Loading...
HomeMy WebLinkAboutCC - Storm Drainage Calcs Prepared For: Quartet Northeast Subdivision No. 1 Brighton Development, Inc. & ACHD Meridian, Idaho Storm Drainage Report SS\0 N A L fNc \CENSF 6860 on 9/10/20 o Q g F \�P y��N C. K\N� Digitally signed by Lachlin C Kinsella,P.E. Date:2020.09.10 13:46:01 -06'00' Prepared By: Lachlin Kinsella, P.E. Project Engineer KM Engineering, LLP 9233 West State Street Boise, I D 83714 208.639.6939 Ikinsella@kmengllp.com Ian September 2020 Project No: 20-088 E N G I N E E R I N G TABLE OF CONTENTS Introduction ................................................................................................................................. 1 ProjectDescription ...................................................................................................................... 1 SiteDescription............................................................................................................................... 1 Scopeand Methods ...................................................................................................................... 1 Existing Drainage Conditions .......................................................................................................... 1 Proposed Drainage Conditions and Analysis .................................................................................. 1 Inletand Gutter Capacities............................................................................................................. 2 InfiltrationBasins............................................................................................................................ 2 BorrowDitches................................................................................................................................ 3 Summary......................................................................................................................................... 3 APPENDICES Appendix A - Figures Figure 1 -Vicinity Map Figure 2 - Post-Development Drainage Map Figure 3 -Storm Water Improvement Plans Appendix B - Tables Table 1 - Peak Flow Rates and Runoff Volumes Appendix C - Calculations Post-Development 25-year Calculations Post-Development 100-year Calculations Inlet and Gutter Capacities Infiltration Basin Calculations Borrow Ditch Calculations Appendix D - Geotechnical Engineering Report Geotechnical Engineering Report- Quenzer Development (Innovative Geotechnical, 12/01/2019) 2020 Mid-Season Groundwater Report- Quenzer Property (NRS, 7/7/2020) INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Quartet Northeast Subdivision No. 1 (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. PROJECT DESCRIPTION The Project consists of the first phase of a residential subdivision that includes 86 lots: 72 single-family residential lots and 14 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. SITE DESCRIPTION The Project site is located along the east side of N. Black Cat Rd. and south of W. McMillan Rd. in Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed Project area is 26.40 acres. SCOPE AND METHODS The stormwater system for the Project has been designed per the 2017 ACHD Stormwater Policy. The Rational Method is the standard method for small catchments and was used to calculate post-development peak runoff rates and runoff volumes. The Rational Method provided in the ACHD 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 inlets and gutters, infiltration basins, and borrow ditches 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 east to west with irrigation wastewater being collected through open channels and routed to Five Mile Creek. There are no existing storm drainage facilities in place to reduce the peak runoff volumes prior to discharging into the Five Mile Creek. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of roadway inlets and gutters, infiltration basins, and borrow ditches. The post-development site was broken into 25 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 1 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). The proposed drainage basins include the front half of the lots and all 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 infiltration basins. 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 twenty-two (22) inlets, one for each drainage basin where storm water is routed to an infiltration basin. Based on our calculations, all inlets will require either a single sump grate inlet or dual on-grade inlets 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). INFILTRATION BASINS The infiltration basins (Ponds #1 - #6) and forebays (Forebay #1 - #4) should be built per the details shown on the civil construction plans. The ponds have been adequately sized to ensure that no ponding occurs on the surface and to retain the 100-year, 1-hour storm event volume. The infiltration basin ponds #4 and #5 includes two pre-treatment facilities each, the forebays have been sized at 10% of the total 100-year runoff volume. The Forebay #1 required volume is 410cf and is based on the 100-year runoff volume and 15% sedimentation factor for drainage basins C-1 through C-4. The Forebay #2 required volume is 438cf and is based on the 100-year runoff volume and 15%sedimentation factor for drainage basins C-5 and C-6. Once the forebays are full,the stormwater runoff should be routed through the bypass system to the primary basin (Pond#4),which has a required volume of 8,477cf. The Forebay#3 required volume is 645cf and is based on the 100-year runoff volume and 15% sedimentation factor for drainage basins E-1 and E-2. The Forebay#4 required volume is 894cf and is based on the 100-year runoff volume and 15% sedimentation factor for drainage basins E-3 through E-6. Once the forebays are full,the stormwater runoff should be routed through the bypass system to the primary basin (Pond #5), which has a required volume of 11,060cf. Infiltration basin ponds #1, #2, #3, and #6 don't include a forebay since the bottom of the pond is less than 1,500sf and has been sized to meet the required volumes shown in Appendix B, Table 1. Due to high groundwater a design infiltration rate of 1 inch/hour was used. The invert elevation of the forebays (Forebays#1-#4) and infiltration basins#1,#2,#3, and #6 were 2 set at a minimum of 3-feet above the estimated high groundwater level. The estimated high groundwater level is based on the "2020 Mid-season Groundwater Report- Quenzer Property" prepared by Natural Resource Solutions, dated July 7, 2020. Please refer to the infiltration basin calculations in Appendix C for additional information. BORROW DITCHES The three borrow ditches should be built per the detail shown on the civil construction plans and includes storm water runoff from a portion of the N. Black Cat Road widening. The design conforms to the 2017 AHCD Policy, which includes a three feet deep sand window. The swales are sized to store the 100-year volume and infiltrate 90% of the required volume within a 48-hour period. 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 infiltration basins forebays and borrow ditches. 3 APPENDIX A - FIGURES IN MILLAN RD. ® ®®m MERIDIAN, o I DAHO °C a U LOCATION MA g Co O ZI tU PROJECT VICINITY MAP NO SCALE 0 1 0 3 0 0 N O N W x N K 0 u N 3 0 2000 4000 6000 0 a Plan Scale: V = 2000' Z U E N G I N E E R I N G 0 9233 WEST STATE STREET 0 BOISE,IDAHO 83714 G PHONE(208)639-6939 QUARTET NORTHEAST SUBDIVISION NO. 1 m kmengllp.com x MERIDIAN, IDAHO w DATE: SEPT 2020 PROJECT: 20-088 SHEET: VICINITY MAP a 1 OF 1 DRAINAGE LEGEND DESIGN POINTS Q A BASIN DESIGNATION 1. INLET#1 2. INLET#2 2.5 AREA IN ACRES 3. INLET#3 4. INLET#4 DESIGN POINT 5. INLET#5 6. INLET#6 EXISTING GRADE CONTOUR 7. INLET#7 -2470� 8. INLET#8 � � 9. INLET#9 10.INLET#10 11.INLET#11 FINISHED GRADE CONTOUR 12.INLET#12 2470 13.INLET#13 14.INLET#14 15.INLET#1 5 16.INLET#1 6 _ 17.INLET#1 7 -7_ - \ 18.INLET#18 19.INLET#19 W _ 20.INLET#20 �2542 _ / I I I -2543 .INLET#22 33 22 \ \\ 23.POND#1 24.POND#2 25.POND#3 i I I I 26.POND#4 J 27.POND#5 28.POND#6 29.FOREBAY#1 / --- 30.FOREBAY#2 I i7"GRAND RAPIDS ST. _ 31.FOREBAY#3 o I _ __ 32.EOREBAY#4 O 33.BORROW DITCH#1 n _ _ __ 34.BORROW DITCH#2 35.BORROW DITCH#3 w - o.1a o C-5 1 I 2sss \\ 24 z II \ ry t 64 0 80 160 240 Plan Scale:1"=80- I G-2 a z u I/� -- 0.35 s39 1.09 4 I I� w \ m jI° A_2 I ° 2 s _ E-3 l 1 1 C 1 1.58 0.97 \ 23 � 1 G-3 I o \ IQza t 6 - 29_ - 26 _ .SO 9 N 35 0 e 16 i �jd d 25 42 FUTURE QUARTET O z 454C- ER DR. 2539 C-1 BELL TOW y542 15 2SR2 p� \ NORTHEAST No.2 I z Q 0.15 \ 'Y� \ SUBDIVISION ` J I 25 11 I] Q O E I III 2542 j > O Z 2 0.15 O G COQ Z:) p �I 0.0J v�40- 31 3i 18 \ V A N < II 13 Q We 1 27 1 III MIRAMENTE C. 0 7 w 0 G h W O O W z * m - 1.01 W \ � Q Lu t% T R10 Rll� I< 1, TYPE 0.43 19 \ H 28 F-I 254 20 \ v \ z 2543 0.15 \ \ E N 3 E E 3 WEST E STREET )G 9 O BOISE,IDAHO 83714 / � \ \ PHONE(208)639-6939 O f k-gll P.mm z DESIGN BY: LCK I F DRAWN BY: SRNI CHECKED BY: LCK Q DATE: SEPT 202051 z C PROIER: 20.088 SHEET NO. 1 OF 1Lu e a SHEET NOTES TABLE 1 - GROUNDWATER A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY oF�'SS\OCAL r*6,1'y�c. MONITORING WELLS Q� F� ❑ I 'ter TOE 'ter TOE 'ter TOE 'ur TOE TOP TOP TOP TOP TOP rpP WELL # EXISTING GROUND GROUND WATER B. SEE SHEETS C4.2 - C4.3 FOR STORM WATER DETAILS. TOP Top ELEVATION ELEVATION 16860 C. GROUNDWATER ELEVATIONS ARE LISTED IN TABLE 1 ON 9120120 6 PI 6 PI 6 PI 6 PI 6 PI 6 PI 6 PI 6'PI�-6 PI 6 rI 6 PI 6 PI 6 PI 6 PI s PI s PI- 1-19 2547.E 2540.1 SHEET C4.0. SEE SHEET C1.2 FOR WELL LOCATIONS. FOR `�'j �� Q IN ti MID-SEASON _ ADDITIONAL GROUNDWATER INFORMATION REFER TO THE OF SOP v N I 2-19 2545.1 2536.6 PROPERTY' PREPARED RBYNNRS,TDA EDER PJJULY 7,Q2020ER y</i,v C. Y, BLOCK 1 17 k� to 3-19 2542.0 2533.2 D. PROVIDE WATER-TIGHT SEALS AT PIPING IN ENTRANCES/EXITS FOR CATCH BASINS, DIVERSION BOXES, N 11 12 13 14 4-19 2537.8 2532.2 AND MANHOLES. E. ALL STORM 15 3 WHERE COVER OVER PIPIPEPE WISH ES HANIN ROW A2LFEET. OU BE OTSIDE OF (o 5-19 2536.2 2532.0 IN `� ROW OR WHERE COVER IS GREATER THAN 2 FEET THE STORM PIPE SHALL BE ADS N-12 HP PIPE OR I a 6-19 2536.8 2531.7 APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN N O8 � 16 3 18 LESS THAN 5-FEET OF SEPARATION BETWEEN 10 7-19 2539.7 2532.5 STRUCTURES. ,,, IN \ \ F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC 8-19 2546.5 2539.1 STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. I Lo STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC RATED LIDS UNLESS OTHERWISE SPECIFIED. a s w .W THORNAPPLE T. s z G. THE CONTRACTOR SHALL COMPLY WITH ALL THE N / s a"s a"s a"s a"s a"s s REQUIREMENTS FOR STORM WATER DISCHARGE I� I \ \ r5 19 ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDES 3 I s s IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP FL PLAN PREPARED FOR THIS SITE, REGULAR SITE m � s 1 INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE �`� � w � SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN z N � THE NPDES GENERAL PERMIT. 0 N I a H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGN N FL s 12 \ ENGINEER AND ACHD. w Lu I� \ s Q s 20 I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM IN I p DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN 3 z 3 a MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER 1 I 00 PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH I cccc wI I SECTION 8018 OF THE ACHD DEVELOPMENT POLICY 0 n MANUAL AND ISPWC SD-623. u '00I� I 4-19 INLET #1 z \ \ J. FOR UTILITY CROSSINGS AT SEEPAGE BED LOCATIONS, ACHD SD-601, TYPE I 3 s 11 3 rn RIM:2538.48 0D - 3 THE CONTRACTOR SHALL CONFORM TO THE STANDARDS ° SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF I ) SUMP:2534.75 5O s s 21 INV OUT:2535.75 12" (S) ACHD STORM DRAINU' O THE ACHD STORMWATER GUIDELINES. N IQ25=0.41 CFS 00 Q100=0.57CFS O w K. INSTALL STORM DRAIN MANHOLES PER ACHD o _ _ _ _ _ _ SUPPLEMENTAL DETAIL SD-61 1 WITH REINFORCED U INV 2536.00 / CONCRETE REDUCER SLAB IN PLACE OF ECCENTRIC CONE U 3 14"PI "PI 6"PI 6" 1 6"PI -6"P w cO u i N I SECTION. ALL MANHOLES SHALL BE HS-25 RATED. I • I E 3 S `� - I m - -TOE 2 TOE 37.7' 12" ADS N-12 HP 10 \4 00 L. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 _ _ I , 33.5' 12" C900 z INLET #2 C� 0.40% l I Lu ® 0.40% Q AND 8200 OF THE 2017 ACHD POLICY MANUAL. ACHD SD-601, TYPE I-a w e w-raw "w Too I SDMH #2 O a0 10 s 22 & WQ M. THE BUILDING FINISH FLOOR ELEVATIONS SHALL BE RIM:2538.48 a„s �W. GRAND RAPT S DR. �8» I 48"�b SDMH FLAT TOP �N LOCATED ABOVE THE MAXIMUM GROUNDWATER SURFACE SUMP:2534.62 a"� w RIM:2539.50 �, 5.3' 12" C900�a s ELEVATION PER THE INTERNATIONAL BUILDING CODE, INV IN:2535.62 12" (N) SUMP:2534.15 O5 z : INTERNATIONAL RESIDENTIAL CODE, AND CITY OF MERIDIAN - ® 0.40% INLET #4, INV IN:2536.15 12" (SW) s Z 00 REQUIREMENTS. INV OUT:2535.62 12" (S) I ACHD SD-601, TYPE I \• SDMH #3 a w Q25=0.36CFS RIM:2538.94 r� INV OUT:2536.15 12" N Q100=0.51CFS 23.0' 12" ADS N-12 HP� � ( ) 48"�b SDMH FLAT TOP 9 O iv I TOP-® 0.41% SUMP:2535.17 " e' ` �� RIM:2539.77 O SA I INV IN:2536.17 12" (SW), 5.2' 12" C900 SUMP:2535.03 00 ' I I W 6"PI 6"PI. a• z INLET #10 SDMH #1 $ INV OUT:2536.17 12" (NE) s ® 0.40% INV IN:2537.03 12" SW 25.6' 12" ADS N-12 HP 3 �, � 1 8 ( ) ,ACHD SD-604A, TYPE IV 23 KEYNOTES ® � _ 48"0 SDMH FLAT TOP MR/ Orlzr, rIn Q25=1.18CFS y INV OUT:2537.03 12" E ® 0•25% SDMH 6 °0 O ( ) # w RIM:2540.39 f N RIM:2539.04 I oQ INV 2535.50 Q100=1.65CFS 33.5' 12" C900 Q25=1.16CFS 48"0 SDMH FLAT TOP SUMP:2536.13 SUMP:2533.59 �� � SDMH #5 1. INSTALL INFILTRATION BASIN PRIMARY POND #1 PER (� I ® 0.40% Q100=1.62CFS RIM:2540.75 n INV IN:2537.13 12" (E) SHEET C4.2. 0 5 INLET #3 8, R M: SDMH FLAT TOP 00 INV OUT:2537.13 12" (W) INV IN:2535.59 12" (N) � iy SUMP:2535.11 z INV OUT:2535.59 12" (S) I `Q ACHD SD-601, TYPE I sp \ 3_1 g RIM:2540.18 z RIM:2538.94 8's lb $ SUMP:2534.97 \ INV IN:2537.11 12" (E) Q25=0.78CFS 2. INSTALL INFILTRATION BASIN PRIMARY POND #2 PER Q - SUMP:2535.31 \8, O INV IN:2536.97 12" (S) INV OUT:2537.11 12 (W) Q100=1.09CFS SHEET C4.2. z J II III INV OUT:2536.31 12" (NE) s, \ ����' 53.2' 12" ADS N-12 HP INV OUT:2536.97 12" (N) ACHD STORM DRAIN INLET #9 ACHD STORM DRAIN .Q` Q25=0.18CFS 8�5.3' 12" C900/ 0.25% EASEMENT `� ACHD SD-604A, TYPE IV 3. INSTALL INFILTRATION BASIN PRIMARY POND 3 PER 0 N EASEMENT ro Q100=0.25CFS p 0.25%, - - - - - - - # s RIM:2540.39 SHEET C4.2. \ TOP TOP TOP TOP 7 TO 3 SUMP:2536.26 Z \ \ - INLET #11/ sA7 \ 8� a 00 INV OUT:2537.26 12" (W) 4. INSTALL INFILTRATION BASIN PRIMARY POND 4 PER W e` ACHD SD 604A, TYPE IV 33.5' 12 C900 5 TOE E TOE TOE # O C RIM:2538.18 @ 0.25% toa 4 Q25=1.32CFS Z SHEET C4.3. Q o O TOE- 00 Q 100=1.85CFS I � w SUMP:2535.16 s••- �� �� \8 1 E TOE TOE W INV OUT:2536.16 12" (SW) INLET #5 s �`L '\\ • P- 5. INSTALL INFILTRATION BASIN FOREBAY #1 PER SHEET m Q I ACHD SD-601, TYPE I TOP TO TOP TOP C4.3.Q25=0.58CFS SDMH #8 8 INV 2536.90 I a Q100=0.81 CFS RIM:2539.20 � - ACHD SD-601, TYPE I \ �� i SUMP:2536.13 as ��8"W w 8 INV 2537.00 30.5' 12" ADS N-12 HP (� - 0 CIDRIM:2538.47 6. INSTALL INFILTRATION BASIN FOREBAY 2 PER SHEET Oat, SDMH #7 INV OUT:2537.13 12" (NE) \ ® 0_40% C4.3. # z w 48"� SDMH FLAT TOP SUMP:2533.74 Q25=0.15CFS� a w a"w a"w a" a" s"w s"w e"w a" Q N INV IN:2535.74 12" (E) RIM:2538.40 8� 68.4' 12' C900 I 3 Q100=0.21CFS s%Oi s a 3 @ 0.25% a 28.2' 12" ADS N-12 HP 5.3' 12" ADS N-12 HP � _ INV OUT:2535.74 12" (W) SUMP:2534.07 \ ® 0.40% 0.40% 7. INSTALL GROUND WATER OBSERVATION WELL PER ACHD Q - INV IN:2536.07 12" NE 14.7' 12" C900 s a'q R"� a"s a"s s's $'s s 8"s s"s a"s a"s- SD-627, SHEET C4.2. INSTALL WITHIN THE INFILTRATION - ( ) 15.7' 12" C900 W 0 I' INV IN:2536.07 12" (S) INLET #6 @ 0.22% @ 0.25% BED 5' FROM THE END AND OUTSIDE OF BED A ACHD STORM DRAIN 10.3' 12" ADS N-12 HP ACHD SD-601, TYPE I �v MINIMUM OF 50' FROM THE PERIMETER OF THE BED. W EASEMENT ® 0.41% INV OUT:2536.07 12" (W) I _ .