0,13 0.1H 0.23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basins B-1- 8-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 ----'7bb.,.rl Subbasin Subbasin !.bb.r,, Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 3 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 13,244 40,347 5,295 Acres 1.35 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 7 C=[(ClxA1)+(C2xA2)+(CnxAn)I/A Weighted Avg 1 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 12�L2 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB 11 AD Version 10,5, November 2018 Estimated Runoff Coefficients for Various Surfao --Surface Runoff Coefficients _Type Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential -` Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Average: 2-65,,-. Light areas also Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.30-0.30 Streets Asphalt 0.95 Concrete 0,95 Brick 0.95 Roofs 0.95 0.75 Fields: Sandy soil Soil Type Slope TD B B C Fiat 0-2'X 0.04 0.07 0 Average: 2-65,,-. 0.09 12 0 0� 0. Steep:,6%o . 0.13 10.18 0,23 0. Adapt edfiro SH 10/21/2019, 12:00 PM 7-TRINUMMMIn NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin B-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show klore Subbasins 0 Subbasin Subbasin Subbasin Subbasin i.`b_b.,,. Subbasin Subbasin Subbasin —S.—bbain 7_bb.sim 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,164 0 2,278 Acres 0.19 6 Determine the Weighted Runoff Coefficient (C) 0.95 0,40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Stori,n Drainage\19-136 FINAL -813 11 A D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Single Family 1 0.35-0.50 Apartment Dwelling Areas 1 0.70 Industrial and Commercial Light areas 0.80 Heavv areas 1 0190 Railroad vard areas 1 0.20-0.40 FUnimproved areas 0-0.30 Street - — ------------ Asphalt 0,95 Concrete 0,95 Brick 1 0.95 Roofs 0,95 I Grave -1--_ 0.75 — --------- +1 Fields: Sandy soil Soil Type SIoPe A B 0 Plat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 012 0.15 O. 0.13 0.18 0.23 0. Adapted from ASCE 10/21/2019, 12:00 PM Iii Flill I iiiiiii, 1111111IIIII Ill! III Ili IN III III INERV, �,, F NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basin B-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Shaw More Subbasins 0 Subbasin Subbasin Subbasin Subbasin S.blaari. SLI = ;ubb.,!,, Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,907 0 2,128 Acres 0.18 6 Determine the Weighted Runoff Coefficient (C) 035 OAD 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg l 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\DocurTients\Reports\Storm Drainage\19-136 FINAL_BB_11_A_D Version 10.5, November 2018 Runoff Coefficients Various Surfac, -Estimated -for Type of Surface Runoff Coefficients "I Bulm.'s C Soil Type Downtown areas 0.70-0I neighborhoods 0-50-0,70 -Urban Residential - ---------- Single Family 035-0,50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas_ 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 20-0.35Railroad Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Gravel Fields: Sandy soil C Soil Type Slope c,, D. Flat: 0-2% , c,,, 0.07 , ' '' ' 'H� Average: 2-6% 0.09 . 2 0.15 01 L' Steep:.G% -------- 0.13 - Adapted from E A�C 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basing -3 - B-4 2 is area drainage basin map provided? YES (map must be included with stormworer calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 to Show More Subbasins Click 1:1 S Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I ' Subbasin 2 3 4 5 6 7 8 9 10 1 0 5 Area of Drainage Subbasin (SF or Acres) SF J 12,0771 0 4,406 0 0 8 Acres 0.38 6 Determine the Weighted Runoff Coefficient (C) 1 0,95 1 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINALBB_11—A—D Version 10.5, November 2018 Estimated Runoff for Various Surface -Coefficients Type of Surface Runoff Coefficients Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0,75 Residential (rural) 0.25-0.40 LL Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas OZO 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds T-020-035 Slope Railroad yard areas — 1 0,20-0.Z— Unimproved areas 10.10-0.30 Streets Asphalt j 0.95 Concrete 095 Brick 0"95 Roofs 0.95 1 0,75 Fields: Sandy soil j Soil Type Slope C Flat: 0-25:, j O.OA 0.07 0.il 0. Average: 2-695 0.15 1 0. Steep:>610 -13 0.18 0.23 0. Adapted from ASCE 10/21/2019,12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins B-1- B-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 7 sin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 10 5 Area of Drainage Subbasin (SF or Acres) SF F25,315 40,347 9,701 Acres 1.73 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 010 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg J 0.55 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storni Drainage\19-136 FINAL_BB_11_A_D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients"( Business 1 0.95 Downtown areas 0.70-0.95s Urban neighborhood ",50-0.70 - Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0,25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0,80 I Railroad vard areas 1 0.20-0.40 unimproveo areas Streets I UIu-u.su Asphalt 1 0.95 Concrete 0.95 Brick Roofs 10.95 Gravel j 0,75 Fields; Sandy soil Tic" -Type Slope . 1-- C� ----t o. Flat: 0-2% 04 07 Average; 2-6% 0.09 0.12 0.15 0. Steep:,6% 1 0.13 OAS 0.23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin C-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) Subbasin Subba! 1 Subbasin 2 3 SF 4,887 10,177 1,54f Acres 0.38 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Click to Show More Subbasins I] Subb sin Subbasin Subbasin ISubbasin ul11 Subbasin lubba s-n 4 5 6 7 l0 P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL -BB 11 A D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface -Type -of -S.,fac. -R-u-noffCoefficients "I Business ness Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Roofs Single Family 0.35-0150 Multi -family 0.60-0.75---.— Residential (rural) 0.25-0.40 Apartment Dwelling Tre—as-- Flat: 0-2V, Industrial and Commercial Average: 2-6% Light areas 0.80 t—e—areas0.90 Adapted from ASCE Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete F 0.95 Brick 0.95 Roofs o,95 Gravel 0.75 fields: Sandy soil I Soil Type Slope C Flat: 0-2V, o� Average: 2-6% ED..�: 0.09 1 0,1-2j..�l Steep: -69,0 0.13 0,18 0,23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin C-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater colculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 rfac, Type of Surface Runoff oe c ents Click to Show More Subbasins D 0,70-0.95 0.50-0.70 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbz 0.25-0.40 I Subbasin 2 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 10,060 0 11858 Playgrounds Acres 0.27 L0,20-0,40 0,75 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg Slope 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 D Flat: 0-2% min 0.11 0. Average: 2-6% Estimated Runoff Coefficients for Various Su 0,15 0- Steep:,6% 0.1L 3 Q. 18 0.23 O. rfac, Type of Surface Runoff oe c ents Business Downtown areas Urban rteighbcrhoods 0,70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0160-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0,70 Industrial and Commercial Light areas Heavy areas ozo .90 Parks, Cemeteries 0.10-0,25 Playgrounds 0.20-0.35 Railroad yard areas L0,20-0,40 unimproveo areas Streets Asphalt 0.95 Concrete 0.95 Roofs 0 95 Gravel, 0,75 Fields: Sandy soil Soil Type Slope A a D Flat: 0-2% 0.0410.07 0.11 0. Average: 2-6% 0.09 0,12 0,15 0- Steep:,6% 0.1L 3 Q. 18 0.23 O. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D 10/21/2019, 12:00 PM Version 10.5, November 2018 I NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin C-3 2 is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(C1xA1)+(C2xA2)+(CnxAn)]/A n SubbasinSubbasinSubbasinSubbasin Type of Surface 7 Runoff Coefficients "I Subbasin Subbasin —1-7— Subbasin SubbasinMbb.M. Subbasin 0.50-0.70 m n Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SIF 3,970 650 902 Heavy areas 0.90 Parks, Cemeteries 1 0.10-0.25 1 0.2 0-035 -Playgrounds Railroad yard areas Acres 0.13 0.95 0.40 0.10 Veighted Avg 1 0.75, 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface 7 Runoff Coefficients "I Fields: Sandy soil Soil Type Downtown areas 0.70-0,95 neighborhoods 0.50-0.70 -Urban Residential 0,04 0.07 Single Family 035-0.50 0,09 0.12 0.13 0.18 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas also Heavy areas 0.90 Parks, Cemeteries 1 0.10-0.25 1 0.2 0-035 -Playgrounds Railroad yard areas - areas 10.10-0.30 Streets Asphalt i 0.9.5 Concrete i 0.95 10/21/2019, 12:00 PM 0.75 Fields: Sandy soil Soil Type Slope i A Flat: 0-2'% 0,04 0.07 0 Average: 2-690 Steep:,61); 0,09 0.12 0.13 0.18 0.23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shalt establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basins C-2 - C-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(ClxAl)+(C2xA2)+(CnxAn)]/A CkkmSh—MmeSubb.sins 0 Subbasin Type of Surface Subbasin Subbasin Subbasin Subbasin S.bbaisi. =7.1b=Sin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 14,030 650 2,760 0.25-0.40 Apartment Dwelling Areas C D Flat: 0-2% Industrial and Commercial Acres 0.40 Light areas :1, 0. 0.11 5teep;,6% 0.13 OAS 0.23 Adapted from ASCE 0.95 0.40 0.10 Veighted Avg 0.74 -- 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 [LE' min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB 11 A D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfaci Type of Surface Runoff Coefficients B-.S,—nec. --- Asphalt Downtown area, 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Roofs Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas C D Flat: 0-2% Industrial and Commercial Average: 2-6% Light areas :1, 0. 0.11 5teep;,6% areas 10.20-0.40 ILnimprovea areas________ lu-lu-u,du Streets Asphalt f 0,95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 1 0J5 Fields: Sandy soil Soil Type Slope 1,�O C D Flat: 0-2% 04 0 Average: 2-6% 0 0'ag .12 :1, 0. 0.11 5teep;,6% 0.13 OAS 0.23 Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basins C-1 - C-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin 'ZibbsinSubbasin Subbasin 1 Subbasin 2 3 4 5 6 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 18,916 10,827 4,308 Acres 0.78 7 6 Determine the Weighted Runoff Coefficient (C) 0.95 OAO 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.67 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients ` Asphalt Concrete Downtown areas 0,70-0.95 Urban neighborhoods 0.50-0.70 Residential v Single Family 035-0.50 M-ulu-fa,WHK----- 0.60-0.75 Residential (m,at) 1 0.25-0.40 '0 h", a rre "'o .eaa.. Parks, Cemeteries 0.10 Unimproved areas 010-030 Streets ` Asphalt Concrete i 0.95 0.95 Roof s 0.95 Gravel _ Fields: Sandy soil 075 Soil Type Slope Flat: 0-2% A 0.04 B C TD 0,07 0.11 0: Average: 2-6% Steep;>G% 0.09 0.13 0.12 0.15 . 0.18 0.23 t Q. Adapted from ASCE 10/21/2019,12:00 PM f r.7, F I LIT -M NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin D-1 2 Is area drainage basin map provided? YES (map must be included with storml calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (ST or Acres) 6 Determine the Weighted Runoff Coefficient l C=[(C1xA1)+(C2xA2)+(CnxAii)]/A I Click to Show More Subbasins 0 S Type of Surface Subbasin Subbasin bbasm Subbasl Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 8,022 0 3,052 0.23 0. Adapted from ASCE Acres 0.25 0.95 0.40 0.10 Veighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Sul Type of Surface Runoff Coefficients Business Asphalt Downtown areas 0*70-0.95 Urban neighborhoods 0.50-0.70 Residential FRoolf. Single Family 035-0.50 Multi -family 0.60-0.75 Residential (rural) 0,25-0.40 Apartment Dwelling Areas --0.70 Industrial and Commercial Average: 2-6% Light areas 0.80 areas 1 0.20-0.40 nimproved areas 0.10-030 Streets 710.95 Asphalt Concrete 0.95 Brick 0.95 FRoolf. 0.95 Gravel --- --- ----- 0.75 Fields: Sandy soil __ I Soil Type Slope A B C 0) C Flat: 0-2% 0,04 0.07 0.11 Average: 2-6% 0.09 0.12 0.150. 0.23 0. Adapted from ASCE P:\19-136\Docunients\Reports\Storin Drainage\19-136 FINAL—BB_11—A—D 10/21/2019, 12:00 PM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater colculotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins EJ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,461 0 3,165 Acre, 0.22 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.67 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\StornI Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runc Type of Surface Business Downtown areas Urban neighborho< Residential Single Family Multi -family Residential !rural)_ Apartment Dwellin Industrial and Com Light areas Heavy areas Parks. Cemeteries its for Various Surfac, Runoff Coefficients 0.70-0.95 0.50-0.70 0.35-0,50 0,60-0.75 0.25-0A0 0.80 0.90 0.10-0.25 0,20-0.35 L_Unimproved area, 0.10-0.30 Streets Asphalt 0-95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0,75 Fields: Sandy soil Soil Type Slope - A 1-8 C TD Flat: 0-2% .11 Average: .0.15 0. �taep 0.13 0.18 0.23 0. -0- Adapted from ASCE 10/21/2019, 12:00 PM ACHH Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement, The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 12- Basin D-1- D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL-BB_11-A_D Version 10.5, November 2018 Click to Show More Subbasins 0 basin Subbasin Subbasin Subbasi 7 8 9 10 Runoff Coefficients for Various Surfac, Subbasin Subbasin Subbasin Subbasin Subbasin 5 Residential Single Family Multi -family I Subbasin 2 3 4 5 6 5 Area of Drainage Subbasin (SF or Acres) SF 14,484 0 6,217 Parks, Cemeteries 0.10-0.25 Acres 0.48 Railroad yard areas t 0.20-0.40 0.12 0.15 0. 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 BAB C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg L—= --L— — — — 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated T f c P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL-BB_11-A_D Version 10.5, November 2018 Click to Show More Subbasins 0 basin Subbasin Subbasin Subbasi 7 8 9 10 Runoff Coefficients for Various Surfac, ype o uri]ace -----f-Runoff Coefficients Business Downtown areas Urban neighborhoods- 0,70-0.95 0.50-0.70______ Residential Single Family Multi -family 035-0.50 0.60-0.75 60-0175Residential Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial tight areas Heavy areas 0,80 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas t 0.20-0.40 Unimproved areas 0 streets Asphalt 0.95 Concrete 0.95 BricN 095 Roofs Gravel --9,95 0.75 Fields: Sandy soil Soil Type Sl.pa A 1.1 E - D Fiat: 0-2%0.04 .07 0.11 0. Average: 2-6%0.09 0.12 0.15 0. teep Gro 3 1 0.13 0.18 0,2_0. 5 0�- Adapted from ASCE 10/21/2019, 12:00 PM III 11 11111 1111111 111 111 111 , 7 !!!1 • NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin D-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Click t. qh— More S.hh-in, 0 — Subbasin —Mbbain Subbasin m Subbasin Subbasin Subbasin = Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 8,639 9,960 2,369 0.-25-040 0 " 0. Average: 2-6% steep:,6% f 0.13 0.18 1 o:.', 0.23 Acres 0.48 Adapted from ASCE 0.95 0.40 0.10 Veighted Avg 0.59 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min i P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A_D Version 10.S, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface 0,10-030 Runoff Coefficients Business Asphalt 0.95 Downtown areas 0.95 0.70-0.95 Urban neighborhoods-- Roofs 0.50-0.70 Residential - - ---------- 0,75 Fields: Sandy soil Single Family Slope 0.35-0.50 Multi -family 0.60-0.75 Residential frural) O.D4 0.-25-040 Light areas Heavy areas —A Parks, Cemeteries 0110-0125 Playgrounds 0.20-0.35 areas 0,10-030 ,Unimproved Streets 11 Asphalt 0.95 Concrete 0.95 Brick 035 Roofs 4 0.95 Gravel - - ---------- 0,75 Fields: Sandy soil Soil Type Slope Flat: 0-2% O.D4 0.47 0 " 0. Average: 2-6% steep:,6% f 0.13 0.18 1 o:.', 0.23 0. O. Adapted from ASCE 10/21/2019, 12:00 PM ql,iflllo�w '.,.s NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision N 2 is area drainage basin map provided? (mop must be included with stormwater cokulotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient (( C=[(C 1xA1)+(C2xA2)+(CnxAn ))/A -4 YES i rlirk to Shnw MA cnhhasinc 5ubbasin Type of Surface Business ------ Downtown areas Urban neighborhoods Subbasin Subbasin 5ubbasin 5ubbasin Subbasin Subbasin subbasin Subbasin 1 5ubbasin 2 3 4 5 6 7 8 9 10 SF 9,425 0 1;300 _.0_23_ Acres 0.25 j 0.95 0.40 0:10 Veighted Avg 0.85 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Hydraulic Radius Flow Intercept A/Wet Velocity Flow Time ID Pipe Size (in) slope (ft/ft) coeff. Length Manning n Perm (fps) (min) Computed Tc User -Entered Tc Estimated Runoff Coefficients for Various Surface Type of Surface Business ------ Downtown areas Urban neighborhoods Runoff Coefficients "( ---- 0.70-0.95 _ 0.50-0.70__ Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) Concrete _ _0.25-OAO _ Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.200 i Linimproved areas 0.10-0.30 Streets f Asphalt i 0.95 Concrete i 095 Brick ( 0.95 Roofs i 0,95 Gravel Fields: Sandy soil Soil Type Slope } A B C D Flat: 0-2' � 0.04 10A7 0.21 p. 0.09 0.12 0.15 0. Average: 2-6% Steep:>6`% 0. 