� RIM:2539.20 s pl W N SUMP:2536.05 8. INSTALL METAL END SECTION AND TRASH RACKS FOR I II - - - - - - - - - - - - - e's 8 INV IN:2537.05 12" SW CO INLET 7 POND OUTFALL WITH RIPRAP 8" ANGULAR STONE 5 be ( ) ACHD SD-601, TYPE I 6"PI 6"PI "PI 6"PI 6"PI 6"PI 6"PI 6'PI- ( ) 0 ' INV OUT:2537.05 12' (NE) OUTLET PROTECTION PER ISPWC SD-628. LINE RIPRAP BOTTOM AND SIDES WITH 8 OZ NON-WOVEN GEOTEXTILE z TO TOP 3 TOP TOP 12„ D G RIM:2539.20 FABRIC PER ACHD REQUIREMENTS AND OVERLAP (1-FT C 8k 22.5' 12" C900 SUMP:2536.18 S TOE E To�TOEE ® 0.40% \ \ � . INV OUT:2537.18 12" (W) MIN.). TOP TOP TOP hry m Q - Q25=0.71 CFS Lu 5.1 g 6"PI 6"PI 6"PI 6"PI 8\\ INLET #8 ? Q100=1.000FS ' �8.8' 12" C900 ACHD SD-601, TYPE I P O8 INV 2537.70 82.1' 12" C900 @ 0.40% 91v RIM:2539.20 � SDMH #4 23 0 I I ®I O'409' �8, SUMP:2536.17 O 3 48"0 SDMH FLAT TOP Q N u) v RIM:2539.56 \ I p INLET #12 8w INV OUT:2537.17 12" (E) C 2 00 SUMP:2535.14 25 D ACHD SD-604A, TYPE IV Q25=0.17CFS INV IN:2537.14 12" (E) 24 22 cr RIM:2538.18 \ Q100=0.23CFS i co �� f� � 8s 8'w INV IN-2537.14 12" (W) 0 o INV OUT:2536.1 1 12 INV OUT:2537.14 12" (N) SUMP:2535.11 I x " (N) s a w s s s Q25=0.55CFS 8» CO Co Q100=0.77CFS a' w � 8W S\ M m x 8S co »w w 8 v, o o g W UP E 6" TOP TC a � `n '•S AMR N 0 10 a"S 8 W a„w s TOE TOE m m ~ W "a I v 3 8"s R w a. o a 11 a "SD s EP F p 8 S © W s r Er ps 12 a POE s for= o • ��S��� G S for r _ Er=\_� 6-19 �6.P 13 21 s u s oe Z - EP TOE TOE ❑ 1r/ ��E- _�e.� _s P�_I 15 w w Z / / ToE ❑ ��--ZOP -�-P �L'� s'Pl E N G I N E E R I N G a 1 �E _TOE- ��Top -Er PS�Ea_�p� �L sPl 16 9233 WEST STATE STREET W �Tpf TOE_ ❑ _ _Ep p�_�p� s"pl BOISE, IDAH083714 � `_ � � TOE =° _ p J� 17 sec PHONE(208)639 6939 o a d3 3 TOE _ToE _TOE `� =T -� �S EP_�ps_ s pl 6„pl� ^ 18 kmengllp.com w w _TO Op ��_Er G TOE FIVE f ❑ -_ Top _ �� S��5� 6 a ..s OPTp- p _TOE MILE CREEK TOE ` �-OP EP=_p � _s 19 DESIGN BY: LICK o A _ _ _ pl DRAWN BY: SRM/LCK /�� 0 1(Tjs_ -TOE _TOE -�P� �� , p pl_L 7 20 CHECKED BY: LICK 12"W oQ -EG f op T0-OP _❑TpE _TpE ❑ _ -�OP�- _ -��=_p / -19 _� I _ Tnn �� FD S a o DATE: SEPTEMBER 2020 w u D PROJECT: 20-088 SHEET NO. 0 50 100 150 Q Plan Scale: 1" = SO' C4.0 0 0 0 N 2 SHEET NOTES A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY �C.S\ONAL NOTES. Q�o�C �\CENSFO yFE� B. SEE SHEETS C4.2 - C4.3 FOR STORM WATER DETAILS. C. GROUNDWATER ELEVATIONS ARE LISTED IN TABLE 1 ON 16860 SHEET C4.0. SEE SHEET C1.2 FOR WELL LOCATIONS. FOR J+� 9/10/20 xo Q ADDITIONAL GROUNDWATER INFORMATION REFER TO THE '90 qTF pF \OP "2020 MID-SEASON GROUNDWATER REPORT - QUENZER h. PROPERTY" PREPARED BY NRS, DATED JULY 7, 2020. ��/�/ C. \(\N D. PROVIDE WATER-TIGHT SEALS AT PIPING ENTRANCES/EXITS FOR CATCH BASINS, DIVERSION BOXES, AND MANHOLES. E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE COVER OVER PIPE IS LESS THAN 2 FEET. OUTSIDE OF ROW OR WHERE COVER IS GREATER THAN 2 FEET THE STORM PIPE SHALL BE ADS N-12 HP PIPE OR APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN LESS THAN 5-FEET OF SEPARATION BETWEEN STRUCTURES. w a F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC RATED LIDS UNLESS OTHERWISE SPECIFIED. G. THE CONTRACTOR SHALL COMPLY WITH ALL THE REQUIREMENTS FOR STORM WATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDES e PPS• uwj IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP PLAN PREPARED FOR THIS SITE, REGULAR SITE s 23 SDMH #12 INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE \ l w 14.7' 12" ADS N-12 HP SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN z w Qom' `�' ® 0 2HP RIM: SDMH FLAT TOP THE NPDES GENERAL PERMIT. N _ _ _RIM:2542.03 p _Tj SUMP:2536.63 °° N INV IN:2538.63 12" (E) H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGN 3_19 ss / lb O 1= INV IN:2538.63 12" (W) ENGINEER AND ACHD. w I- \8 O p afl oo INV OUT:2538.63 12" (S) w INLET #18 � I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM 8s �' ACHD SD-604A, TYPE IV a- DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN 41 - - - - - - - - - - - - - - - ao z RIM:2541.69 INLET #17 10 MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER - - - - - - - - - - - - s TOP TOP TOP TOP 7 S PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH � SUMP:2537.67 ACHD SD-604A, TYPE IV _ CO INV OUT:2538.67 12" E s SECTION 8018 OF THE ACHD DEVELOPMENT POLICY sAi 8, 8• ( ) RIM:2541.69 s TOE TOE TOE TOE � � Q25=1.17CFS � SUMP:2537.67 MANUAL AND ISPWC SD-623. 7bo - Q100=1.64CFS INV OUT:2538.67 12" (W) TOETOE TOE TOE Q25=0.93CFS J. FOR UTILITY CROSSINGS AT SEEPAGE BED LOCATIONS, \ s\ 70P To TOP Top s"P� s'�Pi s"P�CIDs, Q100=s1 P30CFS s„Pi s"Pi s P� s PI THE CONTRACTOR SHALL CONFORM TO THE STANDARDS SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF au THE ACHD STORMWATER GUIDELINES. s. s� 01 1�5.00.22%" ADS N-12 HP(fi K. INSTALL STORM DRAIN MANHOLES PER ACHD d SUPPLEMENTAL DETAIL SD-611 WITH REINFORCED s s w s w 8 w a w s w a a w 8"w s"w s"w s"w 8"w 8"w 8"w CONCRETE REDUCER SLAB IN PLACE OF ECCENTRIC CONE s as SECTION. ALL MANHOLES SHALL BE HS-25 RATED. W. GRAND RAPIDS DR. a � s 8"S 8"S 8"S 8"S 8"S 8"S 5 8"S 8"S 8"S 8"S 8"S 8"S 8"S 8"S s fA 6 pl � v L. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 Lu � j t AND 8200 OF THE 2017 ACHD POLICY MANUAL. 6 pi Q L M. THE BUILDING FINISH FLOOR ELEVATIONS SHALL BE CO " s„Pi s"Pi s"Pi s"Pi "Pi s"PI s"Pi 6"Pi s'Pi s'Pi 247.1' 12" C900 LOCATED ABOVE THE MAXIMUM GROUNDWATER SURFACE ` _ BLOCK 4 @ 0.22% ELEVATION PER THE INTERNATIONAL BUILDING CODE, Q z O INTERNATIONAL RESIDENTIAL CODE, AND CITY OF MERIDIAN owo z 9 REQUIREMENTS. v SDMH #13 28 01 48"0 SDMH FLAT TOP 23I IRIM:2540.81 KEYNOTES # C9 2 � 16.3' 12" C900 SUMP:2535.60 O e., ro 25 INV IN:2538.10 12" (N) 1. INSTALL INFILTRATION BASIN PRIMARY POND #5 PER (/') INLET 15 ® 0.22% � `� O ACHD SD-604A, TYPE IV a w INV IN:2538.10 12" (NE) z \ 24 RIM:2539.89 22 SHEET C4.3. a-• a" SUMP:2536.74 INLET #20 � INV IN:2538.10 12" (NW) s w INV OUT:2537.74 12" (S) ACHD SD-604A, TYPE IV INV OUT:2537.60 18" (W) # 2. INSTALL INFILTRATION BASIN PRIMARY POND 6 PER s 8„w RIM:2540.44 # SHEET C4.2. z J Q25=0.72CFS cn 8„ 8"w � � Q100=1.01CFS a SUMP:2537.13 v INLET 19 0- INV OUT:2538.13 12" (SE) - I ACHD SD-601, TYPE I O Is 8„w 126.7' 16" C905 to Q25=1.03CFS 131'' �RIM:2540.44 \6'P/ 3. INSTALL INFILTRATION BASIN FOREBAY #3 PER SHEET _ \ -8„ � $ ® 0.16% Q100=1.44CFS C4.3. z - SUMP:2537.13 s•P� � s 17.4' 12" C900 O INV OUT:2538.13 12" (SW) W E. MAR "w ® 0.40% ? O8 INV 2537.50 s'pi 4. INSTALL INFILTRATION BASIN FOREBAY 4 PER SHEET 0 8•, 21.7' 16" C905 L � Q25=0.83CFS # M-,vI s s"Pi s" s"PI C4.3. C a"w , ® 0.16% Q100=1.16CFS \ Q 2 s „w � � s" TOP TOP W 8,S Sa 8„w O 8„ s TOE TOE 4 s p� 5. INSTALL GROUND WATER OBSERVATION WELL PER ACHD m Q a s w a" SD-627, SHEET C4.2. INSTALL WITHIN THE INFILTRATION Q 17.2' 12" C900 O 3 a'S o, 3 O$ s„ BED 5' FROM THE END AND OUTSIDE OF BED A - �0 »`� O °° ® 0.22% O pr MINIMUM OF 50' FROM THE PERIMETER OF THE BED. 11 �, a - � • U w 27.5' 18" C905. oo � 7 � 16.5' 12" C900 �� @ 0.20% I I \ z Cs� 0.40% 8"s SDMH #10 Tom_ 1 BLOCK 3 20.7' 18" C905 O pi 6. INSTALL METAL END SECTION AND TRASH RACKS FOR (n 12 INLET #16 48"0 SDMH FLAT TOP �p 7i7E I a @ 0.20% \ POND OUTFALL WITH RIPRAP (8" ANGULAR STONE) Q Q yt ACHD SD-604A, TYPE IV RIM:2540.32 qI 1 1 6, OUTLET PROTECTION PER ISPWC SD-628. LINE RIPRAP W Q _ 13 RIM:2539.89 SUMP:2535.34 s INV 2537.10 8 O8 jsSDMH #14 °i BOTTOM AND SIDES WITH 8 OZ NON-WOVEN GEOTEXTILE SUMP:2535.74 INV IN:2537.67 12" (N) 21 FABRIC PER ACHD REQUIREMENTS AND OVERLAP (1-FT s_s � 48"� SDMH FLAT TOP O MIN. RIM:2540.84 sA )' LLJ 14 INV OUT:2537.74 12" (NE) INV IN:2537.67 12" (SW) SDMH #11 SUMP:2535.56 r Q25=0.98CFS "`� 48 0 SDMH FLAT TOP O Q � 15 Q100=1.37CFS INV OUT:2537.34 16" (E) 6P INV IN:2537.56 18" (E) � \ RIM:2540.62 INV OUT:2537.56 18" (W) s pi O s P� SUMP:2535.14 a w O sq, z P _L 16 INV IN:2537.14 16" (W) s� „ 8"w CC� s»P/J_s Pi 17 INV OUT:2537.14 16" (E) s\8 s W MIRM 8.,w \6. W G P� a 3 O ___-EP emsrp -I s P�I 18 8 s NT E O 8 w SDMH 16 qr _ '' s' \8 \ # ` roP Ep ��S Pip_ _s Pi 19 s a 48"0 SDMH FLAT TOP Ep a S RIM:2542.18 6. un SOP- _ P,� 7-19 20 S � SUMP:2537.12 q' _ s s_ 30 s'yy INV IN:2539.45 12" (SW) ❑ ` _ ` _ P`-TOP - P .a V o TOE-r0E 0 `��p =_ s P� 3 's INV IN:2539.45 12" (SE) v TOE -TOE` �-AGP Ep s"Pi s P x 8 INV IN:2539.45 12" (NW) X \TOE TOE` , _ �� �� PS Ems _ -�s„P/ 31 s1 INV OUT:2539.12 16" (E) N ❑ \ TOE ` �o- _ TCP Ep PS P-Ep 6„P� a �� ��- s 26.8' 16" C905 ror9� TOE�� `TOE _ �-TOP -�-P�EP _6 32 8., 17.8' 12" C900 z _?d?P ❑ TOE_ roE ��P�roP � --P-Ep �_kp/ 33 8s \ Cs� 0.22% � 1 �/ J�/ a EG OP TOE -TOE TOP _ Ps 6' Ps INLET #23 1ti �P z _EG o op _To -roE _ ropes ��=P`p, s P� 34 ACHD SD-601, TYPE I `SDMH #17 _Ec �_oP TOE P-P e»P��� 8, RIM:2541.73 j TOP -TOE ��TOE -p_ TOP ` s s, °e� SDMH 50 FLAT TOP o _ EG- ro°a ro of �- s P� SUMP:2538.49 O 9 EG- �8p E =-r _ TOP_ _��_ -`P �P�Ep s4P INV OUT:2539.49 12" SE S% °E --� ��s Q25=0.99CFS 6 �:•5 SUMP:2537.05 w TOE co OE _ - _00- ❑ _TOE TOETO T�- rop PS EP Pi 36 Q100=1.38CFS INV OUT:2539 05 1'6" (SE) TOE- EG_ -_- ( ) o TEp OE EG_ TOE �TO�- Pt T EE ` _TOP_ �_��_� __ -EP L6»P INLET #21 \sy fQ� � \ �r®Rs S 21.0' 16" C905 a TOE EG �op� ❑ TOE �� Topes �� ACHD SD-601, TYPE I\ e o - _TOE _Ec -r�� ��rloE_ °E= g _ -TOP- ��5�� s P��` RIM:2541.72 C�? 0.25% a TOEEG 19 TOE ` =0E=� _ ` TOP-Top ___�� Ps EP 35 sp/ SUMP:2538.72 103.6' 12" C900 +� _ �� INV 2539.00 O8 TOE�EG _TOE_ °E=� O roP` \ INV OUT:2539.72 12" (SE) Cu 0'2s% �5 70., O \ - _Tp=EG_EG P�� �E-TOE ` �O� _ TOE= \TOp \ \ \ Q25=0.36CFS 6Q\ �ti `dot a TOE-TO EG E � � ❑ -TOE ` \Top _ Q100=0.51CFS G DF• ❑ N - TOE _EG TOE �� ` \ \\ 37 16.7' 12" C900 \ °e 17.8' 12" C900 AEG r° _ �O� TOP \ q� @ 0.22% 16.8' 12" C900 z TOE f _ _ \ qs 6 @ 0.22% / © 0.22% Ec EG roE ' -\=of - ��-op \ q SDMH #15 \ ' E N G I N E E R I N G 3 TOE_ T° �� \ s 48"0 SDMH FLAT TOP \ \ INLET #24 9233 WEST STATE STREET TOE_ EG f_ TOE �❑�\ \\ s•. \ \,ACHD SD-601, TYPE I BOISE,IDAHO 83714 W o TOE=EG_ _T�� TOE` _ / ro \ qs A/ RIM:2542.12 INLET 22 RIM:2541.73 PHONE 208 639 6939 \ _ TOE EG TOE O �� SUMP:2537.68 ACHD SD-601 TYPE I SUMP:2537.49 kmen II) .com / o - _ToE_EG �p�op TOF \ V INV IN:2539.68 12" (NW) RIM:2541.72 INV OUT:2539.49 12" (NW) 8 P W - - _ row \To_o \ \� INV IN:2539.68 12" (SE) E\G p �(�-� o SUMP:2538.72 Q25=0.58CFS DESIGN BY: LCK ro \ oq \ s INV OUT:2539.68 12" (NE) toQINV OUT:2539.72 12" (NW) Q100=0.80CFS - _ rof FG Top F DRAWN BY: SRM/LCK �\ \ TO \ Q100=0.0CFS 3 TOE FG T°q �Q100=0.28CFS CHECKED BY: LICK U i qs z o TO\F� TOF 6Q\ / o /// \ \ DATE: SEPTEMBER 2020 W \ �oq / F \ s PROJECT: 20-088 g \ / 1� \ \�\ �0° SHEET NO. a 0 50 100 150 / °s \ Q \ \ \ Plan Scale: 1" = 50' q / \\\ C4. 1 0 d LL AL APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2538.0 SHEET NOTES 6" FREEBOARD MIN. A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY ��.SS\BENS E�G/'p TOP OF BANK WIDTH PER PLAN NOTES. Q�p \,\ Fp ELEVATION 2538.5 B. SEE SHEETS C4.2 - C4.3 FOR STORM WATER DETAILS. 2.5' 16860 TOE ELEVATION TOE ELEVATION C. GROUNDWATER ELEVATIONS ARE LISTED IN TABLE 1 ON p 9/10/20 / J. 2535.5 2535.5 1 / /\ SHEET C4.0. SEE SHEET C1.2 FOR WELL LOCATIONS. FOR �� Q \�\\ \ �' \\\� ADDITIONAL GROUNDWATER INFORMATION REFER TO THE "9 9T Q v / //� / / / "2020 MID-SEASON GROUNDWATER REPORT - QUENZER F OF PROPERTY" PREPARED BY NRS, DATED JULY 7, 2020. OINFILTRATION BASIN PRIMARY /� / /\// - - - - - - - - - - - POND #2 ACHD STORM DRAIN \/�\/\\ \/ - - - - - - - - - - - - - /\\/\\/\\/ D. PROVIDE WATER-TIGHT SEALS AT PIPING EASEMENT - / / / / / / / /\ INSTALL STANDARD TOPSOIL AND SOD ENTRANCES a \/\\/\\/\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\/\\/\\/\\�\\ ON SIDE SLOPES AND ALONG POND AND MANHOLES. FOR CATCH BASINS, DIVERSION BOXES, to v s " BOTTOM OUTSIDE OF SAND WINDOWS. asp •• - - - - - - - - - - - W. GRAND RAPIDS R. ° m _ _ _\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \SEASONAL HIGH GROUNDWATER E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE /f/ //�'/ \'l /�f /�'� �'` /f 6"�I 6"PI "PI 6"PI 6"PI 6"PI 6' ELEVATION 2532.2t COVER OVER PIPE IS LESS THAN 2 FEET. OUTSIDE OF 7012 TOP TOPI \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ STORM//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\/\ RW RPIPE ERS CO BE ADS NEA 2 HP THAN 20REET THE 4" MIN. TOPSOIL OR AMENDED \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\//\ APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN 56.6' LESS THAN 5-FEET OF SEPARATION BETWEEN c?S36TOE 19E NATIVE MATERIAL WITH VEGETATION. STRUCTURES. 11 ?S38 I F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC 2,5 STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. 00 To TOPS 3g S3>\ 61 I 1.OREFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC N RATED LIDS UNLESS OTHERWISE SPECIFIED. 23TOE I 6"pi G. THE CONTRACTOR SHALL COMPLY WITH ALL THE w A �� I REQUIREMENTS FOR STORM WATER DISCHARGE A INFILTRATION BASIN (POND #1) - SECTION A-A ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDES e w_ SCALE: NTS IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP mod" ,�oQ 8••w PLAN PREPARED FOR THIS SITE, REGULAR SITE in INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE m SWPPP OTHER L PERM PERMIT. AS SET FORTH IN z THE NPDESENERA Q S / e O CID A N r- --1 0, 6 a°s IN G 8 \ N / H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGN RAND R a / ENGINEER AND ACHD. LLu .e` �4p/O � \ SCR s� I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2538.5 DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER ACHD STORM DRAIN ',l6" FREEBOARD MIN. PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH EASEMENT dQL rQ. s� WIDTH PER PLAN SECTION 8018 OF THE ACHD DEVELOPMENT POLICY ro as \ TOP OF BANK MANUAL AND ISPWC SD-623. INFILTRATION BASIN PRIMARY CD ELEVATION 2539.0 8•• 2.5' J. FOR UTILITY CROSSINGS AT SEEPAGE BED LOCATIONS, L- - - - - - POND #1 \ 8, TOE ELEVATION TOE ELEVATION THE CONTRACTOR SHALL CONFORM TO THE STANDARDS /co \ 3•7 2536.0 2536.0 g.\ \\��\ SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF THE ACHD STORMWATER GUIDELINES. INFILTRATION BASIN PLAN POND #1 INFILTRATION BASIN PLAN POND #2 \\\�ii / / //\ K. INSTALL STORM DRAIN MANHOLES PER ACHD o ( ) ( ) \\ /\/ /\\� / L SID INSTALL STANDARD TOPSOIL AND SOD CONCRETE RCED SUPPLEMENREDUTAL CER ISLAB N 1PLACE OF WITH I EGOCENTRIC CONE SCALE: 1 "=20' SCALE: 1 "=20' //\//\//\ \ \ \ \ \ \ \ \ \ \ \ \/\//\//\/�\/ ON SIDE SLOPES AND ALONG POND SECTION. ALL MANHOLES SHALL BE HS-25 RATED. \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ BOTTOM OUTSIDE OF SAND WINDOWS. EASONAL HIGH GROUNDWATER L. THE STORM AND 8200 OFATER THE 22017 ACHDDESIGN ISBASED POLICYO MANEUAL.CTIO 8000 ELEVATION 2532.9t //\\\i\\\\\\i \i\\\ii\\\i M. LOCATEDB UI THE LD IBOVE NG I ITH E MAISH �OR M U M GROUNDWATER ELEVATIONS SHALL SURFACE 4" MIN. TOPSOIL OR AMENDED ELEVATION PER THE INTERNATIONAL BUILDING CODE, NATIVE MATERIAL WITH VEGETATION. INTERNATIONAL RESIDENTIAL CODE, AND CITY OF MERIDIAN REQUIREMENTS. I NOTE: 1. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. KEYNOTES a ACHD STORM DRAIN 1. INSTALL INFILTRATION BASIN PRIMARY POND #1 (/') EASEMENT / INFILTRATION BASIN (POND #2) - SECTION B-B TOTAL VOLUME PROVIDED = 1,904 CF O z O3 INFILTRATION BASIN PRIMARY A� SCALE: NTS TOTAL VOLUME REQUIRED = 1,421 CF z Q POND #3 - - - - - - - J 2. INSTALL INFILTRATION BASIN PRIMARY POND #2 TOTAL VOLUME PROVIDED = 3.278 CF - TOTAL VOLUME REQUIRED = 2,902 CF O z 3. INSTALL INFILTRATION BASIN PRIMARY POND #3 > W TOE TOE ME TOE TOE IUL-ME- APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2537.7 TOTAL VOLUME PROVIDED = 3,348 CF O TP 124.5' 6" FREEBOARD MIN. TOTAL VOLUME REQUIRED = 2,044 CF Q a 2536 E E E WIDTH PER PLAN m Q W lur2538 2.0 TOP OF BANK 4. INSTALL INFILTRATION BASIN PRIMARY POND #6 Fur lur 2537 ELEVATION 2538.2 TOTAL VOLUME PROVIDED = 4,408 CF ' TOTAL VOLUME REQUIRED = 4,222 CF O J 2538 TOE ELEVATION TOE ELEVATION or_ - 2535.7 2535.7 �•\ \/�\ z Q 6"PI 6"PI 6"PI 6�I�6"PI 6"PI 6"PI 6"PI 6"PI ' ^ � L J ,/• Q o W 0 EP INSTALL STANDARD TOPSOIL AND SOD \\//\ ON SIDE SLOPES AND ALONG POND W W ��/���// BOTTOM OUTSIDE OF SAND WINDOWS. � 5 I--- - SEASONAL HIGH GROUNDWATER O Q ELEVATION 2532.2t z 4" MIN. TOPSOIL OR AMENDED W INFILTRATION BASIN PLAN (POND #3) NATIVE MATERIAL WITH VEGETATION. SCALE: 1 "=20' Q 0 NOTE: Ln SPA 1. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. d X INFILTRATION BASIN POND NOTES: INFILTRATION BASIN (POND #3) - SECTION C-C \ 1. ALL BASINS TO BE VEGETATED, INCLUDING SLOPES AND BOTTOM. SLOPES SHALL HAVE SCALE: NTS 0 16. \ IRRIGATED TURF GRASS AS SPECIFIED PER THE LANDSCAPE PLANS. NO IRRIGATION ON 9 D D \ BASIN FLOOR. NO WOODY VEGETATION BELOW 100-YEAR SURFACE OR WITHIN 10' OF \ EMBANKMENT SPILLWAY, PIPES, OR STRUCTURES. SEE ACHD STORMWATER MANAGEMENT \ BASIN REVEGETATION GUIDANCE MANUAL AND SPECIFIC BMP'S FOR ADDITIONAL APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2541.5 o \ VEGETATION REQUIREMENTS. \ 2. EXCAVATE AND SCARIFY SUBSOIL BEFORE TOPSOIL/AMENDED SOIL IS PLACED. VEGETATE 6" FREEBOARD MIN. - z \ AFTER CONTRIBUTING DRAINAGE AREA HAS SITE SEDIMENT & EROSION CONTROL WIDTH 33.91' MEASUREMENTS IN PLACE.. TOP OF BANK 3. AREAS DESIGNATED FOR BASINS SHALL BE CLEARED, GRUBBED AND STRIPPED OF ELEVATION 2542.0 a \ TOPSOIL. TOPSOIL SHALL BE STOCKPILED AND USED AT FINAL GRADING TO ESTABLISH 2 5 .01 VEGETATION. TOE ELEVATION TOE ELEVATION 0 \ a \ 4. FILL MATERIALS FOR EMBANKMENT SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION, SC, \�\\ \ 3'1 2539.0 2539.0 CH, OR CL AND MUST HAVE AT LEAST 30% PASSING THE #200 SIEVE. AREAS ON WHICH / FILL IS TO BE PLACED SHALL BE SCARIFIED PRIOR TO PLACEMENT OF FILL. EMBANKMENT ti \ FILL SHALL MEET ISPWC CLASS C COMPACTION REQUIREMENTS. CONSIDERATION MAY BE \ / GIVE TO THE USE OF OTHER MATERIALS IN THE EMBANKMENT IF DESIGNED BY A GEOTECHNICAL ENGINEER. \��\//\\//\//\/ - - - - - - - - - - - \ \\ INSTALL STANDARD TOPSOIL AND SOD Z \ / 5. ALL PIPE OUTLETS TO BASINS SHALL BE UNEXPOSED AND FULLY BURIED WITH METAL \\ \\ \\/\\/\\/\\�\\ ON SIDE SLOPES AND ALONG POND \ R / END SECTION TO PREVENT DEGRADATION OF THE PIPE FROM WEATHER. /\/\/ /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/ BOTTOM OUTSIDE OF SAND WINDOWS. \/ o, ' / / / / / / / / / / / / / / / / / /\/ g \\ `1�c��p 7 SEE I TABLE 10ENSE G SHEET NC4.O,T IS FOR REQUIRED G GROUNDWATER INFORMATIONWNED S _ -\/ \\\ /\/\\/\\\\\L/\\/\\L/\\/\\/\\/\\/\\//\\/\�/\\\L�\SEASONAL HIGH GROUNDWATER E N G I N E E R I N G 7. '� ffj"/ �j"/ /7�f� "/ f ELEVATION 2536.Of 9233 WEST STATE STREET W \ hN 8. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF GROUNDWATER IS \\\�\\\�\\�\\\�\\\\\\�\\\\\\�\\\�\\�\\\\\\�\\\\\\ BOISE,IDAHO 83714 - \ ENCOUNTERED ABOVE THE ANTICIPATED SEASONAL HIGH GROUNDWATER ELEVATION. // // // // / / / / / / / / / / / PHONE kmeng181p63�91�6939 \ o \ / 4" MIN. TOPSOIL OR AMENDED \\i\\i\\ice\i\\i�\ice\i�\ice\i�\ice\i�\ice\i�� /W `° O4 INFILTRATION BASIN PRIMARY NATIVE MATERIAL WITH VEGETATION. DESIGN BY: LCK / ACHD STORM DRAIN POND #4 / EASEMENT DRAWN BY: SRM/LCK CHECKED BY: LCK U o NOTE:. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. DATE: SEPTEMBER 2020 z W PROJECT: 20-088 z INFILTRATION BASIN PLAN (POND #6) SHEET NO. Q SCALE: 1 "-20' INFILTRATION BASIN (POND #6) - SECTION D-D 0 SCALE: NTS C4.2 O d L.L_ INFILTRATION BASIN POND NOTES: SHEET NOTES 1. ALL BASINS TO BE VEGETATED, INCLUDING SLOPES AND BOTTOM. SLOPES SHALL HAVE IRRIGATED TURF GRASS AS SPECIFIED PER THE APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2538.5 A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY SS\ANAL FNG, LANDSCAPE PLANS. NO IRRIGATION ON BASIN FLOOR. NO WOODY VEGETATION BELOW 100-YEAR SURFACE OR WITHIN 10' OF EMBANKMENT �4. OENS y 1' FREEBOARD MIN. NOTES. p �,\ F10 E` SPILLWAY, PIPES, OR STRUCTURES. SEE ACHD STORMWATER MANAGEMENT BASIN REVEGETATION GUIDANCE MANUAL AND SPECIFIC BMP'S Q�• E`er FOR ADDITIONAL VEGETATION REQUIREMENTS. TOP OF BANK WIDTH PER PLAN B. SEE SHEETS C4.2 - C4.3 FOR STORM WATER DETAILS. 2. EXCAVATE AND SCARIFY SUBSOIL BEFORE TOPSOIL/AMENDED SOIL IS PLACED. VEGETATE AFTER CONTRIBUTING DRAINAGE AREA HAS SITE ELEVATION 2539.7 16860 SEDIMENT & EROSION CONTROL MEASUREMENTS IN PLACE.. 2,3' C. GROUNDWATER ELEVATIONS ARE LISTED IN TABLE 1 ON 3. AREAS DESIGNATED FOR BASINS SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. TOPSOIL SHALL BE STOCKPILED AND USED AT p 9/10/20 p TOE ELEVATION TOE ELEVATION SHEET C4.0. SEE SHEET C1.2 FOR WELL LOCATIONS. FOR � Q FINAL GRADING TO ESTABLISH VEGETATION. 9 4. FILL MATERIALS FOR EMBANKMENT SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION, SC, CH, OR CL AND MUST HAVE AT LEAST 30% \�\ 3'1 2536.2 2536.2 3,1 /\/\\ ADDITIONAL GROUNDWATER INFORMATION REFER TO THE �� lF OF \OQ v PASSING THE #200 SIEVE. AREAS ON WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED PRIOR TO PLACEMENT OF FILL. EMBANKMENT FILL \\//\\//\ // //\\/\ 2020 MID-SEASON GROUNDWATER REPORT - QUENZER h. SHALL MEET ISPWC CLASS C COMPACTION REQUIREMENTS. CONSIDERATION MAY BE GIVE TO THE USE OF OTHER MATERIALS IN THE PROPERTY" PREPARED BY NRS, DATED JULY 7, 2020. ��/�/ C \(\N EMBANKMENT IF DESIGNED BY A GEOTECHNICAL ENGINEER. / - - - - - - - - - - - - /\//� D. PROVIDE WATER-TIGHT SEALS AT PIPING 5 PIPE PIPE OUTLETS WEATHER. ON BASINS SHALL BE UNEXPOSED AND FULLY BURIED WITH METAL END SECTION TO PREVENT DEGRADATION OF THE \ \//\\//\//\/ - - - - - - - - - - - - - //\\//\\//\\//\ INSTALL STANDARD TOPSOIL AND SOD ENTRANCES/EXITS FOR CATCH BASINS, DIVERSION BOXES, \/\/\/\ ON SIDE SLOPES AND ALONG POND AND MANHOLES. 6. A LICENSE AGREEMENT IS REQUIRED FOR AHOATE OWNED BASINS. ��\ BOTTOM OUTSIDE OF SAND WINDOWS. 7. SEE TABLE 1, SHEET C4.0, FOR GROUNDWATER INFORMATION. ' // // / // // // // // // // // // // // // // // //\/ E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE 8 GROUNDWACONTRACTOR SHALL TER ELEVATION. THE ENGINEER IMMEDIATELY IF GROUNDWATER IS ENCOUNTERED ABOVE THE ANTICIPATED SEASONAL HIGH - -�� �\\ \ \\�/\\\\\,//,�\\\ \//,�\\/\\�\ \\\ \, \\\'//�\ �-EASONAL ELEVATION H2 33 g fUNDWATER RCOVER OVER OW OR WHERE PCOVERE IS THAN 2 FEET.GREATER THAN OUTSIDE FEET THE \\\�\\\\\\\�\\7\\�\'\T\\- \\-\\\� � STORM PIPE SHALL BE ADS N-12 HP PIPE OR 3OINFILTRATION BASIN INFILTRATION BASIN PRIMARY EASEMENT MENACHD ORM DRAIN O4 INFILTRATION BASIN /// // // // //�//�//�//�//�//�//�//�//�/��/ APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN FOREBAY #1 - - - - - FOREBAY #2 \\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i� LESS THAN 5-FEET OF SEPARATION BETWEEN - - - - - - - - - - - - - - # 4" MIN. TOPSOIL OR AMENDED- - - - - - - - - - - OPOND 4 - - - - - - - - - - - - - - - - - - - - - - - - - NATIVE MATERIAL WITH VEGETATION. STRUCTURES. Lu F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC Q STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. -TOP TOP TOP MP mP ToP MP TOP TOP MP_2540oP 7 TOP TOP Top STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC 2539 NOTE: RATED LIDS UNLESS OTHERWISE SPECIFIED. $y 26.3' 1. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. 2538 6.5' G. THE CONTRACTOR SHALL COMPLY WITH ALL THE 2 TOE TOE TOE TOE TOE-r-TOE 2537 a REQUIREMENTS FOR STORM WATER DISCHARGE $3) 10 TOE TOE TOE TOE TOE TOE of ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDES '�0\S 2>>• 154.9 INFILTRATION BASIN (POND #4) - SECTION A-A IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP 004, c 7 1:112"SD SCALE: NTS PLAN PREPARED FOR THIS SITE, REGULAR SITE o, 7 INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE rop 00 -TOE SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN N TOE ME-ME- ME TOE TOE TOE TOE �� THE NPDES GENERAL PERMIT. z 00 T 2537 N N N� APPROXIMATE 100-YEAR WATER O o TOP OF BANK SURFACE ELEVATION: 2538.5 H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGNLn Top- 2538 � ELEVATION 2539.? - 2 Lu w roP roP TOP TOP 2540� roP - TOP TOP TOP ENGINEER AND ACHD. � \a w BERM ELEV. = 2538.5 I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM D DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN BERM ELEV. = 2539.0 1 6' MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER a w 6" FREEBOARD MIN. PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH �a wv \/\\\\\\\ /\\\\\�\ SECTION L 8018 OF THE ACHD DEVELOPMENT POLICY MANUAL�i// // 3• WIDTH VARIES 3.1 / / es 8,.w \�\\/\\/\\ \ PER PLAN \\/\\/\\/\\ \ INSTALL STANDARD TOPSOIL AND SOD //\/ PER LANDSCAPE PLANS J. THE CONTRACTOR SHALL CONFORM TO THE LOCATIONS, o � `s"w 'w s"w s"w s"w s"w s"w s"w s"w a"w s"w suw a'w ' TOE ELEVATION \/ / //\\//\/ // // // // // / //\\//\/ \ \ �iN SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF 2536.9 \\/\\/ THE ACHD STORMWATER GUIDELINES. \ \ \�/\ \/\ \ _ SEASONAL HIGH GROUNDWATER � l�\�/�/ � ELEVATION 2533.3f K. INSTALL STORM DRAIN MANHOLES PER ACHD o SUPPLEMERCED " CONCRETENREDUTAL DCERISLRB N 1PLACE OF WITH EGOCENTRIC CONE $ \\ \\/�\/�\/�\/�\/�\/� \/\\ \\ \\ \\ \\�� SECTION. ALL MANHOLES SHALL BE HS-25 RATED. \ 8"S�8"S 8"S 8"S 8"S 8"S 8"S-�8"S 8"S 8"S 8"S 8"S 8"S S"S 8"S 8"S- cO "4 MIN. TOPSOIL OR AMENDED ^ I 3.0' MIN. NATIVE MATERIAL WITH VEGETATION. L. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 AND 8200 OF THE 2017 ACHD POLICY MANUAL. M. THE BUILDING FINISH FLOOR ELEVATIONS SHALL BE NOTE: LOCATED ABOVE THE MAXIMUM GROUNDWATER SURFACE INFILTRATION BASIN PLAN (POND #4) 1. REFER TO INFILTRATION BASIN PRIMARY POND AND FOREBAY NOTES, THIS SHEET. ELEVATION PER THE INTERNATIONAL BUILDING CODE, SCALE: 1 "=20' INTERNATIONAL RESIDENTIAL CODE, AND CITY OF MERIDIAN REQUIREMENTS. O5 INFILTRATION BASIN FOREBAY #1 - SECTION B-B INFILTRATION BASIN INFILTRATION BASIN PRIMARY � O6 INFILTRATION BASIN FOREBAY #3 O POND #4 FOREBAY #4 SCALE: NTS KEYNOTES ® � APPROXIMATE 100-YEAR WATER Lu BERM ELEV. = 2539.1 Q s"Pi s"Pi 6"PI s" i s"Pi s"Pi s"Pi „Pi TOP OF BANK SURFACE ELEVATION: 2539.0 1. INSTALL INFILTRATION BASIN PRIMARY POND #4 (/') BERM ELEV. = 2539.5 o_ ELEVATION 2539.7 TOTAL VOLUME PROVIDED = 7,543 CF 0 z 2540 o TOTAL VOLUME REQUIRED = 7,457 CF z 2539 J 6.3' 2538 � � � 2 TOTAL VOLUME PTION ROVIDED IN PRIMARYC POND #5 z � TOE 2537 TOE TOE DOE TOE roE60.0' TOE T 18" ID p // / 2 TOTAL VOLUME REQUIRED = 9,731 CF O � no r W 77.4' 2538 roE TOE 6" FREEBOARD MIN. N N N S 2539 \/�\/\\/\ 3. WIDTH VARIES 1 \ \\ z // // / �' // // / INSTALL STANDARD TOPSOIL AND SOD 3. INSTALL INFILTRATION BASIN FOREBAY #1 \ LU 2540sm \,\\ \\ \\ \ PER PLAN \\ \\ \\ \\ \ TOTAL VOLUME PROVIDED = 527 CF / O N o o w 7 �� \/� //j//\ ______ _ \ //j\/j\/\//j//j\/ PER LANDSCAPE PLANS TOTAL VOLUME REQUIRED = 399 CF Q = 2 c W N TOE ELEVATION / //\//\/ // // // // // / //\//\/ \ � m Q LU � 7 - - - - - - - - - - - - - - 2537.0 /\\/\\/\\/ /\\/\\/\\/\\/\\/ /\\/\\/\\/ 4. INSTALL INFILTRATION BASIN FOREBAY #2 p r _ ��j\ \/ /\ \�j\ \ \/\�\ \ \�\ \/�\/\ _ SEASONAL HIGH GROUNDWATER TOTAL VOLUME PROVIDED = 643 CF \ �\ � ELEVATION 2534.0t 0 Ln TOE w ACHD EN STORM DRAIN TOTAL VOLUME REQUIRED = 428 CF J \\\ '\\\/\\\/\\\//\\\/\\\j\\\/\ \\/\\\\\\\\\\\\\\\� 5. INSTALL INFILTRATION BASIN FOREBAY R EBAY #3 (n a TOE_ BLOCK 3 4" MIN. TOPSOIL OR AMENDED 3.0' MIN. TOTAL VOLUME PROVIDED = 815 CF Q _ LLJ Q \ s w 7g TOE_ I NATIVE MATERIAL WITH VEGETATION. TOTAL VOLUME REQUIRED = 631 CF Lu 0 9 TOE a 6. INSTALL INFILTRATION BASIN FOREBAY #4 s TOTAL VOLUME PROVIDED = 874 CF Lu LLl \s NOTE:\ TOTAL VOLUME REQUIRED = 1,321 CF 0 <1. REFER TO INFILTRATION BASIN PRIMARY POND AND FOREBAY NOTES, THIS SHEET. 0 5 y L s 21 s s I a 7. INSTALL ARMORED SPILL CHANNEL WITH ANGULAR RIPRAP, z 6"-12" NOMINAL SIZE WITH NONWOVEN FABRIC PER INFILTRATION BASIN FOREBAY #2 - SECTION C-C 4-FT SECT 206 & 2050. MINIMUM 6" DEPRESSION, w w w s_ - - - _ _ _ i SCALE: NTS s � _ 0 � w_w�w 1 ,6'P cn o d N INFILTRATION BASIN PLAN (POND #5) M Z SCALE: 1 "=20' 0 a Z o APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2539.1 TOP OF BANK APPROXIMATE 100-YEAR WATER APPROXIMATE 100-YEAR WATER 1' FREEBOARD MIN. ELEVATION 2540.1 TOP OF BANK SURFACE ELEVATION: 2539.1 TOP OF BANK SURFACE ELEVATION: 2539.5 WIDTH PER PLAN ELEVATION 2540.1 ELEVATION 2540.1 0 a 2.7' TOE ELEVATION TOE ELEVATION a \/\\ \ 3, 2536.4 2536.4 3'•� /\\�\\ / 2 2'6" FREEBOARD MIN. // // ///// 6" FREEBOARD MIN. /�\\//\\/\\ WIDTH VARIES 1 \\\\\� \\/�\�\\�\ \\\\\ 1 3' // // / INSTALL STANDARD TOPSOIL AND SOD // // / 3 WIDTH VARIES 3.\ // // / INSTALL STANDARD TOPSOIL AND SOD PER PLAN \\ \\ \\ \\ \ \,\\ \\ \\ \ PER PLAN \\ \\ \\ \\ \ \/\\/\\/ \///\/\/ - _ _ _ _ _ _ /\/\/\/\/\/ PER LANDSCAPE PLANS \/\/\/\/ __ _ _ _ _ _ /\/\/\/\/\/ PER LANDSCAPE PLANS \ INSTALL STANDARD TOPSOIL AND SOD / // // / // // // // // / ON SIDE SLOPES AND ALONG POND TOE ELEVATION \\/ \\ \ \\ \ \\\ \ \� \\/ \ \ \ \ \� BOTTOM OUTSIDE OF SAND WINDOWS. / // // / // // // // // / // // / � TOE ELEVATION /\/\ \/\ \ / /// / / / / / / / / / / / / / / /\ 2537.1 /\\/\\/\\/ /\\/\\/\\/\\/\\/ /\\/\\/\\/\\ 1/\\� 2537.5 /\\//\\//\\// //\\//\\//\\//\\//\\// //\\//\\//\\//\\ \ \\\ E N G I N E E R I N G 3 \'�\ \\ \\ \\ \\ \\ \\ \\L�\\ \\ \\ \\ \\/\\ \\ \\\\_SEASONA_L HIGH GROUNDWATER _ �\�l\ \/ \/\ \�/\�l\ \ \ \�/,L\�l\ ,L\�/\ \/ _ SEASONAL HIGH GROUNDWATER _ ��\ \/ \ \�/\ \�\ \ \ \ \ \ \/\ \ _ SEASONAL HIGH GROUNDWATER 9233 WEST STATE STREET ELEVATION 253,Q:i \ /� \ \/ \"� \� /\� \'/ ` '/ \ / \� ELEVATION 2533.7t \/� / �/\ \/\l/ /\� � /\��\�/ � ELEVATION 2534.5: BOISE,IDAHO83714 w /\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/� //\//\/\//\//\//\//\//\//\/\//\//\//\//\//\//\ //\//\/\//\//\//\//\//\//\/\//\//\//\//\//\//\ PHONE(208)639-6939 /\ \ \ \//\ \ \ \ \ \ \ \ \ / /\\/\\/\\/\\/\\/\\/ /\\\\\\\\\\\\\\\\\i/` \\\/ /\/\/\/\/\/\/ /\/\/\/\/\/\� kmengllp.com \ice\i\\r�\ice\r�\ice\r�\ice\r�\ice\r�\ice\i� \/\/\/\/\/\/\ \/ \\/\\/\\/\\/\\/\\/\ \\/\\X\.\\X\.\\ W 4" MIN. TOPSOIL OR AMENDED 4" MIN. TOPSOIL OR AMENDED 4" MIN. TOPSOIL OR AMENDED DESIGN BY: LCK I NATIVE MATERIAL WITH VEGETATION. 3.0' MIN. 3.0' MIN. NATIVE MATERIAL WITH VEGETATION. NATIVE MATERIAL WITH VEGETATION. DRAWN BY: SRM/LCK g CHECKED BY: LCK U o NOTE: NOTE: NOTE: DATE: SEPTEMBER 2020 z h 1. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. 1. REFER TO INFILTRATION BASIN PRIMARY POND AND FOREBAY NOTES, THIS SHEET. 