013 018_-_ L Adapted from _.0_23_ P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_A_D 10/21/2019,12:00 PM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin D-3 - D-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Mirk M 5h—, M— ;uhh—i— 11 Subbasin -Subbasin Runoff Coefficients"( Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 18,064 9,960 3,669 11 013 1 0.18 1 0.23 0. Adaoted from ASCE Acres 0.73 0.95 0.40 0.10 Veighted Avg 0.68 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11 AD Version 10.5, November 2018 Estimated Runoff Coefficients for Various SUrfa-c, Type of Surface Runoff Coefficients"( Business Asphalt Downtown areas Concrete Urban neighborhood-, 0.50-0.70 Residential Fools Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 �L'ilb`sar.`r�Zs .0�,18110.0 Parks, Cemeteries OJO-0.25 Unimproved areas i 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0,95 Fools 0.95 Io, -75 - Fields: Sandy soil 1 Soil Type Slope A-1 a. --;T' Flat: 0-21- 0 - 0. 1 0.04 0.07 Peerage: 2-6% 10.09 1 0.12 1 �-, -,s G. Steep -.,G% 11 013 1 0.18 1 0.23 0. Adaoted from ASCE 10/21/2019, 12:00 PM ACBE) Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision Na.11- Basins D-1- D-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 _Subbasin Subbasin Stibbasi. S.bb.s-.. Subbasin Subbasin = Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 32,548 9,960 9,886 Acres 1.20 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg l 0.69 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 LEI_17 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_A_D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients business �� Asphalt D-4.1own areas 0.70-0.95 Urban neighborhoods 0,50-0.70 Residential Roofs ,_ - � - .- __ -1 Single Family 0.35-0.50 Mull{ -family 0.60-0.75 Industrial and Commercial Light areas 0*80 Hea", areas I 0.90 Railroad vard areas 1 0.20-0.40 _unlmproveo areas—_— Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs ,_ - � - .- __ -1 0.95 __ .......... Gravel 0.75 Fields: Sandy soil Sol[ Type Slope A B C Flat: 0-2% 0.040.07 0.11 O. Average: 2-6% 0.09 0,12 015 0 Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin E-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 2S -Year With 100 -Year Flood Route) 25 4 Enter number of storage facilities (25 max) 22 Click to Show More Subbasins 7.bbml. — Sub—basin —Subbasin —Subbasin — Sub—basin Sub—basin —Subbasin Sub—basin I Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,231 15,429 2,143 Acres 0.52 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=((ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg l 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surfacr Type Of Surface 0.95 Coefficients BusinessBusiness — — -Runoff Downtown areas Brick 0.70-0.95 Urban neighborhoods 50 0 0 Residential _R Single Family 0.35-0.50 [_G,,,,l Fields: Sandy soil Residential f—ah 0.25-0A0 Apartment Dwelling Areas Industrial and Commercial Light -es Heavy areas Parks, Cemeteries Playgrounds ___ Railroad Yard areas 0.80 0.20-0.40 Asphalt 0.95 C"E'crte,te 0.95 Brick 0,95 0.75 [_G,,,,l Fields: Sandy soil SoilType Slope -A B Flat: 0-21y" , O'd L Average: 2-6% 0.12 0.15 0. tSep:16% 3 0.18 0.23 0. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E-O 10/21/2019,12:00 PM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin E-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,240 13,595 2,150 Acres 0.48 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 I 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Docunients\Reports\Storm Drainage\19-136 FINAL-88_11_E_O Version 10.5, November 2018 Estimated RunoffCoefficients for Various Surface Type of Surface Runoff Coefficients Business Slope Dovmtown areas 0.70-0.95 Urban neighborhoods Flat: 0-2% Residential _0.50-0.70-- Single Family 0.35-0.50 Multi -family 0,60-0.75 Residential (rural) 0.25-0A0 Apartment Dveeffing Areas OAS ofl Industrial and Commercial _0.70 Light areas 0.80 Heavv areas 0.90 Railroad Yard areas 1 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.9.$ Concrete 0.95 10/21/2019,12:00 PM Fields: Sandy soil Soil Type Slope a a — C D Flat: 0-2% Average: 2-6% FA..�� 137 .2 1 0. Steep:>6% 13 OAS ofl 0.23 0. Adapted from ASCE 10/21/2019,12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins E-1- E-2 2 is area drainage basin map provided? YES (mop must be included with stormwater colculotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins D Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 10,471 29,024 4,293 Acres 1.01 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0.10 1 1 1 1 1 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E—O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Downtown areas ----F—O�70-0.95 Single Family 0.35-050 Multi -family 0.60-0.75 Residential (rural} 0.25-OA0 Aprlrna,U-, �11..g A,.�-_0 70 Industrial and Commercial 0.95 Light areas O.So Heavv areas 0.90 Railroad vard areas 1 0.20-0A0 Unimproved areas Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 T0.95 -Roofs - Gravel --------- --- -- -- --------- - - i 0.75 Fields: Sandy soil P i Soil Type Slope A 8 C Flat: 0-2% 0,04 0.07 1-1 0. Average: 2-6% 0.09 0.12 Staep:,G% 0.13 0.18 0.23 0. Adapted from _AXE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin F-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 7—bb.M. I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 9,649 20,266 2,909 Acres 0.75 6 Determine the Weighted Runoff Coefficient (C) 0.95 OAO 0.10 C=I(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg J 0.54 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various SUrfac, Type of Surface Industrial and Commercial Light areas Heavy areas Runoff Coefficients A Business 0.10-0,25 Playgrounds Downtown areas Railroad vard areas 0.70-0.95 Urban neighborhoods Residential Single family 0.35-0.50 Apartment Dwelling Areas 1 0.70 Industrial and Commercial Light areas Heavy areas also 0.90 Parks, Cemeteries 0.10-0,25 Playgrounds 0.20-0.35 Railroad vard areas 0.20-0.40 kUnimproved areas --L0-10-0 Streets Asphalt 0.95 Concrete 0.95 Fields: Sandy soil j Soil Type Slope Flat; 0-2% B C 0.04 0.07 0.11 0. 0.09 0.12 0.15 0. Average:2-6% Steep:>6% 0.13 1 0.18 0,23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACED Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 2S Click to Show More Subbasins FJ Subbasin _71abasin Subbasin Subbasin Subbasin Subbasin==bsin SubbasSubbasinb 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 1,958 3,333 616 Acres 0.14 6 Determine the Weighted Runoff Coefficient (C) US 0,40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgL_a.SS�� 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINALBB_11 ED Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface =M.noff Coefficients Business Asphalt Downtown area, 0.70_0.95 Urban neighborhoods 0�50-0.7_0 Residential Roofs Single Family 035-0.50 Multi -family 0.60_0.75 Residential (rural) Slope Apartment Dwelling Areas _0215--o-40-- 0,70 Industrial and Commercial Light areas 0.30 Heavvareas 0.90 ..Parks, Cemeteries 0.3R-0 25 020-035___ -Playgrounds Railroad yard areas 0.20-0.40 Unimproved areas 0,10-0.30 Streets Asphalt 095 Concrete 0.95 !.-Brick Roofs 1 0.95 15 Fields: Sandy soil Soil T Slope Flat; O.2P i O.OA 0.070.10. Average: 2-6% 0-09 0A2 I steep:,Gly, 0.13 0,18 1 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins F-1- F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins D —Subbasin Subbasin Subbasin S.bbasinb b=Sm Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 11,607 23,599 3,525 Acres 0.89 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=I(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.54 1 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Business Asphalt 095 Downtown areas 0 95 95 O�95 r 0.70-0.95 Urban neighborhoods Fields: Sandy soil 0.50-0.70 Residential A16 C 0.11 0. :12 0.15 0. Steep:,6% Single Family Adapted from ASCE 0,35-0.50 Multi -family 0160-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70__ Industrial and Commercial Light areas 0,80 areas 1 0,20-0.40 Unimproved areas Streets Asphalt 095 Concrete Brick Roofs-- 0 95 95 O�95 r Grave( -i ----- - ---- 0.75 Fields: Sandy soil Soil Type Slope Flat: 0-2%04 Average: 2-6% A16 C 0.11 0. :12 0.15 0. Steep:,6% 0.18 .23 0. a O Adapted from ASCE 10/21/2019, 12:00 PM NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basin G-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 —-——77_Clickto Show More Subbasins Subbasin Subbasin .bb7,7;=bb.s.. Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 13,827 13,695 4,392 Acres 0.73 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg J 0.60 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 rain P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL–BB_11_E_O Version 10.5, November 2018 Estimated RunoffCoefficients for Various Surfact Type of Surface Runoff Coefficients Business Downton areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family _0.60-0.75 Residential frurall 0,25-0.40 Industrial and Come. Light areas Heavy areas Parks, Cemeteries Playgrounds Railroad yard areas 0.80 0.90 0.10-0.25 0.20-0.35 Unimproved areas 0.10-030 Streets Asphalt 0.95 Concrete 0.95 Brick 095 Roofs 0,95 .—Gravel Fields: Sandy soil Soil Type Slope A 0,04 B 0o7 a., l. D 0. Flat: 0-2% Average: 2-6% 0,09 0.12 � 0J5 0. steels" ",10.13 0.18 0 Adapted from ASCE 10/21/2019, 12:00 PM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin G-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient (C C=[(ClxAI)4,(C2xA2)+(CnxAn)]/A Click to Show iMore Subbasins 0 Subbasin Type of Surface Subbasin Subbasin 7Subbasin�Subbasin7Subbasin Downtown areas 0.70-0.95 = — Subbasin — -- Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 8,962 12,001 3,357 Heavy areas 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-035 Railroad yard areas ]_0,20-0.40 Acres 0.56 0.95 BAB 0110 Weighted Avg 0.56 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—E_O Version 10.5, November 2018 Estimated Runo ff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Roofs Single Family 0135-0.50 multifamily 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial _Adapted from ASCE Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-035 Railroad yard areas ]_0,20-0.40 Unimproved areas 1 0.10-0.30 Streets Asphalt i 0.95 Concrete 095 Brick 0.95 Roofs Gravel 0,75 Fields: Sandy soil iF oil Type Slope Flat: 0-291 a a C i A 0 0. - : -: �� " " 0. TOA..�23 Average; 2-6% Steep:>6% �).. - 0.13 0. _Adapted from ASCE 10/21/2019,12:00 PM Will 11111111 M! ii ifflill, 1! 11 1=9 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin G-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient (C C=[(C1xA1)+(C2xA2)+(CnxAn)]/A I rii,lr - qknM— n ---7u-- Subbasm bbasin -- S.bbasm --- Subbasm I -- ;ubbasin 7— —si ubba n 17— —an ubb s. asi ubb n Subb n asi 1 Sul 2 3 4 5 6 7 8 9 10 SF 5,103 11,673 0 0.23 0. Acres 0.39 0.95 0.40 0.10 Veighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 I'LL min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—Bl Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfact Nie of Surface I Runoff Coefficients"( Downtown areas Urban neighborhoods Residential 0.35c., s -0.50 Single Family Apartment Dwelling Areas 0,70 Industrial and Commercial Light areas 0.80 He.-" areas 0.90 I Playgrounds 1 0.20-0.35 -R--i,o-dV.1d areas 1 0.20-0.40 10/21/2019, 12:00 PM -Unimproved— Streets Asphalt 0.95 Concrete 0,95 Brick 0,95 Gravel O75 Fields; Sandy soil Slope r"t' 0-2'0. A,e,.,a- Soil Type A 8 0, 04 0.07 0.09 0.12 c- ---T-1 01 Q�J.,0. 0.13 0.18 0.23 0. 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 2 Is area drainage basin map provided? YES (map must be included with storm water calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin basin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin bbasm Sub�basin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 27,892 37,369 7,749 Acres Subbasin I I 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0*10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.58 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E—O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0,50-0.70 Residential Single Family Multi -family 035-0.50 0.60-0,75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas _ 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0,90 Parks, Cemeteries 0.10-0.25 Playgrounds --To.26]0.35 Railroad yard areas 1 0.20-0.40 Unimproved areas _ (0.10-0.30 Streets Concrete �Asph3hie0.95 0.95 Brick 0,95 Roofs 0.95 Gravel Fields: Sandy soil Soil Type Slope Flat: 0-2% Ave rage; 2-691 �AB 0.04 f 0.09 C D 0.07 0.11 0. 0.12 015 0. 0.13 1 0.18 0.23 O. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement, The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user:Input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basin H 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) Click to Show More Subbarsins 0 Subbasin Subbasin Subbasin Subbas 7-7-7-7ubbairi. Subbasin Subbasin Subb.sin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 8,052 9,607 2,346 Acres 0.46 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storni Drainage\19-136 FINAL—BB_11_E_0 Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface YES Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 25 Click to Show More Subbarsins 0 Subbasin Subbasin Subbasin Subbas 7-7-7-7ubbairi. Subbasin Subbasin Subb.sin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 8,052 9,607 2,346 Acres 0.46 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storni Drainage\19-136 FINAL—BB_11_E_0 Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Muld-family �i 0.35-0.50 0,60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Aras Industrial and Commercial Light areas Heavy areas _0_70 0.80 0.90 Parks, Cemeteries F0-10-0-25 Playgrounds 0.20-0.35 Railroad Yard areas 0.20-0A0 areas Streets Asphalt Concrete Graved Fields: Sandy soil Slope Flat: 0-2% Average: 2-6% st.ep:16% Adapted from ASCE 0.95 0.95 0-95 0.95 0.75 Soil Type -T C 1 0o4 a.. 010 .15 1 0 0.1 F -a -i '1 0 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. .a., -f— - Y.H.- 1—a. I Project Name Bainbridge Subdivision No. 11- Basin H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins D Subbasin Subbasin Subbasin Subbasin !;ubb.s-.. Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,739 13,698 2,049 Acres 0.49 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg J 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients "I 13-in— D—t.wri areas 0.70-0.95 neighborhoods 0.50-0.70 -Urban Residential Single Family 0.35-0.50 Multi -family 0.60-0.75_ Residential (rural) 0.25-0.40 Apartment Dwelling Areas_ 0.70 Industrial and commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 areas Streets Asphalt Concrete Gravel _ Field,: Sandy soil Slope Flat: 0-2% Average: 2-6% steep:.61X- Adapted from ASCE 0.10-0.30 0.95 0.95 0.95 0.75 Soil Type B C -T& 0.04 10.07 0.11 0. 0o9 j 012 0.15 0. 0,13 013 0.23 0. P:\19-136\Docunients\Reports\Storm Drainage\19-136 FINAL-BB_11_E_O 10/21/2019,12:00 PM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. I Project Name r yy Bainbridge Subdivision No. 11- Basin H-1- H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin I Subbasin 5ubbasin 5ubbasinSubbasin �Subb.asin 9 1 Subbasin 2 3 4 6 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 15,791 23,305 4,395 1 Acres 0.95 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.55 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface --- T—Runoff Coefficients Business - Downtown areas 0,70-0,95 neighbodhoods� _1U,b,, Residential f 0.45 Single Family 0,35-0.50 _Multi -family_ 0_60 -0.75 Residential (rural) 0.25-040 Apartment Dwelling Areas O.70 Industrial and Commercial Flat: 0-2% Light areas 0.80 Heavy areas 0,90 Pe—,ks ,C e --a I, ( � —10-07-25— Playgrounds 0 20-"035 "U Railroad yard areas 0.20-0.40 Unimproved areas ---1 ; 0,10 -0,30 Streets - Asphalt f 0.95 Concrete Brick f 0.45 Roofs 0.95 FfeIds: Sandy soil Soil Type slope 1 10, Flat: 0-2% 0.11 Average: 2-655 10.09 i 0.12 0.15 0. steep:,6% 0.23 0. Adaoted from ASH 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. —, —+— — Y—.- —.. I Project Name Bainbridge Subdivision No. 11- Basin 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show Bore Subbasins D Subbasin SubbasinSubbasin Subbasin �Subbasin Sub—basin 7ubb.sirt Subb.sin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 7,378 19,925 1,903 Acres 0.67 6 Determine the Weighted Runoff Coefficient (C) 0195 0.40 0110 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surface Computed Tc = User -Entered Tc = -Vrumproveaareas Streets Asphalt f U.Iu-0.50 0.95 Type of Surface 0.95 Business Downtown area, urban neighborhoods Residential Single Family A ulti-family 10.70-0.95 0.50-0.70 0.35-0.50 O�60-0.75 ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning n Hydraulic Radius A/Wet Perm Flow Velocity V Flow Time Up" (min) --LR.sidential (rural) 0.25-0.40 Segmehtl, PIP, Slope A E�— E D Apartment Dwelling Areas 0.70 0 0. Average; 9 C cl� 07 9 0.12 Industrial and Comme—W Light areas Heavy areas 0.80 0190 OAS 1 CUS Segment 2, Gutter Shallow CoocBrititied Flow... Adapted from ASCE Parks, ries 0.10-0.25 b 0.004 0.619 203 13 2.6 Playgrounds 010035 ,6 I A, -A, , Railroad vard areas0.20-0.40 — Computed Tc = User -Entered Tc = -Vrumproveaareas Streets Asphalt f U.Iu-0.50 0.95 Concrete 0.95 Brick 0.95 Roar, vi 0 Gravel i 0.75 Fields: Sandy soil Soil Type Slope A E�— E D Flat: 0-2% 0 04 0.07 0 0. Average; 9 C cl� 07 9 0.12 1,�. 0. OAS 1 CUS 0.23 0. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E—O 10/21/2019, 12:00 PM Version 10.5, November 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin 1-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(ClxAl)+(C2xA2)+(CnxAn))/A 7—bb.rm —`S—.bb.-,i. Runoff Coefficients-"( Subbasin -;.—bb-,,- 7S.b—b.,m Subbasin -S.—bba.n -Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 3,701 16,573 0 0.25-0.40 Acres 0.47 0195 0.40 0.10 Veighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL -81311-E-0 Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface 0.80 oso Runoff Coefficients-"( _I Business Playgrounds 0.20-0.35 Downtown areas 0-20040 Urban neighborhoods Slope -i _L. Residential 0.04 0.07 0.11 0. -m-.10 Single Family steep:>G% 0.35-0M Mufti-farmly, 0.60-0.75 Residential (rural) 0.25-0.40 Industrial and Commercial Light areas Heavy areas 0.80 oso Parks, Cemeteries 0.10-0.2 Playgrounds 0.20-0.35 Railroad vard areas 0-20040 Streets Asphalt Concrete Brick 0.95 0.95 0.95 Roofs 0.55 Gravel _ ---------- - 0.75 Fields: Sandy soil Soil Type Slope a- C-7 -6 Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 j 0.12 0.15 0. steep:>G% 0.13 0.18 0.23 0. Rdaotedfrom ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin 1-2 2 Is area drainage basin map provided? YES (map must be included with storn7water calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasir 1 'Is Subbasin 2 1 3 4 5 6 7 8 9 10 9 5 Area of Drainage Subbasin (SF or Acres) SF 1 291 37, 9 1,903 1 1 Acres 1.17 7777 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0.10 1 1 1 1 1 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.51 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runaff Coefficients Business Downtown areas Asphalt 0.70-095 Urban neighborhoods 0.50-0.70 Residential Single Family 0.95 0.95 Multi -family 0.60-0.75 Industrial and Commercial Light areas 0.80 Heavv area. 0.90 I Railroad vard areas 10.20-0.40 _�mmproveo areas I u iu-u 6v Streets Asphalt 0.95 Concrete 0.95 Brick Roofs 0.95 0.95 0.75 Fields: Sandy soil . L Soil Type Slope Flat: 0-2% Average: .,5 0. Steep*.,6%013 ____ Q.18 0-23 0. Adapted from ASCE 10/21/2019, 12:00 PM A HD Calculation Sheet for Finding Peak [discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shalt not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user mpux in yenow cells. 1 Project Name Bainbridge Subdivision No. 11- Basins 1.1-1-2 2 Is area drainage basin map provided? YES (mop must be included with stormy✓ater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin subbasin Subbasin Subbasin Subbasin subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 14„992 54,542 1,903 Acres 1.64 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClXAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surfaci Type of Surface Industrial and Commercial Runoff Coefficients"( Business 0.80 Heavy areas Downtown areas Parks, Cemeteries 0.70-0.95 Urban neighborhoods 0.20-0.35 0.50-0.70 Residential Roofs Single Family 0.35-0.50 Apartment Dwelling Areas Unimproved 0.70 Industrial and Commercial Streets Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 are., Streets Asphalt 0.95 Concrete 0.95 Brick 0_95 Roofs (0.95 i Grave! 1675 Fields Sandy soil rSoil Type Slope A 8 C D Flat: 0-2% 0.04 0.07 0.11 0. 1 Average: 2-6% 0.09 4.12 0.15 0. Steep:.61 0.13 O.iS 0.23 0. Adap<.ad from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_ll_E_O 10/21/2019,12:00 PM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin'X 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin 7S.—bb.sin —;iubb.sin ;.bb.M. Subbasin Subbasin Subbasin sbb.Sin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,036 23,235 0 Acres 0.65 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E_O Version 10.5, November 2018 Estimated Runoff for Various Surface -Coefficients Type of Surface__ Runoff Coefficients-"( Business Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0�50-0.70, 0.95 Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 ___ Apartment Dwelling Areas Average: 2-6% Steep:>6% _030 Industrial and Commercial Adapted from ASCE Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries Playgrounds _0.10-0,25 0.20-0.35 Railroad yard areas 0.20-0.40 areas F0,10-0.30 -Unimproved Asphalt 0.95 Concrete 0.95 Brick 0.95 Gravel 0,75 Fields: Sandy soil 1--loil—Ty-pe Slope Flat: 0-2% (�--J 6- A I .04 .07 0.11 0. Average: 2-6% Steep:>6% 0.09 0.12 1 0.15 0. 0.1-- 0.18 1 0.23 1 0. Adapted from ASCE 10/21/2019,12:00 PM NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. U]ef input in yullow, Lisub. I Project Name Bainbridge Subdivision No. 11- Basin[. 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 2S -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=I(ClxAl)+(C2xA2)+(CnxAn)]/A r1i,l, - Ch— M.— F1, Subbasin Residential singli, Family Multi -family Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 8,760 25,449 1,903 Acres 0.83 0.95 0,40 0.10 Veighted Avg 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 F min a. Estimated Runoff Coefficients for Various Surfaci Type of Surface I Runoff Coefficients "( Downtown areas 0.70-0.95 Urban neighborhoods- 0.50-0.70 Residential singli, Family Multi -family _ 0.35-0.50 0,60-0.75 Residential (rural} 0.25-0.40 Apartment Dwelling Areas 0,70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.10-0,25 Playgrounds 0.20-0.35 Railroad Yard areas 0.20-0.40 unimproved--re-s Streets Asphalt 0.95 Concrete 0,95 Brick 1 0,95 Roofs Gravel 1 0.75 - Fields: Sandy soil Soil Type Slope A C D ( ) ci�, -17 Flat: 0-2,7, Average: 2-6% 0.09 10.12 0. teep:,6% Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O 10/21/2019, 12:00 PM Version 10.5, November 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin M 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient (C C=I(C1xAl)+(C2xA2)+(CnxAn)]/A I r1i,i, to qh-, m— C-hh.dr, E] Subbasin Type of Surface Subbasin Subbasin Subbasin S.bb.,.. Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 13,399 49,312 2,450 Heavy areas 0.90 Parks. Cemeteries 0.10-0.25 7 Acres 1.50 l 0.95 0.40 0.10 Veighted Avg0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB-11-E-0 Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Asphalt Do,untown areas 0170-0.95 Urban neighborhoods- 0.50-0.70 Residential Roofs- Single Family 035-0.50 Multi -family 0.60-0-75 Residential Our.l) 0.25-0A0 Apartment Dwelling Areas 0.72 Industrial and Commercial Flat: 0-291 Light areas 0.80 Heavy areas 0.90 Parks. Cemeteries 0.10-0.25 Railroad yard areas Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick Roofs- 10.95 Grave( 0.75 Fields: Sandy soil "I i�p, Slope Flat: 0-291 a: o-,27 Average: 2-6% Steep: -6% 0.13 0.18 0.23 0. Adapted from ASCE 10/21/2019, 12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin N 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storrn (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 _77 Subbasin SubbasinSubbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin as 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF F4,893 8,219 0 Acres 0.30 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0110 C=f(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.61 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainagei FINAL—BB_11_E—O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business omvni areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0,60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Area, 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Cemeteries 0A0-0.25 -Parks, Playgrounds 0.20-0,35 Railroad yard areas 020-0.40 Unimproved areas Streets Asphalt 10.95 Concrete 0.95 Brick 0,95 Raaf 0 95 0.75 Fields: Sandy soil Soil Type Slope A I B C C_ tat: 0-2% 0.04 Col 0 Average: 2-6F. I Steep:,6% (10,23 , 0- _0_13 FAd.pr frcin��iCE 10/21/2019,12:00 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin 0 2 Is area drainage basin map provided? YES (map mustbe included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 Click to Show More Subbasins 0 ------T— u Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 7TSubbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 4,893 8,219 0 Acres 0.30 1 1 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0.10 C=I(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.61 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Dramage\19-136 FINAL_BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface---I—Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 1 0.80 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 5 Railroad yard areas —, 0.20.0.40 IUnimproveciare—as--70.10-0.30 [--Streets 1--- Aspi'a" 0.95 Concrete 0.95 _Roofs Gravel 0.75 Fields: Sandy soil Soil Type Slope �—A C 0 E�T. " C Flat: 0-2% 1 . ., ' a. - .' Average; 2-6% 'o, . fl12 0.15 :'2 1 0. Steep: -6% 0:13 0.18 0 t..23 - Lo- AdaptedfromASCE 10/21/2019,12:00 PIVI M• s NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. Tire Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin A-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 25 Click to Show More Subbasins U 7'.bb.M. Subbasin Subbasin Subbasin Subbasin 7b=rIn S.bb.Si. Subb.sin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 10,947 18,673 2,298 Acres 0.73 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 OJO C=[(C1xAl)+(C2xA2)+(CnxAn))/A Weighted Avg J 0.57 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min . --- ---- -------- Estinnated Runoff Coefficients for Various Surfac, Type ctrSurface Rumoff —Coefficients T— are., 0.70-0,95 Urban neighborhood, _0�.50-0.70 Residential Single family 035-0.50 mul -035 __.___^__. ........... . ... .. . _5.sIjda.tj.l _9�,60 ____ 0,25-0.40 Apartment D%X.!Lng Areas 0.70 Industrial and Commercial _ Light areas 0,80 Heavy —., 0,90 P.,ks, Cemeteries 0.10-0.15 Playgrounds Average: 2-6%0.09 flwl—d yard .,.as 0.20-0A0 ,,nimprovea areas I U.Iu-u.�u Streets Asphalt 10.95 Concrete 0.95 Brick 0.75 Fields: Sandy soil Soil Type step. Flat: 0-2% 0.04 0.07 0AL Average: 2-6%0.09 1117 11150, s 0. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_A_D 10/21/2019, 11:56 AM Version 10,5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement, The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name yy Bainbridge Subdivision No. 11- Basin A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations} 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 Subbasin Subbasin SubbasinSubbasin SubbasinSubbasin Subbasin Subbasin Subbasin --- 1 Subbasin 2 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF i 5,700 0 2,046 Acres 0.18 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default lo min P:\19-136\DOCLiinents\Reports\StornI Drainage\19-136 FINALBB-11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Roof. Downtown areas G -r -a -vel 0.70-0,95 an Urban neighborhoods Fields: Sandy soil .5 ___0C-0.70 Residential Single Family SlopeC 0,35-0.50 Multi -family Flat; 0-2% 0.60-0.75 Industrial and Commercial Light areas 0.30 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 areas yn�mprovea areas�u Streets Asphalt Concrete 0.95 095 Roof. G -r -a -vel Fields: Sandy soil Soil Type SlopeC Flat; 0-2% 0.04 A .... ge: 2-6% 0.15 0, 2—d 0.23 0. Adapted from ASCE 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins A -1-A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbacins 0 Subbasin - Sub -basin Subbasin Subbasin Subbasin Subbasin Subbasin ';Zub�basinSublbasin B 0 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 16,547 18,673 4,344 1 Acres 0.91 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.60 ...... 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Poll— min P:\19-136\Documents\Reports\Storm Drainage\19-136 FJNAL_BB_11 A D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type ol'Surface ---- Runoff Coefficients Business Downtown areas 0,70-0.95 Single Family 0,35-0.50 Multi -family 0,60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Concrete Light areas 0.80 Heavy areas 0.90 Railroad vard areas _Unimproved Streets Asphalt 0.95 Concrete 0.95 Roof. 0195 Gravel Fields: Sandy soil Soil Type Slope a C D Flat: 0.2% 0.04 1 0,07 0.11 jI 0. Average: 2-6% Steep:,6% 0.05 0.12 j 0,13 0.18 0.15 0.13 0. Adapted from ASCE 10/21/2019,11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin A-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins C3 Subbasin 7ubb.Mn SubbasinSubbasin Subbasin Subbasin Subbasin Subbasin Subbas 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) Sir 2,789 12,802 0 Acres 0.36 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg j 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Docutiients\Reports\Storm Drainage\19-136 FINAL_BB_11_A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surf2c, Type of Surface Runoff Coefficients Business Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Roofs Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential l ... 1) Q 25-0-_ Apartment Dwelling Areas 0.7 Industrial and Commercial Average: 2-6% Light areas 0.80 Heavy areas 0.90 I Railroad Yard areas 1 0,20-0.40 untmproveo areas — V.IV-U - su Streets Asphalt 0.95 Concrete 0-95 Brick 0.95 0.95 Roofs 1 0.95 Fields: Sandy soil Soil Type Slope Flat: 0-2% 0.04 .07 0. Average: 2-6% 0.09 0.12 0.15 0 0.13 .18 0123 Adapted from ASCE 10/21/2019, 11:56 AM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins A -1-A-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins D Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 19,336 31,475 4,344 Acres 1.27 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)J/A Weighted Avg 1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_1313_11 AD Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family � �UIU-family 0,35-0.50 0.60-0.75 Residential (-,.1) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 020 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0120-0,35 Railroad yard areas 0.20-0.40 Unimproved areas 0,10-0.30 Streets Asphalt 0.95 Concrete 0'95 Brick 0.95 Roofs � .95 Gravel 1_ 6.75 Fields: Sandy soil Sall Type Sl.pe A -I& C 1-15 1 Fiat! 0-297o 0,11 0. Average: 2-6% 1 0,09 1 0.12 0.15 a, ste,ep:,6% 10,1 3 1 o_la 0.23 0. Adapted from ASCE 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. User input in yellow cells, I Project Name Bainbridge Subdivision No. 11- Basin A-4 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 4,874 11,884 1,647 Acres 0.42 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 010 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 p, j min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0,70-------- Residential Single Family Multi -family 0.35-0.50 0,60-0.75 Residential (rural) Concrete Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.10-0,25 Playgrounds 0100.35 Railroad yard areas 0.20-0.40 _unimproved areas Streets Asphalt 0.95 Concrete 0.95 Brick. 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A— _._}__8 -1-C D Flat: 0-2% ..4 C, .7 Al Average: 2-6% 0.09 0.12 0,5 0. Adapted from ASCE 10/21/2019, 11:56 AM AC HD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. —, -p 1 Project Name Sion No. 11- f 2 Is area drainage basin map provided? (mop must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) YES 100 Click to Show More Subbasins EJ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin " '15 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 9,211 0 3,039 Acres 0.28 6 Determine the Weighted Runoff Coefficient (C) 0 95 OAO 0.10 ,vg 0., C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.74 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Coefficients Business Downtown areas _Urban neighborhoods _Runoff 0.70-0.95 ResidentialSingle Family Multi -family _0,50-0.70 0.35-0.50 0.60-0.75 Residential (rural) Apartment Dwelling Area 0.70 Industrial and Commercial Light areas Heavy areas 0.80 Parks, Cemeteries v 0.10-0.25 Playgrounds 0,20-0.35 Railroad yard areas �20-040 are., Streets Asphalt Concrete Fields: Sandy soi Slope Flat: 0-2% Average: 2-6% Adapted from ASCE 0,10-0.30 0.95 0,95 0,95 &.95 ---- ai�s - -- - --- - - -- �oalType A T(�---TD 0.04 1 05.07 1 0.11 1 0, 0.09 0.13 10/21/2019, 11:56 AM CCD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRO checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted, user input in yellow cells, 1 Project Name Bainbridge Subdivision No. 11- Basins A-4 -A-5 2 Is area drainage basin map provided? YES (map must be included with storminvater cokulotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins D bbasin Subb sin Subbasin - subbasin Subbasin Subbasin Subbasin Subbasin Subbasin- -Su ��7 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF Subbasin . 