1. REFER TO INFILTRATION BASIN PRIMARY POND AND FOREBAY NOTES, THIS SHEET. Lu PROJECT: 20 088 Z g SHEET NO. Q INFILTRATION BASIN (POND #5) - SECTION D-D INFILTRATION BASIN FOREBAY #3 - SECTION E-E INFILTRATION BASIN FOREBAY #4 - SECTION F-F oC C4.3 SCALE: NTS SCALE: NTS SCALE: NTS 0 d LL_ APPENDIX B - TABLES Table 1- Peak Flow Rates and Runoff Volumes Post-Development Peak Flow Rates (cfs) Tc(min.) 25-yr 100-yr Basin A-1 10.0 0.41 0.57 Basin A-2 10.0 0.36 0.51 Basins A-1-A-2 10.0 0.78 1.08 Basin B-1 10.0 0.18 0.25 Basin B-2 17.0 1.18 1.65 Basins B-1-B-2 17.0 1.34 1.87 Basin C-1 10.0 0.15 0.21 Basin C-2 13.9 1.16 1.62 Basins C-1-C-2 13.9 1.31 1.83 Basin C-3 10.0 0.71 1.00 Basin C-4 10.0 0.17 0.23 Basins C-3-C-4 10.0 0.88 1.23 Basins C-1-C-4 13.9 2.19 3.06 Basin C-5 16.4 1.32 1.85 Basin C-6 14.3 0.78 1.09 Basins C-5-C-6 16.4 1.98 2.76 Basins C-1-C-6 16.4 3.83 5.35 Basin D-1 13.5 0.58 0.81 Basin D-2 14.2 0.55 0.77 Basins D-1-D-2 14.2 1.13 1.58 Basin E-1 13.2 0.72 1.01 Basin E-2 13.1 0.98 1.37 Basins E-1-E-2 13.2 3.45 4.82 Basin E-3 14.0 0.93 1.30 Basin E-4 15.8 1.17 1.64 Basins E-3-E-4 15.8 1.96 2.73 Basin E-5 16.1 0.83 1.16 Basin E-6 16.1 1.03 1.44 Basins E-5-E-6 16.1 2.08 2.91 Basins E-3-E-6 16.1 4.04 5.64 Basins E-1-E-6 16.1 4.99 6.98 Basin F-1 12.0 0.36 0.51 Basin F-2 10.0 0.20 0.28 Basins F-1-F-2 12.0 0.57 0.79 Basin F-3 17.2 0.99 1.38 Basin F-4 10.0 0.58 0.80 Basins F-1-F-4 17.2 1.95 2.73 Basin G-1 10.0 0.19 0.27 Basin G-2 10.0 0.21 0.29 Basins G-3 10.0 0.35 0.48 Post-Development Runoff Volumes Total 100-yr Total Storage Volume Required Volume Provided Basins A-1-A-2 1,421 1,904 Basins B-1-B-2 2,902 3,278 Basins C-1-C-4 8,477 8,713 Basins D-1-D-2 2,044 3,348 Basins E-1-E-6 11,060 12,131 Basins F-1-F-4 4,321 4,408 Basin G-1 357 3,500 Basin G-2 388 2,920 Basin G-3 646 4,420 APPENDIX C - CALCULATIONS POST-DEVELOPMENT 25-YEAR CALCULATIONS 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 3 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 S Area of Drainage Subbasin(SF or Acres) SF 9,616 0 5,661 Acres 0.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.41 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 553 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 481 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 55 ft' concrete 0.95 Primary Treatment/StorageBasin V 498 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 553 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:54 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 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 8,549 0 4,344 Acres 0.30 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.36 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 488 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 424 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 49 ft' Concrete 0.95 Primary Treatment/StorageBasin V 439 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 488 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:54 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 18,165 11 0 10,004 Acres 0.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.65 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.78 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,041 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 905 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 104 ft' Concrete 0.95 Primary Treatment/StorageBasin V 937 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,041 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:54 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 4 Enter number of storage facilities(25 max) 3 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 4,096 0 4,065 Acres 0.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.18 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 245 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 213 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 25 ft' concrete 0.95 Primary Treatment/StorageBasin V 221 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 245 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin 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) 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 17,171 40,150 6,467 Acres 1.46 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 605 1.6 6.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 17.0 User-Entered Tc= 17.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.18 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,883 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,637 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 188 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,695 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,883 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 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 21,267 11 40,150 J 10,532 Acres 1.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 17.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.34 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,128 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,850 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 213 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,915 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,128 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 4 Enter number of storage facilities(25 max) 11 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 S Area of Drainage Subbasin(SF or Acres) SF 3,414 0 2,964 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.15 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 202 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 176 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 20 ft' concrete 0.95 Primary Treatment/StorageBasin V 182 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 202 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-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 ❑ 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 19,380 20,368 7,916 Acres 1.09 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 331 1.6 3.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 58 0.150 5.6 10.3 Computed Tc= 13.9 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.16 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,560 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,356 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 156 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,404 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,560 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins C-1-C-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 ❑ 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 22,794 11 20,368 10,880 Acres 1.24 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.31 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,761 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,532 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 176 ft' concrete 0.95 Primary Treatment/StorageBasin V 1,585 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,761 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 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 16,277 0 13,710 Acres 0.69 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.71 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 960 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 835 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 96 ft' Concrete 0.95 Primary Treatment/StorageBasin V 864 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 960 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-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 ❑ 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 3,822 0 2,663 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.17 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 222 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 193 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 22 ft' Concrete 0.95 Primary Treatment/StorageBasin V 200 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 222 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-3-C-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 ❑ 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 20,098 11 0 J 16,373 Acres 0.84 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.88 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,182 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,028 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 118 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,064 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,182 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-1-C-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 ❑ 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 42,892 11 20,368 J 27,253 Acres 2.08 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.19 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,944 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,560 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 294 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,649 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,944 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-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 ❑ 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 20,111 42,114 9,296 Acres 1.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 493 1.4 5.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 16.4 User-Entered Tc= 16.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.32 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,103 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,829 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 210 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,893 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,103 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-6 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 ❑ 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 10,938 18,730 4,583 Acres 0.79 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 319 1.4 3.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 14.3 User-Entered Tc= 14.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.78 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,046 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 909 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 105 ttj concrete 0.95 Primary Treatment/StorageBasin V 941 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,046 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins C-5-C-6 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 ❑ 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 31,049 11 60,844 J 13,879 Acres 2.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.98 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,149 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,738 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 315 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,834 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,149 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-1-C-6 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 ❑ 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 73,941 11 81,213 J 41,133 Acres 4.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 3.83 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,093 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 5,298 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 609 ttj concrete 0.95 Primary Treatment/StorageBasin V 5,483 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,093 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:03 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. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin D-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) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,937 17,624 917 Acres 0.58 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.54 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 148 1.3 1.9 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 67 0.150 5.8 11.6 Computed Tc= 13.5 User-Entered Tc= 13.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Opeak 0.58 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 783 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 681 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 78 ft' Concrete 0.95 Primary Treatment/StorageBasin V 705 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 783 ft' Fields:sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:05 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 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 7,017 15,414 966 Acres 0.54 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 107 1.3 1.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 76 0.150 5.9 12.8 Computed Tc= 14.2 User-Entered Tc= 14.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.55 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 737 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 641 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 74 ft' concrete 0.95 Primary Treatment/StorageBasin V 664 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 737 ft3 Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:05 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins 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 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 13,954 11 33,039 1,883 Acres 1.12 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 14.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.13 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,520 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,322 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 152 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,368 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,520 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:05 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 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 9,200 20,307 1,634 Acres 0.71 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 162 1.3 2.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 63 0.150 5.7 11.1 Computed Tc= 13.2 User-Entered Tc= 13.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.72 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 971 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 844 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 97 ft' concrete 0.95 Primary Treatment/StorageBasin V 874 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 971 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 11,530 29,873 2,053 Acres 1.00 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 210 1.3 2.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 58 0.150 5.6 10.3 Computed Tc= 13.1 User-Entered Tc= 13.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qp,ak 0.98 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,318 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,146 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 132 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,186 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,318 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-1-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 ❑ 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 41,868 11 101,869 8,113 Acres 3.49 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 3.45 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,638 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 4,033 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 464 ttj concrete 0.95 Primary Treatment/StorageBasin V 4,174 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,638 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-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 ❑ 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 13,670 11 20,412 J 7,727 Acres 0.96 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 318 1.6 3.