11,884 4,686 Acres 0.70 6 Determine the Weighted Runoff Coefficient (C) 1 "s 1 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.61 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drairiage\19-136 FINAL -BB -11 -A -D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70_______ — Resid—ti.1 Roofs Single Family 0.35-0.50 �i 0.75 Fields: Sandy soil _Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Average: 2-6% Light areas 0.80 Heavy areas, Adapted from ASCE Parks, Cemeteries —0.10-0.215 Playgrounds 0.20.0.35 Railroad yard areas 0.20-6-.-40 UnirnproVed areas 0.10-0,30 Asphalt C o.95 Concrete 0.95 Roofs 0.95 �i 0.75 Fields: Sandy soil Soil Type Slope A t- Flat: 0-2`v , . � ; 07 I 0. Average: 2-6% 0.09 0.12 0.15 0, 0.13 OAS 0-23 0. Adapted from ASCE 10/21/2019, 11:56 AM N NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineees calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basins A-1- A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(C1xAl)+(C2xA2)+(CnxAn)]/A -- Subbasin Type of Surface Subbasin Subbasin Subbasin =.bbz 1 Subbasin 2 3 4 5 6 SIF 33,420 43,359 9,030 Residential (rural) 0.25-0.40 Apartment Dwelling, Areas Acres 1.97 ci ia Industrial and Commercial c Light areas 0.80 Heavy areas 0.95 OAO 0.10 Flat: 0.2% 0,04 O�07 0A1 0. Veighted Avg 0.58 ....... J ........ L ...... L ...... J_ 0.23 0. 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min row Click to Show More Subbasins D :7 Subbasin Subbasin Subbasin Subbasin 7 8 9 10 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "I Susine— Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Concrete 0.95 Single Family 0.35-0.50 Multi-family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling, Areas 0.70 ci ia Industrial and Commercial c Light areas 0.80 Heavy areas 0.90 areas 1 0,20-0.40 1urumproved areas Streets Asphalt 0.95 Concrete 0.95 -11r—Ick— 0.95 Roofs 0.95 ravel 0.75 Fields: Sandy sail Soil Type Slope . r A B C 0 Flat: 0.2% 0,04 O�07 0A1 0. Average: 2-6% 0,09 j 0.12 0.15 0. 0.13 1 0.18 0.23 0. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D 10/21/2019, 11:56 AM Version 10.5, November 2018 ACRD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basin B -I 2 Is area drainage basin map provided? YES (map must be included with stormwater colculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 7 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasi 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,900 20,710 2,652 Acres 0.69 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_A_D Version 10.5, November 2018 RunoffCoefficientsfor Various.Surfaci -Estimated Type of Surface Runoff Coefficients-( Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 _ Residential 0.95 Single Family 0.35-0.50 0.95 _Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.30 Heavy areas Slop= Parks, Cemeteries -C.-_..___,_0 0 _Playgrounds 20-0.35 Railroad yard areas 0,20-0.40 unrnp ... 9_areas Streets Asphalt 0,95 Concrete 0.95 Brick 0.95 Gravel OJ5 Fields: Sandy soil Soil Type Slop= A 8 -C.-_..___,_0 0 Flat: 0-2% 1) 04 0�07 0.09 011, 0. Average: 2-6% Ste.p:,G%--- -Adapted-- ------- ------- ji 3 0.1OAS 0. 0.23 0. f,.m ASCE 10/21/2019, 11:56 AM NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin 8-2 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) YES 100 Click to Show More Subbasins I-' '--— ,, =in Subbasin — Subbasin Subbasin —Stibbasm 7Subbasin bb., bb., Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,344 19,638 2,642 Acres 0.66 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.49 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINALBB_11-A-D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Business Downtown areas Urban neighborhoods 0,70-0.95 0.50-0J0 Residential Single family Multi -family -- 035-0.50 0-60-0.75 Residential (rural) 0.25 -CIAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light .,e.s Heavy areas 0.90 0190 _Parks, Cemeteries 0.10.025 PI-Wk1--Qds 0.20-0.35 Railroad yard areas 6-20-0.4-0 Streets Asphalt Concrete .brick Roofs Gravel Fields: Sandy soil Slope Fist: 0-2% Average: 2-6% Adaoted from ASCE 0.10-0.30 0.95 0.95 Soil Type 0.04 7 0.11 0. 0.09 0.12 0.15 1 0. 0.13 1 0.18 1 0,23 1 0 10/21/2019, 11:56 AM NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basins B-1- B-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 —Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin = Subbasin = Subbasin 1 Subbasin 2 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 13,244 40,347 5,295 Acres 1.35 6 Determine the Weighted Runoff Coefficient (C) 0.95 0,40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL-BB_11-A_D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Downtown areas 0.70-0.95 Urban neighborhood; 0.50-0.70 Single Family 0,35-0.50 Multi -family 0.60-0.75 Residential (rural) — -- 0.25-.40 Industrial and Commercial Light areas 0.80 Heavy areas 0.30 Parks, Cemeteries 0.10-0.25 aeARRI M�- Streets Asphalt Con -rate Fields: Sandy soil Slope Flat: 0-2% Average: 2-6% �Streefri'Gly-1-- Adapted from ASCE 10/21(2019,11:56 AM NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells, I Project Name Bainbridge Subdivision No. 11- Basin B-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins D Subbasin Subbasin Subbasin Subbasin Subbasin7ubb.si.Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,164 0 2,278 Acres 0.19 6 Determine the Weighted Runoff Coefficient (C) 0.95 0k40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients"( business Downtown areas 0 0�70-0.95 Urban neighborhoods- 0 0-0.70 0.5 Residential . Single Family 035-0.50 Mutt' -family Residential (rural) _260-0.75 0.25-0,40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas Slope Parks. Cemeteries 010-0.75 0120-ClAo ummpmved areas 10.10-0.30 Streets Asphalt 0.9.5 Concrete 0.95 Brick 0.95 Roofs 095 Gravel 1— --- 6 .75 Fields: Sod Type Slope A B -C-70 Fiat: 0-2% 1 0,04 0.07 0.11 a. Average: 2-6% 1 0.09 10.12 0,15 I O- Steep:,.G% 1 0.13 0.2310. Aj.ptted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_A—D 10/21/2019, 11:56 AM Version 10.5, November 2018 ACHH Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user mpux in yellow calls. I Project Name Bainbridge Subdivision No. 11- Basin B-4 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) YES 100 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin SubbasinSubbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,907 0 2,128 Acres 0.18 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 E " —� min P:\19-136\Docunients\Reports\Storm Drainage\19-136 FINAL_BB_11-A-D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Parks, Cemeteries Runoff Coefficient Business 020-035 Railroad v.rd areas Downtown areas Brick 0.70--0.95 1Urban neighborhoods j 0,9_5 0.50-0.70 Residential 0.23 0. Adapted from ASCE Single Family 0.35-0.50 Multi -family 0.60-0.75 Industrial and Commercial Light areas Heavy areas I 10.80 L0.-90 Parks, Cemeteries 1 0.10-0.25 Playgrounds -T- 020-035 Railroad v.rd areas 1 0.20-0.46 _jm,mprvVeci ar, eas 3u Streets Slope Asphalt i 0.93 Concrete 0.95 Brick Average: 2-6% Roofs j 0,9_5 Gravel 6.75 Fields: Sandy soil Soil Type Slope Flat: 0-2% Average: 2-6% 0,09 .12 :1, 0. 0.130.18 0.23 0. Adapted from ASCE 10/21/2019, 11:56 AM ACHH Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin B-3 - B-4 2 Is area drainage basin map provided? YES (map must be included with Stormwoter colcuiotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 03' 2 SubbasinSubbasin 7bbasm 7 Subbasin Subbasin Subbasin Subbasin I Subbasin 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 12,071 0 4,406 Acres 0.38 6 Determine the Weighted Runoff Coefficient (C) 1 "s 1 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storfn Drainage\19-136 FINALBB-11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients "I Business Asphalt Downtown areas 0.70-0.95 Urban neighborhoods— .Brick Residential Roofs Single Family 0.35-0.50 Mufti -family 0.60-0.75 Residential (rural) M25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Average: 2-6% Light areas 0.80 Heavy areas Adapted from ASCE Parks, Cemeteries 0.10.0.25 Playgrounds 0.20-0.35 Railroad yard areas --- --6.-20-0.40— Unimproved area, i 010-0.30 Streets Asphalt 0.95 Concrete 0.95 .Brick Roofs 0,95 G,.V.l -Fields; 0.75 Sandy soil Soil Type Slope A--E-----T D - S Flat: 0-2% . .4 j 0.07 0: Average: 2-6% o staep:>6% 10.13 0.18 0.23 0. Adapted from ASCE 10/21/2019, 11:56 AM ACH D Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins B-1- B-4 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasin 0 Subbasin - Subbasin Subbasin Subbasin Subbasin Subbasin SubbasinSubbasin Subbasin , I as Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF F25,315 40,347 9,701 Acres 1.73 7 6 Determine the Weighted Runoff Coefficient (C) 1 0,95 1 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.55 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Asphalt Downtown areas 0.70-0195 Urban neighborhoods 10.95 Residential _0.50-0170 Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) Apartment DwellingAreas 0.70 Industrial and Commercial t Soil Type Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0A0-0.25 lye; - i unimprovecareas Streets u.lu-u,su Asphalt 0.95 Concrete 10.95 Brick i 0.95 Roofs 5 -- 0.75 _Gravel Fields: Sandy soil t Soil Type Slope A f—C —D Flat; 0-2% 004 Average: 2-6% 0 Steep: 61Hx Adapted from ASCE 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basin C-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins D si—FS TSubbZri Subbasin Subbasin S Subbasin Subbasin Subbasin bbasin Subbasin Subbasin ubbs I Subbasin 2 3 4 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF F4,887 10,177 1,548 Acres 0.38 6 Determine the Weighted Runoff Coefficient (C) 1 0.91 0,40 fl.30 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.5' 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surface Type of Surface _ Runoff Cq_qfi�tents "I Business __ Downtown areas 0.70-0.95 Urban neighborhoods Residential Single Family 0.35-0.50 �Iltl-farnfly 0.60-0.75 Re �id.nt,.L(r.ral) 0.25-0.40Apartment Dwelling Areas L_0.70 Industrial and Commercial Light areas 0.80 Heavy .... 0.90 Parks, Cemeteries 0.10-0.25 PlaygroundsRailroad yard areas 0.20-0.40 P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D Version 10.5, November 2018 Unimproved areas - Streets Asphalt Concrete Brick Roofs Gravel Fields: 'Sandy —soil - Slope Flat: 0-21p'0 Average; 2-6`75 $tee % p:,6 Adapted from ASCE 0.95 0.95 0.95 0.95 0.75 Soil Type�� 0.04 0.070.09 0 0,13 0.18 0.23 0, 10/21/2019, 11:56 AM low Time (min) 77--77,77 21 P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D Version 10.5, November 2018 Unimproved areas - Streets Asphalt Concrete Brick Roofs Gravel Fields: 'Sandy —soil - Slope Flat: 0-21p'0 Average; 2-6`75 $tee % p:,6 Adapted from ASCE 0.95 0.95 0.95 0.95 0.75 Soil Type�� 0.04 0.070.09 0 0,13 0.18 0.23 0, 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins El Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasi 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 10,060 0 1,858 Acres 0.27 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.82 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A—D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business 0.95 Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 0.95 Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (-,.I) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial --- Light areas OM Heavv areas 0.90 I Railroad vard areas 1 0,20-0.40 -Unllpl"S' --ras Streets U.1u- U'5u Asphalt 0.95 Concrete f 0.95 Brick 0.95 -Roofs ------- 0.95 Gravel L - --u�s - - -- -- Fields: Sandy soil Soil Type — slope A Flat: 0-2% 0, 0A7 l.'' Average: 2-6% 0.12 0.150� 0.13 0.18 0,23 a. Adapted from ASCE — — -------- - 10/21/2019, 11:56 AM a CCD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE. This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineers calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin C-3 2 is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins C7 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 3,470 650 902 Acres 0.13 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 010 C=[(ClxAl)+(C2xA2)+(CnxAn)j/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 ( "� min Estimated Runoff Coefficients for Various Surfac Type of Surface_Runoff Coefficients "i Streets Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential ( 095 Single Family 0.35-0.50 Multi -family 0.60-0.75 _ Residential (rural) 0.25-0.40_ Apartment Dwelling Areas 0.70 Industrial and Commercial e Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 ------ Unimproved areas ( 0.10-0.30 Streets Asphalt 0.95 Concrete ( 095 Brick, 0.95 Roofs 0.95 Gravel Fields: Sandy soil I Soil Type Slope B Flat: 0-241 0 i 0.A 04 0.07 I 0 .11 0. Average: 2-6% ! 0.09 10.12 0.15 0. Steep:>6% l O.i3 O.la 0.23 0. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAt_BB_ll_A_D 10/21/2019, 11:56 AM Version 10.5, November 2018 ACRD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. -- 1 Project Name Bainbridge Subdivision No. 11- Basins C-2 -C-3 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 13 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin = Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) Sic 14,030 650 2,760 Acres 0.40 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 039 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D Version 10.S, November 2018 Runoff Coefficients for Various --Estimated Type of Surface -Surfac, RunoffCoefficients Busines Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70--_ Residential Single Family Multi -family 0.35-0.50 0.60-0.75_____ Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 Parks, Cemeteries Playgrounds 0.20-0.35 Rall,�t�yln are � Is - �20-O 40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 1095 Brick 0,95 Poo Gravel Fields: Sandy soil Soil Type Slope0 F? Flat: 0-2% j004 0. Average: 2-6% o�oq 0.12 0.15 0 0.13 0.18 0,23 0. Adapted from ASCE 10/21/2019, 11:56 AM 41 H NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basins C-1- C-3 2 Is area drainage basin map provided? (map must be included with stormwater colculotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(ClxAl)+(C2xA2)+(CnxAn)]/A YES Ch,l, to Shnvt Mr,- Cuhhacinc 0 Subbasin rRunoff Coefficients Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 18,916 10,827 4,308 Acres 0.78 0.95 0.40 0.10 Veighted Avg 0.67 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 1' min Estimated Runoff Coefficients for Various Surfao Type of Surface rRunoff Coefficients fi, ines F Downtown are.,, 0.70-0.95 Urban neighborhoods — 0.50-0.70 --- Residential 0.95 Single Family 0.35-0.50 Multi-farn LIY______ 0.60-0.75 Residential (rural) 0L25-0.40 Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds T-0720-035 Unimprovedareas --- -- — ------ -- 1 Streets F Asphalt 095 Concrete 0.95 Brick 0.95 Risc,f 0.95 Gravel 0.75 Fields: Sandy soil Soil Ty pe Slope A B C 0 Flat: 0-2% Average: 2-6% Stecp:,6% Adapted from ASCE P:\19-136\Documents\Reports\Stariii Drainage\19-136 FINAL_BB_11_A_D 10/21/2019, 11:56 AM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin D-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasin 11 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin SLlbb.sffi Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 g 5 Area of Drainage Subbasin (SF or Acres) SF 8,022 0 3,052 _5 Acres 0.25 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 0. C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 ,F 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas ozo 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0,40 areas Streets Asphalt Concrete Brick Roofs Fields: Sandy soi Slope Flat: 0-2% Average: 2-6% Steep:,6% Adapted from ASCE 0,10-0.30 0.95 0.95 0,95 0.95 0,75 Soil Type D 004 0.07 I 00��, ,�,� '.': 0.09 0,13 0J8 0.23 0. P:\19-136\Documents\Reports\Storm Drainage\19-136 FINALBB_11—A—D 10/21/2019, 11:56 AM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology, These calculations shall establish a minimum requirement, The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins CJ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 I 5 Area of Drainage Subbasin (SF or Acres) SF 6,461 0 3,165 Acres 012 1 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.67 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surfac. - Type of Surface - Runoff Coefficients Business 0.95 Brick0-995 Do—town areas 0.70-0,95 Urban neighborhoods 0.75 0.50-0.70 Residential Slope i IA 1 ." 1 1. C D Single Family , a, 0.15 10. 00.* 0.35-0.50 Apartment Dwelling Areas 1) r7O Industrial and Commercial Light areas So Heavy areas areas 10.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick0-995 Gravel 0.75 Fields: Sandy soil FSOil-Type--- Slope i IA 1 ." 1 1. C D Flat: 0-2% , a, 0.15 10. 00.* Average: 2-64, Ste.p:,6% 0,13 0.'18 1 0.23 Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D 10/21/2019, 11:56 AM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells, I Project Name Bainbridge Subdivision No. 11- Basin D-1 - D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (300 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins Cl Subbasin Subbasin Subbasin Subbasin Subbasin Su3lbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 14,484 0 6,217 Acres 0.49 6 Determine the Weighted Runoff Coefficient (C) 0.95 1 0.40 0110 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.69 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Type of Surface Business Downtown areas Urban neighborhoods Residential single Family Multi -family Residential {rural) Apartrnent Dwelling,' fridustri.f and C.mrr,c Light areas Heavy areas Parks, Cemeteries Street, Asphalt Concrete Brick - Roofs Slope Fiat: 0-2% Average: 2-6% steep:,6% Adapted from ASCE nts for Various Surfac, Runoff Coefficients 0.70-0.95 0.35-0.50 O.25-0.40 also 0.90 0.10-0.25 0.10-0.30 0.95 0.95 0.95 0.95 0.75 Soil Type A '--- JIJ6 � 0,04 .07 0.1.1 11. 0.09 0.12 1 0.15 1 O. 0.13 1 o1a 0.23 0. P:\19-136\Docurnents\Reports\Storm Drainage\19-136 FINAL_BB_1I AD 10/21/2019,11:56 AM Version 10.5, November 2018 A Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name -Bainbridge Subdivision No. 11- Basin D-3 2 Is area drainage basin map provided? YES (map must be included with stormwotercalculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 bb -sin �ubb-sln S-bb.sin 'Zbb.shr Sulbbaslrr ';.bb.s-in S.bbasirt 7 =bb.., -.r, Subbasin Su Sin lubb sm 1 Subbasin 2 374 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 8,639 9,960 2,369 Acres F0.48 0 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_A_D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Business Streets Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 _ Residential Concrete Brick Single Family 0,35-0.50 Roofs CO0175 Residential (rural) 0.25-0,40 Apartment Dwelling Areas 0.70 Industrial and Commercial Soil Type Light areas 1 0.80 Heavy areas 0.90 areas —unimproved areas 1 0-10-0.30 Streets Asphalt 095 Concrete Brick 095 0.95 Roofs ------ -------- 0.75 -ravel, Fields: Sandy soil Soil Type Slope A Flat: 0-2% 0,04 0.07 0.11 0, Avers Average; 2-6% 009 0,12 0.15 C', St eep:,6% 0.11- 018 0.23 Adapted from ASCE 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin D-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins El —Zubb.sm S.bbasirt S.bb.sm Subb.sin i.bb.sb, S.bbasi. S.bb.sin Subb.sm S.bb.sin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 9,425 0 1,300 Acres 0.25 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg l 0.85 1 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min i P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL-BB_11_-A-D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface TypeCoefficients Type of Surface Streets -- Runoff Business ---I— 0,95 I Concrete Downtown areas Brick 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0,35-0.50 Multi -family I 0.60-0.75 Residential (rural) 0 Light areas 0'30 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0,20-0.35 Unimproved area, 0.10-0.30 Streets Asphalt 0,95 I Concrete 0.95 Brick 0,95 Gravel j 0.75 Fields: Sandy soil I Soil Type Slope Aa Flat: 0-25G . r 07 0.11 0. Aw.r.g.; 2-6% 1 0,09 0.12 0.15 0, Fo- Steep:>G% 0.13 111 0.23 0. Adapted from ASCE 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin D-3 - D-4 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) IGO Click to Show More Subbasins ID Subbasin Subbasin S.bb.shr Subbasin Subbasin Subbasin 7bb,,,i. Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 18,1564 9,950 3,669 Acres 0.73 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.68 1 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11—A_D Version 10.5, November 2018 Estimated RunoffCoefficientsfor Various Surfac, Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Urban neighborhoods _0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Apartment Dwelling Areas 1 0,70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Railroad yard areas _tUrumpmved areas 0.1_0_.0.30 Streets Asphalt 10.95 Concrete 095 Brick 0.95 Roofs j p.95 Gravel 75 Fields: Sandy soil Soil Type Slope C Flat: 0-2% Average: 2-6% E 0.09 012 0.15-1 0. S t eew. 0.23 0. Adapted from ASCE 10/21/2019, 11:56 AM ACRD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins Subbasin Subbasin Subbasin Subbasin Sutbasin Subbasin Subbasin Subbasin ubbMn I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 32,548 9,960 9,886 Acres 1.24 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.44 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.69 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_A_D Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfau_ Type of Surface Runoff Coefficients "t Downtown areas 0.70-0.95 Urban neighborhoods 0.50.0.70 Residential _ Single Family 0.35-0.50 Multi -family 0.60-0.75 Apartment Dwelling Areas Industrial and Commercial Light areas Heaw areas Railroad yard areas areas Streets Asphalt Concrete _Gravel Fields: Sandy soil Slope Flat: 0-2% Average: 2-6% Steep:>6% Adapted from ASCE 0.80 0.90 0.10-0.30 0.95 0.95 0.95 0.75 Soil Type A I B C O 0.04 � 0.07 0.11 0. 0.09 0.12 0.15 0. 0.13 0.18 0.23 O. 10/21/2019, 11:56 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRID checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement, The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No.11- Basin E-1 2 Is area drainage basin map provided? YES Nap must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 22 Click to Show More Subbasins Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,231 15,429 2,143 Acres 0.52 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=((ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg l 0.50 Calculate Overland Flow Time of Concentration in Minutes (To) or use default 10 min j' Estimated Runoff Coefficients for Various Surface Type of Surface 0.10-0.30 Runoff Coefficients N Business Asphalt 0.95 C.—t— are., 0.95 0711-0111 urban neighlssrh..d, Roofs 0.95 Residential 0:75 Fields: Sandy soil Single Family sl.pe So Light areas 1 0.80 0.20 -0.35 Railroad va,d are - Unimproved areas 0.10-0.30 __ Streets Asphalt 0.95 Concrete 0.95 alki, Roofs 0.95 Gravel 0:75 Fields: Sandy soil Soil Type sl.pe - A 5 C 0 Flat: Average: 2-6'^0 pt>0,13 Slee 6f j 0.16 0.23 1 0. Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E_O 10/21/2019, 11:58 AM Version 10.5, November 2018 ACHH Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin E-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 F — ---- -1 --,- - - - -, - - 11 1 -- - - 11 -1-1-1-1- 1 - Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 a 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,240 13,595 2,150 Acres 0.48 6 Determine the Weighted Runoff Coefficient (C) 0.95 1 0.40 0.10 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg l 0.51 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reparts\Storm Drainage\19-136 FINAL-BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Business - Downtown Downton areas 0.70-0,95 Urban neighborhoods 0.50-0.70 —1- Residential Single Family 0.35-0.50 Multi -family 0,60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas Parks, Cemeteries f0.90 0.10-0.25 Playgrounds --------------- �20- �35 Railroad yard areas 0.20-0,40 areas Streets Asphalt Concrete Gravel Fields: Sandy soil Slope Flat: 0-2% Average: 2-65' Steep:,6% Adapted from ASCE 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD Checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins E-1- E-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Click tn qhn. M— q.,hh—in, Ml Subbasin Type of Surface Subbasin Subbasin Subbasin Subbasin Subbasin = S.bbasm Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 10,471 29,024 4,293 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-035 Railroad yard areas Acres 1.01 0.95 0.40 OJO Velghted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11 E 0 Version 10.5, November 2018 Estimated RunoffCoefficients for Various Surfac, Type of Surface Runoff Coefficients Business 0.95 Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 1 Soil Type Apartment Dwelling Areas 0.70 Industrial and Commercial Flat: 0-2% Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-035 Railroad yard areas 0.20-0A0 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0-95 Fields: Sandy soil 1 Soil Type Slope Flat: 0-2% 0,04 1 0.07 0.11 0. Average: 2-6% 0.09 5 0. 0.12 O.13 Steep:>6% 0.13 0,18 0.20 Adapted from ASCE 10/21/2019, 11:58 AM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin F-1 2 is area drainage basin map provided? YES (map must be included with stormivater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 13 Subbasin S i ---Tubbasm �ubb.sin Subbasin Sulbb... bb. . Libb., . —;ubb.1m Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 9,649 20,266 2,909 Acres 0.75 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 7 C=[(C1xAl)+(C2xA2)+(CnxAn)I/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients"( Business Downtown areas 0,70-0.95 Single Family 1 0.35-0.50 Apartment Dwelling Areas _ rG70 Industrial and Commercial Light areas 0,80 0,90 He—v areas 0�90 areas Unimproved areas 0.10-0,30 Streets Asphalt 0.95 Concrete 0.95 Brick E 0.95 Roofs (0.95 ---- --- - - ---------- Fields: Sandy soil j Soil Type Slope A 11 C Flat: 0-2% 1 0.04 111., 0-1, 0. Average: 2-6% 0.09 0. , 0. steep >61X B40.15 0.1,� 0.18 0.23 a. Adapted from ASCE 10/21/2019, 11:58 AM NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. .a., -P., fu yvu.- Lena. I Project Name Bainbridge Subdivision No. 11- Basin F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 click to show more Subbasins ---' 1= Subbasin S.bb.Sin 7bb.S.,Mbbisin Subbasin Subbasin Subbasin Subbasin Subbasi I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 1,958 3,333 616 Acres 0.14 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)I/A Weighted AvgI 0.55 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 F-2 L2 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E—O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-0A0 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.30 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0,20-0.35 Railroad vard areas 10.20-0.40 Gravel___ umm —eo u.1u-u.4u Streets Asphalt 0.95 Concrete 0.95 Brick 0195 0.95 Gravel___ 0.75 Fields: Sandy soil Soil Type slope' [1'1.04 0 Flat: 0-21,", 11)l 0.11 1 0. A,e,.ga: 0.09 0.12 0.15 0. 2-6% Steep:,6% 0.13 0,18 0.23 0, Adapted from ASCE 10/21/2019, 11:58 AM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineers calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins F-1- F-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=((C1xAl)+(C2xA2)+(CnxAn)]/A Subbasin Type of Surface Subbasin Subbasin Subbasin basin Subbasin -7-77-- Subbasin7 Subbasin Subbasin ;ubb,,J, Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 11,607 23,599 3,525 stop. Flat: 0-29S 0.04 D.07 0111 11, Acres 0.89 0.09 0.12 0.15 0. 0.13 0.18 0.23 0. Adapted from ASCE 0.95 0.40 0.10 Veighted Avg 0.54 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB-11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients Asphalt Downtown areas 0,70-0.95 Urban neighborhoods 0.50-0,70 Resid—ti.1 Roofs Single Family 0.35-0.50 Apartment Dwelling Areas r1170 Industrial and Commercial Light r... 0.90 Heavy areas 0.90 �Maylllolridl20-.O��35 Railroad yard areas 0.20-0A6 Unimproved areas Streets Asphalt 0,95 Concrete 095 Brick 0195 Roofs 0,95 0.75 .Gravel Fields: Sandy soil Soil Tp stop. Flat: 0-29S 0.04 D.07 0111 11, Average: 2-6% 0.09 0.12 0.15 0. 0.13 0.18 0.23 0. Adapted from ASCE 10/21/2019,11:58 AM ACH D Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user input in yellow cells. 1 Project Name Bainbridge Subdivision No. 11- Basin G-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasi I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF F13,827 13,695 4,392 Acres 0.73 77 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 040 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.60 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Lf min P:\19-136\Documents\Reports\Storrn Drainage\19-136 FINAL BB_11_E_O Version 10.5, November 2018 Runoff Coefficients for Various Surface --Estimated Type of Surface Runoff Coefficients Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0,70 Residential Single family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-0,40 Apartment Dwelling Areas 70 Industrial and Commercial Light areas Heavy areas 0.80 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0,20-0,40 U-T—MP12-veo areal u.lu-U.3U Streets Asphalt 0.95 Concrete 0.95 _Brick 0,95 Roofs1-0 95 Fields: Sandy soil ji oil Type Slope �TB A CD Flat: 0-25'o 10. Average: 2-6%0. 0,13 OAS 0 0. Adapted from ASCE 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology, These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. —, niv-- Y -i— -- 1 Project Name Bainbridge Subdivision No. 11- Basin G-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show Mo-re-Suhb-asins in7 bb Subbasin Subbasin Subbasin I Subbasin Subbasin I Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 6 77 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 8,962 12,001 3,357 Acres 0.56 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg l 0.56 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surface -- - ::0.70-0.95 io f Type of Surface Runoff Coefficients Business 0 0�7 70_ _a 0. Downtown areas !q 5 Single Family 1 0.35-0.50 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Railroad Vard areas 1 0.20-0.40 Unimproved areas 1 0,10-0.30 Streets Asphalt 0.95 Concrete 0,95 Gravel 10.75 Fields: Sandy soil Soil Type Slope A C Flat; 0-2% i OD4 007 [D: Average: 2-6% 0.09 0.12' 0 c 0,13 0.18 0.23 O� S Adapted from ASCE P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_E_O 10/21/2019, 11:58 AM Version 10.5, November 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No, 11- Basin 6-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient(( C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Q 0 7bbitri. —Estimated Type of Surface 7LI Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin ' Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 5,103 11,673 0 Hea,y areas 0.90 Playgrounds 0.20-0.35 Railroad yard areas Acres 0.39 0.95 OAO 0.10 Veighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 f ffL"' min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O Version 10.5, November 2018 Runoff Coefficients for Various Surfac, —Estimated Type of Surface Runoff Coefficients 10.50-0.70 Downtown areas 030-0.95 neighborhoods _Urban Residential Roofs Single Family 035_030 I"Aulti-family 0.60-0.75 Residential (rural) 0.25-0.40 Apartmen, 13,,ellmg Areas 0.70 Industrial and Commercial Average: 2-6% Light areas 0.30 Hea,y areas 0.90 Playgrounds 0.20-0.35 Railroad yard areas �.20-040 jJni,nPlo,ed areas I 0.10-0.30 Streets sphalt Concrete Brick 0.95 035 Roofs 0,95 Gravel 75 Fields: Sandy soil Soil Type Slope A C D Flat: 0-2% 0.04 0.07 .. I , Average: 2-6% 0.09 012 0.15 0. Steep:,G%, 0J30.23 0. OAS_ Tclaotad from ASCE 10/21/2019, 11:58 AM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins G-1- G-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) IGO 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(C1xA1)+(C2xA2)+(CnxAn)]/A click to Chn. Mn- quhhin, r-', 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfalo ; Ibb-Sl- - Subbasin-1-7-- Subbasin Subbasin Subbasin Subbasin —�, Subbasin n M Stibb. n Subbasin Subbasin -Apartment Industrial and Commercial Light areas Heavy areas Parks, Cemeteries Playgrounds Railroad yard areas I Subbasin 2 3 4 5 6 7 8 9 10 SF 27,892 1.68 37,369 7,749 Acres 0.95 0.40 0.10 Veighted Avg 0.58 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfalo Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhood, 0.70-0.95 0.50-0.70 Residential Single Family -family 0.35-0.50 0.60-0 .75 _Multi _ Residential (-,all 0.25-0.40 Dwelling Areas 0,70 -Apartment Industrial and Commercial Light areas Heavy areas Parks, Cemeteries Playgrounds Railroad yard areas 0.80 _0.,10-0 25 _0120-0_35 0.20-0.40 Unimproved areas I 0.10-0,30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Reefs 0.9_5 Fields: Sandy soil Soil Type Slope Flat: 0-2% Overage: 2-6% t___.__7.__..____ T - T T -6 ----] c- o 1 6-1 .— 0.04 001 L, O. 0.09 0.12 0.15 0. Steep:,6% i 0.13 0.18 0.23 Or Adapted from ASCE 10/21/2019, 11:58 AM NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin H-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(ClxAl)+(C2xA2)+(CnxAn))/A rli,l, M <h— NA— —66-- M Subbasin Type of Surface Runoff Coefficients -- S.7bb.siri ---;-.–bb—. Subb.sm si7nSubi —Su—bb.gi. T.`bbasi. 0.25-0.40 --i.