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 14.0 User-Entered Tc= 14.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.93 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,250 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,087 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 125 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,125 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,250 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-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 ❑ 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 19,012 34,878 6,990 Acres 1.40 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 486 1.6 5.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 15.8 User-Entered Tc= 15.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.17 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,865 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,622 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 187 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,679 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,865 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-3-E-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 ❑ 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 32,682 11 55,290 J 14,717 Acres 2.36 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 15.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.96 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,116 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,709 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 312 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,804 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,116 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-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 ❑ 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 14,032 23,131 6,877 Acres 1.01 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 423 1.3 5.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 16.1 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpezk 0.83 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,327 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,154 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 133 ft' concrete 0.95 Primary Treatment/StorageBasin V 1,194 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,327 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-6 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 ❑ 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 14,415 36,332 5,225 Acres 1.28 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.51 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 420 1.3 5.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 16.1 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.03 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,639 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,426 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 164 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,476 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,639 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-5-E-6 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 ❑ 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 61,129 0 0 Acres 1.40 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.08 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,312 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,880 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 331 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,980 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,312 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-3-E-6 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 ❑ 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 93,811 11 55,290 J 14,717 Acres 3.76 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 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 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 4.04 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,427 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 5,589 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 643 ttj concrete 0.95 Primary Treatment/StorageBasin V 5,784 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,427 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-1-E-6 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 ❑ 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 102,998 11 101,869 8,113 Acres 4.89 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.65 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 4.99 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,950 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 6,913 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 795 ttj concrete 0.95 Primary Treatment/StorageBasin V 7,155 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 7,950 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:08 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. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 4 Enter number of storage facilities(25 max) 6 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,628 4,637 3,966 Acres 0.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 107 1.6 1.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 62 0.150 5.7 10.9 Computed Tc= 12.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Opeak 0.36 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 487 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 424 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 49 ft' Concrete 0.95 Primary Treatment/StorageBasin V 439 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 487 ft' Fields:sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:11 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 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 4,897 0 1,457 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.20 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 274 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 238 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 27 ft' Concrete 0.95 Primary Treatment/StorageBasin V 246 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 274 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:11 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 11,525 11 4,637 J 5,423 Acres 0.50 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.62 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.57 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 761 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 662 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 76 ft' concrete 0.95 Primary Treatment/StorageBasin V 685 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 761 ft3 Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:11 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin F-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 ❑ 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 20,422 16,224 16,399 Acres 1.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 622 1.6 6.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 17.2 User-Entered Tc= 17.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.99 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,570 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,365 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 157 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,413 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,570 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:11 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin F-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 ❑ 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 13,800 0 4,800 Acres 0.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.58 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 775 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 674 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 77 ft' Concrete 0.95 Primary Treatment/StorageBasin V 697 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 775 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:11 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins F-1-F-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 ❑ 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 45,747 11 20,861 26,622 Acres 2.14 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 17.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.95 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,106 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,701 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 311 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,795 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,106 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:11 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 4 Enter number of storage facilities(25 max) 3 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 4,274 0 4,339 Acres 0.20 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.19 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 256 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 223 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 26 ft' concrete 0.95 Primary Treatment/StorageBasin V 231 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 256 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:12 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 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 4,852 0 2,850 Acres 0.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.21 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 279 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 243 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 28 ft' Concrete 0.95 Primary Treatment/StorageBasin V 251 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 279 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:12 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 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 8,128 0 4,240 Acres 0.28 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.35 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 465 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 404 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 46 ft' Concrete 0.95 Primary Treatment/StorageBasin V 418 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 465 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:12 PM Version 10.5,November 2018 POST-DEVELOPMENT 100-YEAR CALCULATIONS 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 3 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 S Area of Drainage Subbasin(SF or Acres) SF 9,616 0 5,661 Acres 0.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.57 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 770 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 481 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 77 ft' concrete 0.95 Primary Treatment/StorageBasin V 693 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 770 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:53 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 8,549 0 4,344 Acres 0.30 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.51 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 679 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 424 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 68 ft' Concrete 0.95 Primary Treatment/StorageBasin V 611 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 679 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:53 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 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 18,165 11 0 10,004 Acres 0.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.65 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.08 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,448 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 905 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 145 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,304 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,448 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:53 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 100 4 Enter number of storage facilities(25 max) 3 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 4,096 0 4,065 Acres 0.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.25 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 341 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 213 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 34 ft' concrete 0.95 Primary Treatment/StorageBasin V 307 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 341 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin 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 ❑ 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 17,171 40,150 6,467 Acres 1.46 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 605 1.6 6.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 17.0 User-Entered Tc= 17.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.65 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,620 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,637 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 262 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,358 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,620 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 21,267 11 40,150 J 10,532 Acres 1.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 17.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.87 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,961 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,850 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 296 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,665 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,961 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 4 Enter number of storage facilities(25 max) 11 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 S Area of Drainage Subbasin(SF or Acres) SF 3,414 0 2,964 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.21 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 281 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 176 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 28 ft' concrete 0.95 Primary Treatment/StorageBasin V 253 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 281 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-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 ❑ 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 19,380 20,368 7,916 Acres 1.09 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 331 1.6 3.