—bb.rin I Subbasin 2 3 4 5 6 7 8 9 10 SF 8,052 9,607 2,346 �Gravel 0.75 Fields: Sandy soil Acres Z0.46 TSubbagin 7 11 0, 0 0.11 Average: 2-6% Si 0.95 0.40 0.10 0.13 0.18 0.23 0. Adapted from ASCE Veighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB 11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Oo,vntown areas Urban neighborhoods 0,70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 .60-075 Residential (rural) 0.25-0.40 _ Apartment Dwelling Areas 0,70 Industrial and Commercial Light areas Heavy areas 0.80 Parks, Cemeteries_ 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0,20-0.40 10/21/2019, 11:58 AM Streets Asphalt 0.95 Concrete 0.95 -Roofs 0.95 �Gravel 0.75 Fields: Sandy soil Soil Type Slope Flat: 0-2% 11 0, 0 0.11 Average: 2-6% Si 0.12 0.15 0: Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin 1- 2 Is area drainage basin map provided? (map must be included with stormwater colculotions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) YES Subbasin Subbasin Subbasin Subbasin Subbasi I Subbasin 2 3 4 5 6 5 Area of Drainage Subbasin (SF or Acres) SF 5,739 13,698 2,049 Acres 0.49 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted AvgL2;!2�� 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINALBB 11_E_O Version 10.5, November 2018 Click to Show More Subbasins 0 7 basin 7Sullasfil'Zu�bbasinSubbas 8 7 8 9 10 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-035 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas Parks, Cemeteries -Playgrounds Railroad yard areas 0.80 0.10-0,25 0.20-0.35 0.20-0.40 Asphalt 0.95 Concrete 0.95 Brick, 0.95 Roofs 0 95 Fields: Sandy soil Soil Type Slope 1 B C Flat: 0-2% 0.04 0.07 �—D 0.11 . Average; 2-6% 0.09 0.12 0. 0. Steep"GIX, .13 OAS 0. 0. -Adapted from ASCE 10/21/2019, 11:58 AM ACHES Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. user input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basin H-1- H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins E3 Subbasin Subbasin 411idii:151: Subbasin Subbasin Subbasin 9 10 I Subbasin 2 3 4 6 7 9 10 SF 13,791 23,305 4,395 5 u7 5 Area of Drainage Subbasin (SF or Acres) i Acres 0.95 6 Determine the Weighted Runoff Coefficient (C) 0195 0.40 0.10 C=((C1xAl)+(C2xA2)+(CiixAn)]/A Weighted Avg 1 _ 0.55 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min -i--L-L-L-� Estimated Runoff Coefficients for Various Surfao Type Of Surface Runoff Coefficients Business Downtown areas 0.70-0.95 Urban neighborhoods -q.70 Residential 2.5q Single Family 035-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 . a7�.,e a 0.90 Parks, 0110-0.25 —Plavarounds 0.20-0.35 -- --- Unimproved areas Streets Asphalt Concrete Gravel Fields: Sandy soil Slope Flat: 0-2% Average: 2-6% St.ep:,6% Adapted from ASCE OAO-0310 0-95 0.95 0.95 0.75 Soil Type A-1-a—r-ci -1-6 0.04 0,07 0.09 0.12 1 '.:15 0. 0J3 oJS 0.23 0. P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB_11_E 0 10/21/2019,11:58 AM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient C=[(C1xAl)+(C2xA2)+(CnxAn)]/A YES 100 rii,i, - �.h m— lz�nkti F1 Subbasin -Runoff Type of Surface Subbasin Subbasin Subbasin Subbasin 7.bb.M. = Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 SF 7,378 19,925 1,903 Slope A -B—F C Flat: 0-2 % 1 .., , Acres 0.67 0 IT. 0.15 0. 1 Steep:,G% �0.090.23 0. Adapted from ASCE 0195 OAO 0110 Veighted Avg 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Coefficients for Various Surfac, -Runoff Type of Surface Runoff Coefficients "I Business Asphalt Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Roofs � Single Family 0,35-0.50 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0*80 Heavy areas 0190 Railroad yard areas 1 0.20-0.40 1U111-prcwed L1easL0J0-0 Streets Asphalt 0.95 Concrete 0.95 Brick 1 0,95 Roofs � 095 O 75 Fields: Sandy sail Soil Type Slope A -B—F C Flat: 0-2 % 1 .., , Average: 2-6% 0 IT. 0.15 0. 1 Steep:,G% �0.090.23 0. Adapted from ASCE P:\19-136\Docunients\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O 10/21/2019, 11:58 AM Version 10.5, November 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) d 100 5 Area of Drainage Subbasin (SF or Acres) 6 Determine the Weighted Runoff Coefficient (C C=[(C1xA1)+(C2xA2)+(CnxAn)]/A V Click to Show More Subbasins 0 Subbasin 1 0.10-0.30 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 SF 3,701 16,573 a Flat: 0-2% .070. Average: 2-6% 0.09 0-12 0.15 0. Acres 0.47 0.13 0.18 0.p. Adapted from ASCE 0,95 0.40 0110 Veighted Av9j 0.50 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min Estimated Runoff Coefficients for Various Surface Type of Surface --j Runoff Coefficients7( D wntown area, 1 0.70-0.95 Urban neighborhoods 70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Industrial and Commercial Light areas 1 0.80 0,10-0.25 areas Unimproved areas 1 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 "'ick 0.95 Roofs � 0 95 Fields: Sandy soil Soil Type Slope 1 A--l-ii-7c Flat: 0-2% .070. Average: 2-6% 0.09 0-12 0.15 0. Steep:,G% 0.13 0.18 0.p. Adapted from ASCE P:\19-136\Docurnents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_O 10/21/2019, 11:58 AM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin J-2 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 1:1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 11,291 37,969 1,903 Acres 1.17 77 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg J 0.51 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB 11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfac- Type of Surface Runoff Coefficients "I Business Downtown areas 0,70-0.95 Single Family 1 0.35-0.50 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0'80 Heaw areas 0.90 are- Unimproved area. 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 1 0.95 Roofs 0.95 Gravel 075 Fields: Sandy soil Soil Type Slope A Flat: 0-2% 0.04 F,--":-1, 0.11 0. Average: 2-6% 2 0 - 15 0 steep:,6% o.13- L � _r -a- 0 .23 0, Adapted from ASCE 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basins J-1 -J-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 14,992 54,542 1,903 Acres 1.64 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 OJO C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.51 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Ff min Q P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E—O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surfact Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (-ral) 025-040 Apartment Dwelling Areas _ Industrial and Commercial _0.70 Light areas 0.80 Heavv areas o,90 Railroad yard areas 1 0.20-0A0 _Unimproved areas 0.10-0.30 Streets Asphalt 035 Concrete 0.95 Roofs 0.95 Fields: Sandy soil Soil Type Slope A 8 C D Flat: 0-2% 0.04 0.07 0.11 0, Average: 2-6% 0.09 0.12 0.15 0. Steap:,G% 0.13 j 0.18 0.23 0. Adapted from ASCE 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin'K 2 Is area drainage basin map provided? YES (map must be included with stornnvoter calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click, to Show k1ore Subbasins El Subbasin Su 9 Subbasin Subbasin Subbasin Subbasin Subbasin bbas I Subbasin 2 3 4 5 6 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,036 23, 35 0 Acre., Subbasin n I 6 Determine the Weighted Runoff Coefficient (C) 1 0.95 1 0.40 1 0.10 1 1 1 1 1 1 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min NM P:\19-136\Docunients\Reports\Storm Drainage\19-136 FINAL-BB_11_E-0 Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients Business Asphalt Downtown areas 0.70-0195 Urban neighborhoods-- 0.95 0.50-0.70 Residential 0.95 Single Family 0.35-0.50 Multi -family 0.60-0.75 Industrial and Commercial Light areas0 He—y areas .Z Parks, Cemeteries O 0.10-0.25 FU�Pl Streets Asphalt 0.95 Concrete Brick 0.95 Roofs 0.95 0.75 Fields: Sandy sail Soil Type FA --I C--F-D Slope Flat: 0-2% cl�. 0.11 0. Average: 2-6% .9 B�. 9 0 .15 0. Steap:,6%-',_ 0.13 0.18 0.23 0 Adapted from ASCE 10/21/2019, 11:58 AM HD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin L 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins Ci Subbasin Subbasin Subbasin 5ubisasin JS u b b a i n Subbasin Subbasin Subbasin 5ubbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SIF 8,760 25,449 1,903 Acres 0.83 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0110 C=[(ClxAl)+(C2xA2)+(CnxAn)j/A Weighted AvgI 0.52 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min's E P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface_ Runoff Coefficients "t Business Downtown areas 0.70-0.95 Urban neighborhoods Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks. Cemeteries 0.10-0.25 Unimproved areas I 10 0-0.30 J Streets Asphalt 0.95 Concrete 0.95 Brick. 1 0 95 Roofs 0 95 Gravel Q 75 Fields: Sandy soil Soil Type Slope Flat: O-2% 4 ( 0,07 FA 0.11 0. Average: 2-6% 9 0.12 0.15 0. Steep%6`Yo- 0.13- 0.3£ 0-23 O. Adapted from ASCE 10/21/2019, 11:55 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shalt establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin M 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 Subbasin——Zbb..nSubbasin.sin Subbasin Subbasin Subbasin �SubbasinSubbasinS.bba Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin SF or Acres) SF 23,399 49,312 2,450 Acres 1.50 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0110 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.50 1 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL–BB_11_E_O Version 10.5, November 2018 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 0,95 Single Family 0.35-0.50 Multifamily 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0,70 Industrial and Commercial OA.04 0.07 ] Light areas 0.80 Unimproved areas 0,10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0,95 Roofs Gravel __—'1.0..75._____ Fields: Sandy soil l Soil Type SlopeB D 1 Flat; 0-2% OA.04 0.07 ] Average; 2-6% 0.12 015 0 " Steep:>6�io 0.13 0.18 J..23 10. LAdapted from ASCE 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 Project Name Bainbridge Subdivision No. 11- Basin N 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins 0 Subbasin Subbasin Subbasin Subbasin Subbasin whWUJI, I uiab,:sifSubbasinrSubbasln Subbasin 9 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 4,893 8,219 0 1 1 Acres 0.30 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 OJO C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.61 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min P:\19-136\oocuments\Reports\Storni Drainage\19-136 FINAL-BB-11_E_O Version 10.5, November 2018 Runoff Coefficients for Various Surface _Estimated Type of Surface Runoff Coefficients"( Downtown areas 0.70-0.95 Urban neighborhoods .50-0,70 Residential Single Family 035-0.50 Multi -family 0,60-0.75 Residential (rural) -6-25-0.40 Apartment Dwelling Areas 0,70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 010-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0,40 unimproved areasl 0 10-0 -30 Streets Asphalt 0.95 Concrete 0,9.5 Brick 095 Gravel 0,75 Fields: Sandy soil Soil Type slope A 11 C D Flat: 0-2% '. 07 0.11 01 Average: 2-6% 0.09 1 0.12 0.15 0. —Steep:,G% 0.13 1 0.18 0.23 0. rAdapted from ASCE ____ 10/21/2019, 11:58 AM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. I Project Name Bainbridge Subdivision No. 11- Basin 0 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 Click to Show More Subbasins D Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin I Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 4,893 8,219 0 Acres 0.30 6 Determine the Weighted Runoff Coefficient (C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.61., 1 1 1 1 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 iro .R min P:\19-136\Documents\Reparts\Storni Drainage\19-136 FINAL—BB_11_E—O Version 10.5, November 2018 Estimated Runoff Coefficients for Various SurfaceType of Surface Coefficients_"( __-1—R�noff Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 R..id.mi.f Single Family Multi -family 0,35-0.50 0.60-0J5 Residential (-,all 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas ozo 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0,20-0.35 Railroad yard areas 0.20-0.40 Unimprovedareas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0,95 Roofs I 0 95 Gravel � 0.75 Fields: Sandy sail Soil Type Slope A BC_ Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0, Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE 10/21/2019, 11:58 AM 11,10T, MAIN! Y ' MMAM NESEIM Project Title: Bainbridge No. 11 Designer: Project Date: Monday, October 21, 2019 Project Units: U.S. Customary Units Notes: Curb and Gutter Analysis: Curb and Gutter Analysis A-1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0070 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 7.8479 ft Gutter Result Parameters Design Flow: 1.0700 cfs Gutter Depression: 0.4633 in Area of Flow: 0.6385 ftA 2 Eo (Gutter Flow to Total Flow): 0.4002 Gutter Depth at Curb: 2.3468 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1816 ft Computed Width of Spread at Sag: 8.6982 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis A-2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0041 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 5.4110 ft Gutter Result Parameters Design Flow: 0.3300 cfs Gutter Depression: 0.4633 in Area of Flow: 0.3154 ftA 2 Eo (Gutter Flow to Total Flow): 0.5567 Gutter Depth at Curb: 1.7620 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.0829 ft Computed Width of Spread at Sag: 3.7639 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis A-3 Notes: Longitudinal Slope of Road: 0.0070 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft ITlanning's n: 0.0170 G utter Width: 1. 1 70imk Design Flow: 0.4600 efs Gutter Depression: 0.4633 in Area of Flow: 0.3318 ftA 2 Eo (Gutter Flow to Total Flow): 0.5442 Gutter Depth at Curb: 1.7979 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in ZTM q n I M TMIT—=, Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1034 ft Computed Width of Spread at Sag: 4.7910 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis A-4 Notes: Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft ff. MMM#�# t i� M I -"F - OR, IMI M Gutter Depression: 0.4633 in Area of Flow: 0.4875 ftA 2 Eo (Gutter Flow to Total Flow): 0.4554 Gutter Depth at Curb: 2.0998 in Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1193 ft Computed Width of Spread at Sag: 5.5856 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis A-5 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0070 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 5.9461 ft Gutter Result Parameters Design Flow: 0.5400 cfs Gutter Depression: 0.4633 in Area of Flow: 0.3761 ftA 2 Eo (Gutter Flow to Total Flow): 0.5140 Gutter Depth at Curb: 1.8904 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1151 ft Computed Width of Spread at Sag: 5.3744 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis B-1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0042 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft planning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 7.5811 ft Gutter Result Parameters Design Flow: 0.7600 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5973 ftA 2 Eo (Gutter Flow to Total Flow): 0.4133 Gutter Depth at Curb: 2.2828 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1445 ft Computed Width of Spread at Sag: 6.8469 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - Notes: Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 NEHH�• :• Design Flow: 0.7100 cfs Gutter Depression: 0.4633 in Area of Flow: 0.4939 ftA 2 Eo (Gutter Flow to Total Flow): 0.4526 Gutter Depth at Curb: 2.1110 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1381 ft Computed Width of Spread at Sag: 6.5263 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis B-1 ® B-2 Notes: M Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Design Flow: 1.4600 cfs Gutter Depression: 0.4633 in Area of Flow: 1.0029 ftA 2 Eo (Gutter Flow to Total Flow): 0.3207 Gutter Depth at Curb: 2.8396 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.2234 ft Computed Width of Spread at Sag: 10.7881 ft Flow type: Weir Flow Efficiency: 1.0000 I Curb and Gutter Analysis: Curb and Gutter Analysis B-3 Notes: Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Design Flow: 0.3600 cfs Gutter Depression: 0.4633 in Eo (Gutter Flow to Total Flow): 0.5375 Gutter Depth at Curb: 1.8175 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.0878 ft Computed Width of Spread at Sag: 4.0114 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis B-4 Notes: Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Design Flow: 0.3400 cfs Gutter Depression: 0.4633 in Area of Flow: 0.3260 ftA 2 Eo (Gutter Flow to Total Flow): 0.5485 Gutter Depth at Curb: 1.7853 in M Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.0845 ft Computed Width of Spread at Sag: 3.8472 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis B-3 - B-4 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 7.4498 ft Gutter Result Parameters Design Flow: 0.7100 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5776 ftA 2 Eo (Gutter Flow to Total Flow): 0.4201 Gutter Depth at Curb: 2.2513 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1381 ft Computed Width of Spread at Sag: 6.5263 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis C-1 Notes: wl"w -141 Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 G utter Width: 1. 