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 58 0.150 5.6 10.3 Computed Tc= 13.9 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.62 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,170 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,356 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 217 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,953 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,170 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins C-1-C-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 ❑ 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 22,794 11 20,368 10,880 Acres 1.24 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpezk 1.83 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,451 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,532 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 245 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,206 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,451 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 16,277 0 13,710 Acres 0.69 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.00 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,336 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 835 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 134 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,202 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,336 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-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 ❑ 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 3,822 0 2,663 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.23 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 309 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 193 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 31 ft' Concrete 0.95 Primary Treatment/StorageBasin V 278 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 309 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-3-C-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 ❑ 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 20,098 11 0 J 16,373 Acres 0.84 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.23 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,645 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,028 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 164 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,480 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,645 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-1-C-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 ❑ 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 42,892 11 20,368 J 27,253 Acres 2.08 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 3.06 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,095 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 2,560 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 410 ttj concrete 0.95 Primary Treatment/StorageBasin V 3,686 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,095 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-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 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 20,111 42,114 9,296 Acres 1.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 493 1.4 5.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 16.4 User-Entered Tc= 16.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.85 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,926 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,829 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 293 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,633 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,926 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-6 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 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 10,938 18,730 4,583 Acres 0.79 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 319 1.4 3.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 14.3 User-Entered Tc= 14.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.09 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,455 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 909 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 146 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,310 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,455 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins C-5-C-6 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 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 31,049 11 60,844 J 13,879 Acres 2.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.76 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,381 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,738 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 438 ft' concrete 0.95 Primary Treatment/StorageBasin V 3,943 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,381 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin C-1-C-6 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 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 73,941 11 81,213 J 41,133 Acres 4.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 5.35 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 8,477 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 5,298 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 848 ft' concrete 0.95 Primary Treatment/StorageBasin V 7,629 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 8,477 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:02 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. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin D-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) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,937 17,624 917 Acres 0.58 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.54 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 148 1.3 1.9 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 67 0.150 5.8 11.6 Computed Tc= 13.5 User-Entered Tc= 13.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Opeak 0.81 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,089 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r, 681 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 109 ft' Concrete 0.95 Primary Treatment/StorageBasin V 981 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,089 ft' Fields:sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:05 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 7,017 15,414 966 Acres 0.54 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 107 1.3 1.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 76 0.150 5.9 12.8 Computed Tc= 14.2 User-Entered Tc= 14.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.77 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,026 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 641 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 103 ttj concrete 0.95 Primary Treatment/StorageBasin V 923 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,026 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:05 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins 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) 100 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 13,954 11 33,039 1,883 Acres 1.12 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 14.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.58 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,115 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,322 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 212 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,904 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,115 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:05 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 25-Year With 100-Year Flood Route) 100 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 9,200 20,307 1,634 Acres 0.71 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 162 1.3 2.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 63 0.150 5.7 11.1 Computed Tc= 13.2 User-Entered Tc= 13.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.01 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,351 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 844 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 135 ft' concrete 0.95 Primary Treatment/StorageBasin V 1,216 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,351 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 11,530 29,873 2,053 Acres 1.00 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 210 1.3 2.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 58 0.150 5.6 10.3 Computed Tc= 13.1 User-Entered Tc= 13.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.37 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,833 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,146 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 183 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,650 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,833 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-1-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 ❑ 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 41,868 11 101,869 8,113 Acres 3.49 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 4.82 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,453 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 4,033 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 645 ttj concrete 0.95 Primary Treatment/StorageBasin V 5,808 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,453 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-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 ❑ 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 13,670 11 20,412 J 7,727 Acres 0.96 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 318 1.6 3.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 14.0 User-Entered Tc= 14.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.30 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,739 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,087 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 174 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,565 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,739 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-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 ❑ 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 19,012 34,878 6,990 Acres 1.40 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 486 1.6 5.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 15.8 User-Entered Tc= 15.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.64 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,595 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,622 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 260 ttj concrete 0.95 Primary Treatment/StorageBasin V 2,336 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,595 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-3-E-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 ❑ 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 32,682 11 55,290 J 14,717 Acres 2.36 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 15.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.73 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,335 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,709 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 433 ttj concrete 0.95 Primary Treatment/StorageBasin V 3,901 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,335 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-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 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 14,032 23,131 6,877 Acres 1.01 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 423 1.3 5.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 16.1 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.16 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,846 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,154 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 185 ttj concrete 0.95 Primary Treatment/StorageBasin V 1,662 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,846 ft' Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin E-6 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 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 14,415 36,332 5,225 Acres 1.28 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.51 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 420 1.3 5.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 16.1 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.44 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,281 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,426 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 228 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,053 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,281 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-5-E-6 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 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 61,129 0 0 Acres 1.40 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.91 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,607 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 2,880 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 461 ft' concrete 0.95 Primary Treatment/StorageBasin V 4,147 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,607 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-3-E-6 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 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 93,811 11 55,290 J 14,717 Acres 3.76 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 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 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpezk 5.64 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 8,942 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 5,589 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 894 ft' concrete 0.95 Primary Treatment/StorageBasin V 8,048 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 8,942 ft3 Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins E-1-E-6 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 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 102,998 11 101,869 8,113 Acres 4.89 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.65 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 6.98 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 11,060 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 6,913 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 1,106 ttj concrete 0.95 Primary Treatment/StorageBasin V 9,954 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 11,060 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:07 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. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 100 4 Enter number of storage facilities(25 max) 6 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,628 4,637 3,966 Acres 0.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 107 1.6 1.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 62 0.150 5.7 10.9 Computed Tc= 12.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Opeak 0.51 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 678 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 424 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 68 ft' Concrete 0.95 Primary Treatment/StorageBasin V 610 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 678 ft' Fields:sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 ❑ 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 4,897 0 1,457 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.28 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 381 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 238 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 38 ft' Concrete 0.95 Primary Treatment/StorageBasin V 343 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 381 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 100 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 11,525 11 4,637 J 5,423 Acres 0.50 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.62 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.79 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,059 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 662 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 106 ttj concrete 0.95 Primary Treatment/StorageBasin V 953 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,059 ft' Fields:Sandy soil Soil Type Slope A BU:.5 Flat:0-2% 0.04 0.0- Average:2-6% 0.09 0.1 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin F-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 ❑ 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 20,422 16,224 16,399 Acres 1.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 622 1.6 6.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-5S,<300-ft c 0.020 60 0.150 5.6 10.6 Computed Tc= 17.2 User-Entered Tc= 17.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.38 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,184 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,365 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 218 ft' concrete 0.95 Primary Treatment/StorageBasin V 1,966 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,184 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basin F-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 ❑ 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 13,800 0 4,800 Acres 0.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.80 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,078 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 674 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 108 ft' Concrete 0.95 Primary Treatment/StorageBasin V 970 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,078 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-Basins F-1-F-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 ❑ 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 45,747 11 20,861 26,622 Acres 2.14 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 17.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.73 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,321 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,701 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 432 ft' concrete 0.95 Primary Treatment/StorageBasin V 3,889 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,321 ft3 Fields:Sandy soil Soil Type Slope A B U:.5 Flat:0-2% 0.04 0.0-Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 4 Enter number of storage facilities(25 max) 3 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 4,274 0 4,339 Acres 0.20 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.27 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 357 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 223 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 36 ft' concrete 0.95 Primary Treatment/StorageBasin V 321 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 357 ft3 Fields:Sandy soil Soil Type Slope A B C D 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 O. Adapted from ASCE P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:12 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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 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 4,852 0 2,850 Acres 0.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.29 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 388 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 243 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 39 ft' Concrete 0.95 Primary Treatment/StorageBasin V 349 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 388 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:12 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. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Quartet Subdivision No.1-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) 100 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 8,128 0 4,240 Acres 0.28 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.48 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 646 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 404 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 65 ft' Concrete 0.95 Primary Treatment/StorageBasin V 582 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 646 ft' Fields:Sandy soil Soil Type Slope A B C D 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 P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:12 PM Version 10.5,November 2018 INLET AND GUTTER CAPACITIES Hydraulic Analysis Report Project Data Project Title: QNE Subdivision No. 1 Designer: Project Date: Tuesday, September 8, 2020 Project Units: U.S. Customary Units Notes: Curb and Gutter Analysis: Curb and Gutter Analysis INLET #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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.5700 cfs Gutter Result Parameters Width of Spread: 6.8745 ft Gutter Depression: 0.3411 in Area of Flow: 0.4909 ft^2 Eo (Gutter Flow to Total Flow): 0.4723 Gutter Depth at Curb: 1.9910 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft^2 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1348 ft Computed Width of Spread at Sag: 6.5461 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #2 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.5100 cfs Gutter Result Parameters Width of Spread: 6.5753 ft Gutter Depression: 0.3411 in Area of Flow: 0.4507 ft^2 Eo (Gutter Flow to Total Flow): 0.4908 Gutter Depth at Curb: 1.9192 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Intercepted Flow: 0.2906 cfs Bypass Flow: 0.2194 cfs Approach Velocity: 1.1315 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.5697 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #3 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.2500 cfs Gutter Result Parameters Width of Spread: 4.5035 ft Gutter Depression: 0.3411 in Area of Flow: 0.2212 ft^2 Eo (Gutter Flow to Total Flow): 0.6629 Gutter Depth at Curb: 1.4219 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.0778 ft Computed Width of Spread at Sag: 3.6974 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #4 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.6500 cfs Gutter Result Parameters Width of Spread: 9.6346 ft Gutter Depression: 0.3411 in Area of Flow: 0.9466 ft^2 Eo (Gutter Flow to Total Flow): 0.3480 Gutter Depth at Curb: 2.6534 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2738 ft Computed Width of Spread at Sag: 13.4948 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #5 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.2100 cfs Gutter Result Parameters Width of Spread: 4.1758 ft Gutter Depression: 0.3411 in Area of Flow: 0.1927 ft^2 Eo (Gutter Flow to Total Flow): 0.6989 Gutter Depth at Curb: 1.3433 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.0693 ft Computed Width of Spread at Sag: 3.2705 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #6 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.6200 cfs Gutter Result Parameters Width of Spread: 9.5664 ft Gutter Depression: 0.3411 in Area of Flow: 0.9335 ft^2 Eo (Gutter Flow to Total Flow): 0.3503 Gutter Depth at Curb: 2.6370 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2704 ft Computed Width of Spread at Sag: 13.3284 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #7 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.0000 cfs Gutter Result Parameters Width of Spread: 7.1649 ft Gutter Depression: 0.3411 in Area of Flow: 0.5317 ft^2 Eo (Gutter Flow to Total Flow): 0.4555 Gutter Depth at Curb: 2.0607 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1960 ft Computed Width of Spread at Sag: 9.6098 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #8 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.2300 cfs Gutter Result Parameters Width of Spread: 3.8830 ft Gutter Depression: 0.3411 in Area of Flow: 0.1691 ft^2 Eo (Gutter Flow to Total Flow): 0.7333 Gutter Depth at Curb: 1.2730 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: 3.0000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 5.3400 ft Effective Perimeter: 5.3400 ft Area: 3.1590 ft12 Effective Area: 3.1590 ft^2 Depth at center of grate: 0.0591 ft Computed Width of Spread at Sag: 2.7609 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #9 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.8500 cfs Gutter Result Parameters Width of Spread: 10.8889 ft Gutter Depression: 0.3411 in Area of Flow: 1.2040 ft^2 Eo (Gutter Flow to Total Flow): 0.3101 Gutter Depth at Curb: 2.9544 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Intercepted Flow: 0.7047 cfs Bypass Flow: 1.1453 cfs Approach Velocity: 1.5365 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.3809 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #10 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.0900 cfs Gutter Result Parameters Width of Spread: 8.8736 ft Gutter Depression: 0.3411 in Area of Flow: 0.8058 ft^2 Eo (Gutter Flow to Total Flow): 0.3756 Gutter Depth at Curb: 2.4708 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Intercepted Flow: 0.4934 cfs Bypass Flow: 0.5966 cfs Approach Velocity: 1.3527 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.4527 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #11 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.8100 cfs Gutter Result Parameters Width of Spread: 6.7276 ft Gutter Depression: 0.3411 in Area of Flow: 0.4710 ft^2 Eo (Gutter Flow to Total Flow): 0.4812 Gutter Depth at Curb: 1.9557 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1704 ft Computed Width of Spread at Sag: 8.3251 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #12 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.7700 cfs Gutter Result Parameters Width of Spread: 6.5925 ft Gutter Depression: 0.3411 in Area of Flow: 0.4530 ft^2 Eo (Gutter Flow to Total Flow): 0.4897 Gutter Depth at Curb: 1.9233 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1647 ft Computed Width of Spread at Sag: 8.0423 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #13 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.0100 cfs Gutter Result Parameters Width of Spread: 8.6138 ft Gutter Depression: 0.3411 in Area of Flow: 0.7603 ft^2 Eo (Gutter Flow to Total Flow): 0.3860 Gutter Depth at Curb: 2.4084 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1974 ft Computed Width of Spread at Sag: 9.6750 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #14 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.3700 cfs Gutter Result Parameters Width of Spread: 9.6973 ft Gutter Depression: 0.3411 in Area of Flow: 0.9587 ft^2 Eo (Gutter Flow to Total Flow): 0.3459 Gutter Depth at Curb: 2.6685 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2418 ft Computed Width of Spread at Sag: 11.8989 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #15 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.3000 cfs Gutter Result Parameters Width of Spread: 9.5023 ft Gutter Depression: 0.3411 in Area of Flow: 0.9213 ft^2 Eo (Gutter Flow to Total Flow): 0.3525 Gutter Depth at Curb: 2.6216 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2335 ft Computed Width of Spread at Sag: 11.4834 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #16 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.6400 cfs Gutter Result Parameters Width of Spread: 10.3952 ft Gutter Depression: 0.3411 in Area of Flow: 1.0990 ft^2 Eo (Gutter Flow to Total Flow): 0.3240 Gutter Depth at Curb: 2.8359 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2726 ft Computed Width of Spread at Sag: 13.4394 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #17 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0080 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.1600 cfs Gutter Result Parameters Width of Spread: 7.9396 ft Gutter Depression: 0.3411 in Area of Flow: 0.6487 ft^2 Eo (Gutter Flow to Total Flow): 0.4157 Gutter Depth at Curb: 2.2466 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2164 ft Computed Width of Spread at Sag: 10.6293 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #18 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0080 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.4400 cfs Gutter Result Parameters Width of Spread: 8.6411 ft Gutter Depression: 0.3411 in Area of Flow: 0.7651 ft^2 Eo (Gutter Flow to Total Flow): 0.3849 Gutter Depth at Curb: 2.4150 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2500 ft Computed Width of Spread at Sag: 12.3073 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #19 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0120 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.5100 cfs Gutter Result Parameters Width of Spread: 5.2562 ft Gutter Depression: 0.3411 in Area of Flow: 0.2946 ft^2 Eo (Gutter Flow to Total Flow): 0.5901 Gutter Depth at Curb: 1.6026 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1251 ft Computed Width of Spread at Sag: 6.0645 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #20 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0120 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.2800 cfs Gutter Result Parameters Width of Spread: 4.0692 ft Gutter Depression: 0.3411 in Area of Flow: 0.1839 ft^2 Eo (Gutter Flow to Total Flow): 0.7112 Gutter Depth at Curb: 1.3177 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.0839 ft Computed Width of Spread at Sag: 4.0027 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #21 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 1.3800 cfs Gutter Result Parameters Width of Spread: 8.3052 ft Gutter Depression: 0.3411 in Area of Flow: 0.7081 ft^2 Eo (Gutter Flow to Total Flow): 0.3991 Gutter Depth at Curb: 2.3343 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2430 ft Computed Width of Spread at Sag: 11.9576 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #22 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: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.8000 cfs Gutter Result Parameters Width of Spread: 6.6943 ft Gutter Depression: 0.3411 in Area of Flow: 0.4665 ft^2 Eo (Gutter Flow to Total Flow): 0.4833 Gutter Depth at Curb: 1.9477 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: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Intercepted Flow: 0.4072 cfs Bypass Flow: 0.3928 cfs Approach Velocity: 1.7149 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.5090 INFILTRATION BASIN CALCULATIONS ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins A-1-A-2 Pond#1 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Q,v 5 Weighted Runoff Coefficient C 0.65 QV2 [QV3� 6 Area A(Acres) 0.65 ages QV TR55 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Prima ry Treatment/Storage V 1,448 Toggle between Forebay and Primary Basin,enter data and print for each sB's] �O L sr snipe: n. A FIa1V F6x 11JU Wy&S*Z < - Site Stope2 ��-1 sibs)". WPrimary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 0.0 ft 11 Length of Primary Basin Bottom L 0.0 ft 12 Side Slopes(H:1) HA 3.00 13 Enter Bottom Elevation 2535.50 ft 14 Enter Top Bank Elevation 2538.50 ft 15 Enter Water Surface Elevation(WSE) 