1 700-,t Width of Spread: 3,4921 ft Design Flow: 0.5300 cfs Gutter Depression: 0.4633 in Area of Flow: 0.1445 ftA 2 Eo (Gutter Flow to Total Flow): 0.7650 Gutter Depth at Curb: 1.3014 in Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1137 ft Computed Width of Spread at Sag: 5.3031 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis C-2 Notes: nnp, —e,#, Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 &AAWA UII&O"Aftowi-ifitAri, N��#• • i•r• �01 Design Flow: 0.5800 cfs Gutter Depression: 0.4633 in Area of Flow: 0.4941 ftA 2 Eo (Gutter Flow to Total Flow): 0.4525 Gutter Depth at Curb: 2.1114 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1207 ft Computed Width of Spread at Sag: 5.6552 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis C-3 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 4.7437 ft Gutter Result Parameters Design Flow: 0.2400 cfs Gutter Depression: 0.4633 in Area of Flow: 0.2476 ftA 2 Eo (Gutter Flow to Total Flow): 0.6187 Gutter Depth at Curb: 1.6018 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.0670 ft Computed Width of Spread at Sag: 2.9712 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis D-1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0100 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft planning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 5.2031 ft Gutter Result Parameters Design Flow: 0.4700 cfs Gutter Depression: 0.4633 in Area of Flow: 0.2933 ftA 2 Eo (Gutter Flow to Total Flow): 0.5749 Gutter Depth at Curb: 1.7121 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1049 ft Computed Width of Spread at Sag: 4.8657 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis D-2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0100 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Mannings n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 4.7465 ft Gutter Result Parameters Design Flow: 0.3800 cfs Gutter Depression: 0.4633 in Area of Flow: 0.2479 ftA 2 Eo (Gutter Flow to Total Flow): 0.6184 Gutter Depth at Curb: 1.6025 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.0911 ft Computed Width of Spread at Sag: 4.1725 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis D-3 Notes: Longitudinal Slope of Road: 0.0040 ft/5 Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft • n: 0.0170 r ii Design Flow: 0.7400 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5963 ftA 2 Eo (Gutter Flow to Total Flow): 0.4137 Gutter Depth at Curb: 2.2811 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1420 ft Computed Width of Spread at Sag: 6.7195 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis D-4 Notes: Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Design Flow: 0.5400 cfs Gutter Depression: 0.4633 in Area of Flow: 0.4675 ftA 2 Eo (Gutter Flow to Total Flow): 0.4645 Gutter Depth at Curb: 2.0642 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1151 ft Computed Width of Spread at Sag: 5.3744 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis E-1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 7.2785 ft Gutter Result Parameters Design Flow: 0.6700 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5523 ftA 2 Eo (Gutter Flow to Total Flow): 0.4292 Gutter Depth at Curb: 2.2102 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1329 ft Computed Width of Spread at Sag: 6.2644 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Guffer Analysis: Curb and Gufter Analysis E-2 Notes: Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Mianning's n: 0.0170 Gutter Width: 1. 1700 ft Width of Spread: 7.1003 ft Design Flow: 0.6300 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5267 ftA 2 Eo (Gutter Flow to Total Flow): 0.4390 Gutter Depth at Curb: 2.1674 in Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1275 ft Computed Width of Spread at Sag: 5.9972 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis F-1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0090 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 7.3792 ft Gutter Result Parameters Design Flow: 1.0400 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5671 ftA 2 Eo (Gutter Flow to Total Flow): 0.4238 Gutter Depth at Curb: 2.2343 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1782 ft Computed Width of Spread at Sag: 8.5277 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis F-2 Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Design Flow: 0]&OOufs Gutter Depression: 0.4853in Area of Flow: 0.2054 ftA 2 Eo (Gutter Flow to Total Flow): 0.0687 Gutter Depth at Curb: 1.4896 in Inlet Location: Inlet inSag Percent :0.O00096 Inlet Type: Grate Grate Type: P-1-7/8 Grate Width: 1. 1700 Grate Length: 2.2700 ft Local Depression: O.O08Oin Perimeter: 4.6100 ft Effective Perimeter: 4.O1U8ft Area: 2.38O3ft^2 Effective Area: 2.3S03MA2 Depth atcenter ofgrate: 0.0574 ft Computed Width ofSpread etSag: 24878ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 8.3651 ft Gutter Result Parameters Design Flow: 0.9500 cfs Gutter Depression: 0.4633 in Area of Flow: 0.7223 ftA 2 Eo (Gutter Flow to Total Flow): 0.3769 Gutter Depth at Curb: 2.4709 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1677 ft Computed Width of Spread at Sag: 8.0061 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis G-2 Notes: Longitudinal Slope of Road: 0.0040 ftffl Cross -Slope • Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Gutter Depression: 0.4633 in Area of Flow: 0.6392 ftA 2 Eo (Gutter Flow to Total Flow): 0.4000 Gutter Depth at Curb: 2.3479 in Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1508 ft Computed Width of Spread at Sag: 7.1605 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis G-3 Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Design Flow: O.5GODds Gutter Depression: D.4O33in Area of Flow: 0.4809 ftA 2 Eo Flow tnTotal Fkow):O/4584 Gutter Depth at Curb: 2.0881 in Inlet Location: Inlet inSag Percent Clogging: O.00OD96 Inlet Type: Grate Grate Type: P- 1-7/8 Grate Width: 1. 1700 Grate Length: 2.270U# LocalDepression: O.OQ0Oin Perimeter: 4.O1OOft Effective Perimeter: 4.81UOft Area: 239O3h^2 Effective Area: 2.39O3ft^2 Depth etcenter ofgrate: 0.117Sft Computed Width ofSpread atSag: 5.5150ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis H-1 Notes: WNW WW"ORMWINTIMMM Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Design Flow: 0.5900 cfs Gutter Depression: 0.4633 in Area of Flow: 0.5007 ftA 2 Eo (Gutter Flow to Total Flow): 0.4497 Gutter Depth at Curb: 2.1228 in Inlet Input Parameters Inlet Location: Inlet on Grade IMMI Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Intercepted Flow: 0.3937 cfs Bypass Flow: 0.1963 cfs Approach Velocity: 1.1783 ft/s Splash -over Velocity: 8.6745 ft/s Efficiency: 0.6673 Curb and Gutter Analysis: Curb and Gutter Analysis H-2 Notes: F*41•, ff#1F#jr,1#WTM Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Mannings n: 0.0170 Gutter Width: 1.1700 ft Design Flow: 0.5600 cfs Gutter Depression: 0.4633 in Area of Flow: 0.4809 ft12 Eo (Gutter Flow to Total Flow): 0.4584 Gutter Depth at Curb: 2.0881 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Intercepted Flow: 0.3782 cfs Bypass Flow: 0.1818 cfs Approach Velocity: 1.1645 ft/s Splash -over Velocity: 8.6745 ft/s Efficiency: 0.6753 Curb and Gutter Analysis: Curb and Gutter Analysis I Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0041 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 8.1480 ft Gutter Result Parameters Design Flow: 0.9000 cfs Gutter Depression: 0.4633 in Area of Flow: 0.6865 ftA 2 Eo (Gutter Flow to Total Flow): 0.3864 Gutter Depth at Curb: 2.4188 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1618 ft Computed Width of Spread at Sag: 7.7092 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis J-1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 6.9618 ft Gutter Result Parameters Design Flow: 0.6000 cfs, Gutter Depression: 0.4633 in Area of Flow: 0.5073 ftA 2 Eo (Gutter Flow to Total Flow): 0.4470 Gutter Depth at Curb: 2.1341 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1235 ft Computed Width of Spread at Sag: 5.7931 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 10.1344 ft Gutter Result Parameters Design Flow: 1.5500 cfs Gutter Depression: 0.4633 in Area of Flow: 1.0497 ftA 2 Eo (Gutter Flow to Total Flow): 0.3135 Gutter Depth at Curb: 2.8956 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.2325 ft Computed Width of Spread at Sag: 11.2425 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis K Notes: Longitudinal Slope of Road: 0.0040 ft/fi Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Gutter Depression: 0.4633 in Area of Flow: 0.6513 ftA 2 Eo (Gutter Flow to Total Flow): 0.3964 Gutter Depth at Curb: 2.3663 in Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1533 ft Computed Width of Spread at Sag: 7.2841 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis L Notes: Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft # Design Flow: 1.1100 cfs Gutter Depression: 0.4633 in Area of Flow: 0.6967 ft12 Eo (Gutter Flow to Total Flow): 0.3836 Gutter Depth at Curb: 2.4339 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in I � �.. 7 1 �,_ � Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1861 ft Computed Width of Spread at Sag: 8.9231 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis M Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0045 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 10.8068 ft Gutter Result Parameters Design Flow: 1.9400 cfs Gutter Depression: 0.4633 in Area of Flow: 1.1905 ft'2 Eo (Gutter Flow to Total Flow): 0.2945 Gutter Depth at Curb: 3.0570 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.2700 ft Computed Width of Spread at Sag: 13.1184 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis N Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1.1700 ft Width of Spread: 5.7952 ft Gutter Result Parameters Design Flow: 0.4700 cfs Gutter Depression: 0.4633 in Area of Flow: 0.3584 ft12 Eo (Gutter Flow to Total Flow): 0.5255 Gutter Depth at Curb: 1.8542 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6100 ft Effective Perimeter: 4.6100 ft Area: 2.3903 ftA 2 Effective Area: 2.3903 ftA 2 Depth at center of grate: 0.1049 ft Computed Width of Spread at Sag: 4.8657 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis 0 Notes: E Cross -Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross -Slope of Gutter: 0.0530 ft/ft Manning's n: 0.0170 Gutter Width: 1. 1700 ft mmmu�, �i� Design Flow: 0.4700 cfs Gutter Depression: 0.4633 in Area of Flow: 0.4158 ftA 2 Eo (Gutter Flow to Total Flow): 0.4908 Gutter Depth at Curb: 1.9683 in Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Intercepted Flow: 0.3296 cfs Bypass Flow: 0.1404 cfs Approach Velocity: 1.1304 ft/s Splash -over Velocity: 8.6745 ft/s Efficiency: 0.7013 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak OV" tab Calculate Post-Develooment Flows (for ore-develooment flows. increase number of storaee facilities to create new tahl User input in yellow cells. I Project Name Bainbridge Subdivision No. 11- Basins A-1- A-5 (SB#I) number of 4 a uestgn Morm ivi 4 Weighted Runoff Coefficient C 0.58 Unk to: 5 Area A (Acres) 1,97 acres 6 Approved discharge rate (if applicable) 0.00 cis ovs 7 Is Seepage Bed in Common Lot? Yes V 3,967 ft' 8 Set Total Design Width of Ali Drain Rock W 16.0 ft 9 Set Total Design Depth of All Drain Rock D 5.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe (Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Paris 3601), READ if Q100>3,3 cis 12 in 14 Calculate Total Storage per Foot Spf 34,0 ftVft 15 Calculate Design Length L 117 ft Override Value RequiredforCharnbers 16 Variable Infiltration Window L SWL 117 ft 17 Variable Infiltration Window W SWW 16.0 It 18 Time to Drain 22.9 hours 90% volume in 48 hours minimum 19 Length of WQ & Overflow Perf Pipes 117 ft 20 Perf Pipe Checks. Ciperf >= Opeak; where Qperf=CdxAx1(2xgxH) Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, I Type of Chambers -SC740 2 Volume to Store V 0 ft, 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 150 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft, 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A_D 10/21/2019, 1:12 PM Version 10.0, May 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak (LV" tab 1 Project Name Bainbridge Subdivision No. 11- Basins B-1- B-4 (SB#2) 2 Enter number of Seepage Beds (25 max) 4 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.55 Unk to: 5 Area A (Acres) 1.73 acres —all, 6 Approved discharge rate (if applicable) 0-00 cis 7 is Seepage Bed in Common Lot? Yes V 3,265 ft, Do Sediment 8 Set Total Design Width of All Drain Rock W 16.0 it 9 SetTotal Design Depth of Ali Drain Rock D 4,0 it Rock Only, Do Not Include Filter Send Depth or Cover 10 Vold Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Desiiyi Infiltration Rate (8 in/fir max) Perc 1.00 m/hr 12 Size of WQ Perf Pipe (Perf !801) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>33 cfs 12 in 14 Calculate Total Storage per Foot Spf 27,6 ftl/ft 15 Calculate Design Length L 118 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL Ila ft 17 Variable Infiltration Window W SWW 16.0 18 Time to Drain —ft 18.6 hours 90�, volume in 4S -hours minimum 19 Length of WQ & Overflow Perf Pipes 118 ft 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 fts 3 Installed Chamber Width CW 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft'` 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D 10/21/2019, 1:12 PM Version 10.0, May 2018 .EZ -9. , �=Emmmmw�� NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak 0,V" tab 1 Project Name Bainbridge Subdivision No. 11- Basins C-1- C-3 (SB#3) 1-StormTech, 2 Enter number of Seepage Beds (25 max) I Type of Chambers 4 3 Design Storm 2 Volume to Store 100 0 4 Weighted RurroffCoefficient C 3 Installed Chamber Width 0,67 Unk to; 5 Area A (Acres, installed Chamber Depth 0.78 acres 2.50 6 Approved discharge rate (if applicable) Installed Chamber Height 0.00 cis 7.12 7 Is Seepage Bad in Common Lot? Yes V 1,804 W Sdinwit 8 Set Total Design Width of Ali Drain Rock VY 16.0 ft ft/Unit 9 Set Total Design Depth of All Drain Rock D 4.3 ft ft/Unit Rock Only, Do Not Include Filter Sand Depth or Cover 0 ea 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1,5%2" drain rock and 3/4" Chips Vperc 0 ft/hr 11 Design Infiltration Rate (8 in/fir max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe (Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 29.5 ft'/ft 15 Calculate Design Length L 61 Override Value Requiredfor Chambers —ft 16 Variable Infiltration Window L SWIL 61 ft 17 Variable Infiltration Window W SwW 16.0 ft 18 Time to Drain 197 hours 90% volume in 48 -hours minimum R - 19 Length of WQ & Overflow Perf Pipes 61 ft 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxFi) Note: This assumes chambers are organized in a rectangular layout. P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D 10/21/2019, 1:12 PM Version 10.0, May 2018 1-StormTech, I Type of Chambers SC740 2 Volume to Store V 0 W 3 Installed Chamber Width Cw 4.25 installed Chamber Depth Cd 2.50 --ft ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc fe 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11—A—D 10/21/2019, 1:12 PM Version 10.0, May 2018 1 Project Name Bainbridge Subdivision No. 11- Basins D-1- D-4 (SB#4) 2 Enter number of Seepage Beds (25 max) 4 3 Design Storm 100 4 Weighted Runoff Coefficient C 0,69Unk to: ave 5 Area A (Acres) 1,20 acres 6 Approved discharge rate (if applicable) 0.00 cfs 7 Is Seepage Bed in Collimon Lot? No V 3,560 25% Sediment 8 Sell Total Design Width of All Drain Rock W 16.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Vold Ratio of Drain Rock Voids 0,4 0,9 for 1,5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 1,00 in/h, 12 Size of WO, Perf Pipe (Perf 1800 Dia pipe IS in 13 Size of Overflow Perf Pipe (Perfs 360'), REQD if Q100>3.3 cfs 12 in 14 Calculate'rotal Storage per Foot Spf 30,8 Wilt 15 Calculate Design Length L 116 ft Override Volue Required forChombers 16 Variable Infiltration Window L SWL 116 ft 17 Variable Infiltration Window W SWW 16,0 ft IS Time to Drain 20.8 hours 90% volume in 48 -hours minimum NERAMEN 19 Length of WQ & Overflow Perf Pipes 116 ft 20 Pelf Pipe Checks. Ciperf >= Cipeak; where Qperf=CdxAxV(2xgxH) Note: This assumes chambers are organized in a rectangular layout. I-StormTech, I Type of Chambers SC740 2 Volume to Store V 0 W 3 Installed Chamber Width CW 4.25 it Installed Chamber Depth Cd 2.50 it Installed Chamber Height Ch 7.12 it 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc W 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB-11_A_D 10/21/2019, 1:12 PM Version 10.0, May 2018 rfn�MMMTMI NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak Q,V" tab I Project Name Bainbridge Subdivision No. 11- Basins G-1- G-3 (SB#S) 2 Enter number of Seepage Beds (25 max) 3 Design Storm 100 ,ight,ed Runoff Coefficient C 0.58 Link to; 5 Area A (Acres) 1.68 acres 6 Approved discharge rate (if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? No V 4,187 25 Sedinrem 8 Set Total Design Width of All Drain Rock W 21.5 ft 9 Set Total Design Depth of All Drain Rock D 3.3 ft Rock Only, Do Not Include Filter Sand Depth or Cover Il 10 Void Ratio of Drain Rock Voids 0.4 0.4for drain rock and 3/4" Chips 11 Design Infiltration Rate (S in/hr max) Pare 1,00 in/hr 12 Size ofWQ Perf Pipe (Perf 180') Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if 0.100>33 cis 12 in 14 Calculate Total Storage per Foot Spf 30,8 fe/ft 15 Calculate Design Length L 136 ft Override Value Requiredfor Chambers 16 Variable Infiltration Window L SWL 136 It 17 Variable Infiltration Window W SWW 21.5 ft 18 Time to Drain 15.5 hours 90% `volume in 48 hours mininiurn 19 Length of WQ & Overflow Perf Pipes 136 ft 20 Perf Pipe Checks. Cperf >= Qpeak; where Qperf=CdxAx1(2xgxH) Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, I Type of Chambers SC740 2 Volume to Store V 0 ftz 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2,50 ft installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.40 W/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc W 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB-11—E—O 10/21/2019, 1:13 PM Version 10.0, May 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak 0,V" tab 1 Project Name Bainbridge Subdivision No. 11- Basins J-1- J-2 (SB#6) 2 Enter number of Seepage Beds (25 max) 11 3 Design Storm 100 4 Weighted RunoffCoefficient C 0.51 Link to: S Area A (Acres) 1.64 acrcs 6 Approved discharge rate (if applicable) 0.00 Cfs 7 Is Seepage Bed in Common Lot? Yes V 2,876 ft3 0,% Sed,,'rnen t 8 Set Total Design Width of Ali Drain Rock W 20.0 ft 9 Set Total Design Depth of All Drain Rock D 4.1 It Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips I Design Infiltration Rate (8 in/hr max) Pere 1.00 m/hr 12 Size of WQ Perf Pipe (Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Tripe (Perfs 360"), REQD if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.1 W/ft 15 Calculate Design Length L 82 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 82 ft 17 Variable Infiltration Window W S`s-VW 20.0 It IS Time to Drain 19.0 hours 90%, volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 82 ft 20 Perf Pipe Checks. Qperf >= 0 -peak; where Operf=CdxAx1(2xgxH) Cb, Note: This assumes chambers are organized in a rectangular layout. I-StormTech, I Type of Chambers SC740 2 Volume to Store V 0 ft, 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 W/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E—O 10/21/2019,1:13 PM Version 10.0, May 2018 I Project Name 2 Enter number of Total Design' a Subdivision No. 11- Basins E-1- E-2 (SB#7) Beds (25 max) 11 1y Lengln Or VVQ & UVeTTIOW 20 Perf Pipe Checks. Qperf >= where Qoerf=CdxAxV(2xpx L 133 L SWL 133 —ft W SWW 9.0 ft rf Pipes 133 �)eak; 'am ft W117 Note: This assumes chambers are organized in a rectangular layout. luv 'icient C0.50 tink to; 1-StormTech, 1.01 acres to (if applicable) SC740 0.00 cfs moil Lot? No V 2.180 25%'Sediment ofAll Drain Rock W 9.0 ft ofAll Drain Rock D 4.3 ft ide Filter Sand Depth or Cover 2.50 ft :k Voids OA ck and 3/4" Chips 4 Chamber Void Factor � (8 in/fir max) Perc 1.00 in/hr erf 180') Dia pipe IS in ipe (Perfs 3600), READ if Q100>3,3 clis in 1y Lengln Or VVQ & UVeTTIOW 20 Perf Pipe Checks. Qperf >= where Qoerf=CdxAxV(2xpx L 133 L SWL 133 —ft W SWW 9.0 ft rf Pipes 133 �)eak; 'am ft W117 Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, I Typeol'Chambers SC740 2 Volume to Store V 0 W 3 Installed Chamber Width Cw 4.25 It Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 W/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc W 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E-0 10/21/2019,1:13 PM Version 10.0, May 2018 :I I I I I I P 11 � I I I P I I! I I! I Ill! 11! Ill I I i I i I 1 1111% 1111111 Me= NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak Cl tab Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. I Project Name 2 Enter number of 3 Design Stern) 4 Weighted Punofl 5 Area A (Acres) 6 Approved discha 7 Is Seepage Bed 4 8 Set Total Design 9 Set Total Design Rock Only, Do Nc 10 Void Ratio of Dra 0.4 for 1_5`-2` dr 11 sDesign Infiltratio 90% volsl 19 Length of WQ 20 Perf Pipe Chec where Cl Bainbridge Subdivision No. 11- Basins F-1- F-2 (SB#8J Beds (25 max) 11 Note: This assumes chambers are organized in a rectangular layout. 100 ;tc 0,54 cva Link to: 1-StormTech, 039 acres 1 Type of Chambers applicable) 0.00 cfs Lot? No V 2,065 ft25% Sedimem fi? 11 Drain Rock W 9.0 ft 4.25 11 Drain Rock D 4.3 ft Cd :filter Sand Depth or Cover ft Installed Chamber Height Voids 0.4 ft id 3/4" Chips i/hr max) Perc 1,00 m/hr 800) Dia pipe IS in 6 Chamber Storage Volume, With Rock, Per Manuf serfs 360'), READ if Q100>3.3 cfs in ft/Unit Foot Spf 16.4 ft,/ft ea L 126 ft2 Chambers 9 Volume Infiltration —ft v L SWL 126 It W SWW 9.0 ft 90% volume in 48 -hours minimum 19:7 hours minimum WININA-0—M 7 erf Pines 126 ft Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 fi? 3 Installed Chamber Width Cv/ 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB-11_E_O 10/21/2019,1:13 PM Version 10.0, May 2018 I Project Name Bainbridge Subdivision No. 11- Basins H-1- H-2 (SB#9) 2 Enter number of Seeoaee Beds (25 max} 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.55 --- --- Link to: S Area A (Acres) 0.95 acres 6 Approved discharge rate (if applicable) 0.00 cfs 7 Is Seepage Bed in Cornmon Lot? No V 2,267 25% Sedim, ot 8 Set Total Design Width of All Drain Rack W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe (Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Paris 360% REQD if Q100>33 cfs in 14 Calculate Total Storage per Foot Spf 17.1 ft'/ft 15 Calculate Design Length L 132 ft Override Value Requiredfor Chambers 16 Variable Infiltration Window L SWL 132 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 20;6 hours 90% volume in 48 -hours minimum M law 19 Length of WQ & Overflow Perf Pipes 132 ft 20 Perf Pi p e Checks. Qperf >= Qp ea k; 10118 ME, where Operf=CdxAxV(2xgxH) Note: This assumes chambers are organized in a rectangular layout. I-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 3 Installed Chamber Width CW 4.25 ft Installed Chamber Depth Cd 150 ft Installed Chamber Height Ch < 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90%volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL BB-11_E_O 10/21/2019,1:13 PM Version 10.0, May 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak 0,V" tab I Project Name Bainbridge Subdivision No. 11- Basin I (SB#10) 1-StormTech, 1 Type of Chambers 2 Enter number of Seepage Beds (25 max) SC740 11 2 VolumetoStore 3 Design Storm 0 100 ------------,- 4 Weighted Runoff Coefficient C 4.25 0.52 W11fT--------- Link tw 5 Area A (Acres) 2.50 0.67 acres Installed Chamber Height 6 Approved discharge fate (i? applicable) 7.12 703 cf-, CNfi 7 is Seepage Bed in Common Lot? Yes V 1,204 fty 0,% Sediment 8 Set Total Design Width of All Drain Rock W 11.5 ft 9 Set Total Design Depth of All Drain Rock D 3.3 ft Rock Only, Do Not Include Filter Sand Depth or Cover ea 8 Area of Infiltration Aperc 10 Void Ratio of Drain Rock Voids 0.4 Vperc 0A fol 1.5"-2" drain rock and 3/4" Chips 10 Time to Drain 11 Design Infiltrat Uon Rate (8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe (Perf 1801) Dia pipe IS in 13 Size of Overflow Perf Pipe (Perfs 360% REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 163 ft'/ft 15 Calculate Design Length L 74 ft Override Value Requiredfor Chambers 16 Variable Infiltration Window L SWL 74 ft 17 Variable Infiltration Window W 5WW 1115 ft 18 Time to Drain 15.3 hours 90% volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 74 ft 20 Perf Pipe Checks. Qperf >= Cpeak; 2 - so - 7 7 ,17 where Operf=CdxAxV(2)<gxFi) Note: This assumes chambers are organized in a rectangular layout P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E_O 10/21/2019, 1:13 PM Version 10.0, May 2018 1-StormTech, 1 Type of Chambers SC740 2 VolumetoStore V 0 W 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 W/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc fe 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL_BB_11_E_O 10/21/2019, 1:13 PM Version 10.0, May 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak QV" tab I Project Name Bainbridge Subdivision No. 11- Basin K (SB#11) 2 Enter number of Seepage Beds (25 max) 11 3 Design Storm 100 --- — --------- 4 Weighted Runoff Coefficient C 0.50 Unkto: 5 Area A (Acres) 0.65 acres 6 Approved discharge rate (if applicable) OZO cls 7 Is Seepage Bed in Common Lot? No V 1,396 Sediment 8 Set Total Design Width of All Drain Rock W 12.0 it 9 Set Total Design Depth of All Drain Rock D 3.0 it Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0A 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (S in/hr max) Perc 1.00 in/hr 12 Size ofWQ Perf Pipe (Perf 180P) Dia pipe Is in 13 Size of Overflow Perf Pipe (Perfs 3600), REQ} if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spif 15.6 Oft 15 Calculate Design Length L 90 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 90 it 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 14.0 hours 90% volume in 48 -hours rnininium 19 Lengm of WQ & Overflow Perf Pipes 90 ft 20 Perf Pipe Checks, Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) Note: This assumes chambers are organized in a rectangular layout. I-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 3 Installed Chamber Width Cw 4.25 it Installed Chamber Depth Cd 2.50 it Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc Ift, 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Docunients\Reports\Storm Drainage\19-136 FINAL–BB_11_E_O 10/21/2019,1:13 PM Version 10.0, May 2018 I Project Name Bainbridge Subdivision No. 11- Basin L (SB#12) P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E_0 10/21/2019, 1:13 PM Version 10.0, May 2018 NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak Oit" tab 1 Project Name Bainbridge Subdivision No. 11- Basin M (SB#13) 2 Enter number of Seepage Beds (25 max) 11 3 Design Storm 100 ----------- 4 Weighted Runoff Coefficient C 0,50 5 Area A (Acres) 1-50 acres 6 Approved discharge rate (if applicable) 0100 cfs 7 is Seepage Bed in Common Lot? Yes V 2,594 ft M", Sediment 8 Set Total Design Width of Ali Drain Rock W 22.0 ft 9 Set Total Design Depth of All Drain Rock D 3,5 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe (Perf ISCr') Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3601), RECD if Q100>33 cfs in 14 Calculate Total Storage per Foot Spf 32,8 is Calculate Design Length L 79 ft override VolueRequired forCharnbers 16 Variable infiltration Window L SWL 79 ft 17 Variable Infiltration Window W SwW 22.0 ft 18 Time to Drain 16.1 hours 99% volume in 43 -hours minimum 19 Length of WQ & Overflow Perf Pipes 79 ft 20 Perf Pipe Checks. Qperf >= QpeFk; where Qperf=CdxAxV(2xgxH) Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 3 Installed Chamber Width CW 4.2S ft Installed Chamber Depth Cd 2.50 ft installed Chamber Height Ch 7.12 it 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 W/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E-0 10/21/2019,1:13 PM Version 10.0, May 2018 I Project Name Bainbridge Subdivision No. 11- Basin N (SB#14) 2 Enter number of Seepage Beds (25 max) 11 3 Design Storm 1,00 4 Weighted Runoff Coefficient C 0.61 to: 5 Area A (Acres) 0.30 acres 7Unk 6 Approved discharge rate (if applicable) 0,00 cis 7 is Seepage Bed in Common Lot? No V 787 25% sediment 8 Set Total Design �,Vidth of All Drain Rock W 8.0 ft 9 Set Total Design Depth of Ali Drain Rock D 4.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids CA 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate IS in/hr max) Perc 1.00 m/hr 12 Size of WQ Perf Pipe (Perf 180P) Dia pipe IS in 13 Size of Overflow Per" Pipe (Perfs 3601), REQD if Q100>33 cis in 14 Calculate Total Storage per Foot Spf 13,6 hi/ft 15 Calculate Design Length L 58 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 59 ft 17 Variable Infiltration Window W SWIN 8.0 ft 18 Time to Drain 18A flours 90% volume in 43-hours minimum Blow. 1071 19 Length of WQ & Overflow Perf Pipes 58 ft 20 Perf Pipe Checks. Qperf >= Clpeak; where Qperf=CdxAx,.1(2xgxH) Note: This assumes chambers are organized in a rectangular layout. I-StormTech, I Type of Chambers SC740 2 Volume to Store V 0 W 3 Installed Chamber Width CW 4.25 ft Installed Chamber Depth Cd 150 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft}/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Apere ft'` 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 90% volume in 48-hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB_11_E—O 10/21/2019, 1:13 PM Version 10.0, May 2018 NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak 0,V" tab 1 Project Name Bainbridge Subdivision No. 11- Basin 0 (SB#15) 2 Enter number of Seepage Beds (25 max) 3 Design Storm 100 ------- 4 Weighted Runoff Coefficient C 0.61 Link to: ars 5 Area A (Acres 0.30 acres 6 Approved discharge rate (if applicable) 0100 cfs L21 7 Is Seepage Bed in Common Lot? No V 787 W 25%5adiment 8 Set otal Design Width of All Drain Rock W 8,0 ft 9 Set Total Design Depth of All Drain Rock 0 4,5 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Vold Ratio of Drain Rock Voids 0.4 0A for 1,5"-2' drain rock and 3/4" Chips 11 Design Infiltration Rate (8 inlhr max) Perc LOO in/hr 12 Size of WQ Perf Pipe (Perf 180") Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360'), REQD if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 15.2 15 Calculate Design Length L 52 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 52 ft 17 Variable Infiltration Window W SwW 8,0 18 Time to Drain —ft 20.6 hours 90% volume in 48 -hours minimum MURM. 19 Length of & Overflow Perf Pipes 52 ft 20 Perf Pipe Checks. Operf >= Cipeak; where Qperf=CdxAxv(2xgxH) Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cv/ 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7,12 ft 4 Chamber Vold Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 W/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft, 9 Volume Infiltration Vperc 0 ft/hr 10 Time to Drain hours 901/. volume in 48 -hours minimum P:\19-136\Documents\Reports\Storm Drainage\19-136 FINAL—BB-11_E_O 10/21/2019, 1:13 PM Version 10.0, May 2018 "i � `� �z � x 4, ,,. l n s � � �=3 �' US, Bainbridge 2019 Monitoring July 14.20 1 9 Mr Jon Wardle Brighton Corporation 2929 W. Navigator Drive Suite 400 Meridian, ID 83642 yr- Tyr p"7`4 RE: Mid-season groundwater report — Bainbridge Subdivision HARM, R.Noi,., llhmw2(3 850,4926 Fax: 2W939-8602 I have completed groundwater monitoring for the first half of the irrigation season on the Bainbridge Subdivision. Attached is the data sheet for the first 8 biweekly readings. Also attached is a map of the site showing GPS locations of the three piezometers. I am also Including the 2017 and 2018 for reference purposes. The piezometer at 11-07 has remained dry to 145 inches throughout tile period. The other locations show a more linear rise in groundwater levels. Highest levels were recorded on the most recent July I I"' readings. The 2017 and 2018 data indicate peaks will likely 0CCLIr in August or September. Peak levels will probably not be much higher than current measured values. I will continue to collect biweekly readings thrOUgh the end of the irrigation season at the middle of October. At that time I will prepare a detailed report using historical date to expand on my 2019 findings. Should voti have need for interim data., please feel free to contact me by e-mail. HARL -Y R. NOE Professional Soil Scientist 5740 iV APPL AWROOK IVH' Bolsi,'. 11):11/0 83113 Bainbridge Firsat Half 2019 Groundwater Monitoring All readings are depth below ground level in inches i. ole ottom Number 3/10 Depth 4118 512 5/16 5130 7/11 9-05 126+ 126+ 126+ 126+ 120 T61126/27 118 118 118 118 jig 11-07 145+ 145+ 145+ 145+ 145+ 145+ 145+ 145+ 3-08- 2015 136 136 132 133 127 126 125 120 A "+" value following the depth indicates pipe is dry to the bottom and GW is below monitor depth Bainbridge 2018 Groundwater Monitoring Data All readings are depth below ground /eve/ in inches Hole Bottom Num Depth 3/19 5/1] 5/17 /31 F 6/10 6/28 7/12 /26 8/9 8123 9/7 9/20 1014 10/18 8-05 123 123 123 123 123 123 dest dest dest dest dest dest dest dest 9-05 126 126 126 126 126 126 120 117 115 113 107 106 106 108 ® 111 115 109 Ill 115 106 103 99 95 90 8785 84 dest 11-07 145 145 145 145 145 145 145 145 145 145 1455 145 5 145 145 3-08- 201-5 139 139 139 130 130 1 22 118 1217119 114 113 113 TIII 113 Bainbridge 2017 Monitoring All readings are depth below ground level in inches 519 - 8-05 jump must be due to water in nearby lateral and feed ditch 6120 - Beets @ 3-05 just starting to irrigate now 8115- Concrete ditch overtoping to west side near 11-05 monitor pipe. 8128- Water still overtopping concrete ditch at 11-05 9111- Beets north of 11-07 being irrigated now. 9125- new pipe TP4 at 132 minus 40 for net of 92 1019- Water is out of ditch. The leakage from the ditch at 11-05 is now gone and dropping fast,