2538.00 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 2532.30 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Primary As.M 333 ftz Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 0.40 1,448 28 0 28 1,421 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2535.50 2535.50 3.000 0.0 0.0 Override 333.00 0 2536.50 3.000 0.0 0.0 Override 650.00 2537.50 1 3.000 0.0 1 0.0 Override 1034.00 2538.00 3.000 0.0 0.0 Override 1248.00 1,904 2538.50 3.000 0.0 0.0 Override 1475.00 2,585 3.00 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 47.0 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin A.xlsm 9/8/2020,11:55 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins B-1-B-2-Pond#2 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Q,v 5 Weighted Runoff Coefficient C 0.52 QV2 [QV3� 6 Area A(Acres) 1.65 acre QV TR55 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Prima ry Treatment/Storage V 2,961 ft3 Toggle between Forebay and Primary Basin,enter data and print for each s&SIWet �O L sr snipe: n1WA FIa1V F6x W' Wy 91e56t Z t._- < � - L-1 sibm"° WPrimary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 0.0 ft 11 Length of Primary Basin Bottom L 0.0 ft 12 Side Slopes(H:1) HA 3.00 13 Enter Bottom Elevation 2536.00 ft 14 Enter Top Bank Elevation 2539.00 ft 15 Enter Water Surface Elevation(WSE) 2538.50 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 2532.90 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Primary As.M 700 ftz Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 0.82 2,961 58 0 58 2,902 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2536.00 2536.00 3.000 0.0 0.0 Override 700.00 0 2537.00 3.000 0.0 0.0 Override 1167.00 2538.00 1 3.000 0.0 1 0.0 Override 1690.00 2538.50 3.000 0.0 0.0 Override 1973.00 3,278 2539.00 3.000 0.0 0.0 Override 2270.00 4,339 3.00 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 45.7 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin B.xlsm 9/8/2020,11:56 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins D-1-D-2-Pond#3 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Q,v 5 Weighted Runoff Coefficient C 0.55 QV2 [QV3� 6 Area A(Acres) 1.12 QV TR55 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Prima ry Treatment/Storage V 2,115 ft3 Togkbetween Forebay and Primary Basin,enter data and print for each srs4e: AFIa1V F6xW' Wy < - Site Stope2 �L-1 �° °° Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 0.0 ft 11 Length of Primary Basin Bottom L 0.0 ft 12 Side Slopes(H:1) HA 3.00 13 Enter Bottom Elevation 2535.70 ft 14 Enter Top Bank Elevation 2538.20 ft 15 Enter Water Surface Elevation(WSE) 2537.70 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 2532.20 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Primary As.M 860 ftz Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 0.59 2,115 72 0 72 2,044 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2535.70 2535.70 3.000 0.0 0.0 Override 860.00 0 2536.70 3.000 0.0 0.0 Override 1660.00 2537.70 1 3.000 0.0 1 0.0 Override 2516.00 3,348 2538.20 3.000 0.0 0.0 Override 2965.00 4,718 2.50 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 26.6 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin D.xlsm 9/8/2020,1:06 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basin C-1-C-4-Forebay#1 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Q,V6 S Weighted Runoff Coefficient C 0.57 [Qv7 I QV8 6 Area A(Acres) 2.08 acres Qv9 0.00 cfs Qvi0 7 Approved Discharge Rate(if applicable) Qvtt 8 1-Basin Forebay V 410 ft3 0NTR55 Toggle between Forebay and Primary Basin,enter data and print for each sa�swFz si�swprz sa.�= nW A FIa1V F6x W' Wy �� � ffik r Z Forebay _Primary Basi 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 0.0 ft F 24. 11 Length of Forebay Bottom L 0.0 ft 156.5 12 Side Slopes(H:1) HA 3.00 3.00 13 Enter Bottom Elevation 2536.90 ft 2451.69 14 Enter Top Bank Elevation 2539.70 ft 2453.69 15 Enter Water Surface Elevation(WSE) 2538.50 ft 2453.19 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 0.00 ft 0.00 18 Enter High Groundwater Elevation 2533.30 ft 2448.50 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Forebay As.M 124 ftz 2780 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration !total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 0.71 410 10 0 10 399 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2536.90 2536.90 3.000 0.0 0.0 Override 124.00 0 2537.00 3.000 0.0 0.0 Override 143.00 2538.00 1 3.000 0.0 1 0.0 Override 403.00 2538.50 3.000 0.0 0.0 Override 559.00 527 1.60 ft depth for storage STORAGE OK 2S Does Forebay have capacity? 26 Time to drain forebay 35.7 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:04 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins C-5-C-6-Forebay#2 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Q,V4 - 5 Weighted Runoff Coefficient C 0.52 Qv5 QV6 6 Area A(Acres) 2.43 QV7 0.00 cfs Q,V 7 Approved Discharge Rate(if applicable) QV9 8 1-Basin Forebay V 438 ft3 Q,v10 Qvi1 Toggle between Forebay and Primary Basin,enter data and print for each sa swfa �0 `L wkMr. ! A FIa1V F6x W Wy V ffiks re Z Forebay _Primary Basi 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 0.0 ft F 24. 11 Length of Forebay Bottom L 0.0 ft 156.5 12 Side Slopes(H:1) HA 3.00 3.00 13 Enter Bottom Elevation 2537.00 ft 2451.69 14 Enter Top Bank Elevation 2539.70 ft 2453.69 15 Enter Water Surface Elevation(WSE) 2539.00 ft 2453.19 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 0.00 ft 0.00 18 Enter High Groundwater Elevation 2534.00 ft 2448.50 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Forebay As.M 122 ftz 2780 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration !total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 0.76 438 10 0 10 428 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2537.00 2537.00 3.000 0.0 0.0 Override 122.00 0 2538.00 3.000 0.0 0.0 Override 307.00 2539.00 1 3.000 0.0 1 0.0 Override 550.00 643 2.00 ft depth for storage STORAGE OK 2S Does Forebay have capacity? 26 Time to drain forebay 38.8 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:04 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basin C-1-C-6-Pond#4 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Q,V4 - 5 Weighted Runoff Coefficient C 0.54 Qv5 QV6 6 Area A(Acres) 4.51 acre Q.v7 0.00 cfs Q,VB 7 Approved Discharge Rate(if applicable) QV9 8 2-Primary Treatment/Storage V 7,629 ft3 Qvtt Q,vio Toggle between Forebay and Primary Basin,enter data and print for each sa swfa L arst�: A FIa1V F6x W. V Wy ffiks to Z t-_- < - L-1 sibm°° WPrimary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 0.0 ft 24. 11 Length of Primary Basin Bottom L 0.0 ft 156.5 12 Side Slopes(H:1) HA 3.00 3.00 13 Enter Bottom Elevation 2536.20 ft 2451.69 14 Enter Top Bank Elevation 2539.70 ft 2453.69 15 Enter Water Surface Elevation(WSE) 2538.50 ft 2453.19 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 0.00 ft 0.00 18 Enter High Groundwater Elevation 2534.00 ft 2448.50 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Primary A_d 2,068 ftz 2780 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 0.88 7,629 172 0 172 7,457 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2536.20 2536.20 3.000 0.0 0.0 Override 2068.00 0 2537.00 3.000 0.0 0.0 Override 2888.00 2538.00 1 3.000 0.0 1 0.0 Override 3975.00 2538.50 3.000 0.0 0.0 Override 4540.00 7 2.30 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 39.8 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin C.xlsm 9/8/2020,1:04 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins E-1-E-2-Forebay#3 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: QV S Weighted Runoff Coefficient C 0.54 QV2 QV3 6 Area A(Acres) 3.49 acre QV4 QV5 7 Approved Discharge Rate(if applicable) 0.00 cfs QV6 8 1-Basin Forebay V 645 ft3 QV7 Q va Toggle between Forebay and Primary Basin,enter data and print for each sa�swfa nW A FIa1V F6x W V' Wy �� � ffik r Z Forebay _Primary Basi 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 0.0 ft F 24. 11 Length of Forebay Bottom L 0.0 ft 156.5 12 Side Slopes(H:1) HA 3.00 3.00 13 Enter Bottom Elevation 2537.10 ft 2451.69 14 Enter Top Bank Elevation 2540.10 ft 2453.69 15 Enter Water Surface Elevation(WSE) 2539.10 ft 2453.19 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 0.00 ft 0.00 18 Enter High Groundwater Elevation 2533.70 ft 2448.50 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Forebay As.M 170 ftz 2780 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration !total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 1.12 645 14 0 14 631 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2537.10 2537.10 3.000 0.0 0.0 Override 170.00 0 2538.10 3.000 0.0 0.0 Override 393.00 2539.10 1 3.000 0.0 1 0.0 Override 673.00 815 2.00 ft depth for storage STORAGE OK 2S Does Forebay have capacity? 26 Time to drain forebay 41.0 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:09 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins E-3-E-6-Forebay#5 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: QV9 - 5 Weighted Runoff Coefficient C 0.69 Qvio Qvi t 6 Area A(Acres) 3.76 acre Q,v12 [Qvt3 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,vta 8 1-Basin Forebay V 894 fit QvTR55 Toggle between Forebay and Primary Basin,enter data and print for each sa�su�a nW A FIa1V F6x W' Wy �� � R&S*z Forebay _Primary Basi 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 0.0 ft F 24. 11 Length of Forebay Bottom L 0.0 ft 156.5 12 Side Slopes(H:1) HA 3.00 3.00 13 Enter Bottom Elevation 2537.50 ft 2451.69 14 Enter Top Bank Elevation 2540.10 ft 2453.69 15 Enter Water Surface Elevation(WSE) 2539.50 ft 2453.19 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 0.00 ft 0.00 18 Enter High Groundwater Elevation 2534.30 ft 2448.50 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Forebay As.M 239 ftz 2780 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration !total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 1.55 894 20 0 20 874 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2537.50 2537.50 3.000 0.0 0.0 Override 239.00 0 2538.50 3.000 0.0 0.0 Override 646.00 2539.50 3.000 0.0 1 0.0 Override 1110.00 1,321 2.00 ft depth for storage STORAGE OK 2S Does Forebay have capacity? 26 Time to drain forebay 40.4 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:09 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins E-1-E-6-Pond#5 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: QV10 - 5 Weighted Runoff Coefficient C 0.65 Qv11 Q,v12 6 Area A(Acres) 4.89 acres Q,V13 0.00 cfs [Qv1a 7 Approved Discharge Rate(if applicable) QV TR55 8 2-PrimaryTreatment/Storage V 9,954 ft3 Toggle between Fore and Primary Basin,enter data and print for each sa�st�a �0�`L sltes�: F1w A FIa1V F6x W' Wy 9;I s*z t-_- < - L-1 sibm°° WPrimary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 0.0 ft 24. 11 Length of Primary Basin Bottom L 0.0 ft 156.5 12 Side Slopes(H:1) HA 3.00 3.00 13 Enter Bottom Elevation 2536.40 ft 2451.69 14 Enter Top Bank Elevation 2540.10 ft 2453.69 15 Enter Water Surface Elevation(WSE) 2539.10 ft 2453.19 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 0.00 ft 0.00 18 Enter High Groundwater Elevation 2534.50 ft 2448.50 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Primary As.M 2,684 ftz 2780 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 1.15 9,954 224 0 224 9,731 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2536.40 2536.40 3.000 0.0 0.0 Override 2752.00 0 2538.00 3.000 0.0 0.0 Override 3846.00 2539.10 1 3.000 0.0 1 0.0 Override 4729.00 9,995 2.70 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 40.1 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin E.xlsm 9/8/2020,1:09 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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. 1 Project Name Quartet Subdivision No.1-Basins F-1-F-4-Pond#6 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: QV - 5 Weighted Runoff Coefficient C 0.58 QV2 QV3 6 Area A(Acres) 2.14 QV4 QV5 0.00 cfs 7 Approved Discharge Rate(if applicable) 4,V6 8 2-Primary Treatment/Storage V 4,321 I Q,VTR55 Togkbetween Forebay and Primary Basin,enter data and print for each ! AFIa1V F6xW, Wy V SibS)"° Primary Basin 9 Select Primary Basin Shape S-Irregular 10 Width of Primary Basin Bottom W 24.7 ft 11 Length of Primary Basin Bottom L 156.5 ft 12 Side Slopes(H:1) HA 3.00 13 Enter Bottom Elevation 2539.00 ft 14 Enter Top Bank Elevation 2542.00 ft 15 Enter Water Surface Elevation(WSE) 2541.50 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 2536.00 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0 for no infiltration bottom slope<1%or 0 outflow 22 Infiltration Area for Primary As.M 1,189 ftz Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration i total Q Runoff Vol Perc Vol Pre-Dev Total Max Vol Discharge Discharge Reqd Min Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 60 1.00 0.96 1.20 4,321 99 0 99 4,222 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope W idth at Length at Area A at Area A at Stage(ft) Below Stage (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE (ft) 2539.00 2539.00 3.000 24.7 156.5 Override 1189.00 0 2540.00 3.000 0.0 0.0 Override 1626.00 2541.00 1 3.000 0.0 1 0.0 Override 2120.00 2541.50 3.000 0.0 0.0 Override 2388.00 4,408 2542.00 3.000 0.0 0.0 Override 2670.00 5,672 3.00 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 39.3 hours 90%volume in 48-hours minimum - P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin F.xlsm 9/8/2020,1:10 PM Version 10.0,May 2018 BORROW DITCH CALCULATIONS ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches 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. 1 Project Name Quartet Subdivision No.1-Basin G-1-Borrow Ditch#1 2 Enter number of Bioswales/Borrow Ditches(25 max) 2 3 Design Storm 100 Weighted Runoff Coefficient C 0.52 Link to:[Q,V 4 Area A(Acres) 0.20 acres Q,V2 Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs QV TR55 5 Design Vol With 0%Sed for Swales V 357 ft3 6 Length of Swale 175 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 2.00 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 20.00 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 3,500 ft3 15 Does it Have Capacity? OK 16 Time to Drain 12.2 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (356.6) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:32 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches 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. 1 Project Name Quartet Subdivision No.1 Basin G-2-Borrow Ditch#2 2 Enter number of Bioswales/Borrow Ditches(25 max) 6 3 Design Storm 100 Weighted Runoff Coefficient C 0.64 Link to: QV 4 Area A(Acres) 0.18 acres [Q'VZ Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs QV TR55 5 Design Vol With 0%Sed for Swales V 388 ft3 6 Length of Swale 146 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 2.00 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 20.00 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 2,920 ft3 15 Does it Have Capacity? OK 16 Time to Drain 16.0 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (388.3) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:32 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches 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. 1 Project Name Quartet Subdivision No.1-Basin G-3-Borrow Ditch#3 2 Enter number of Bioswales/Borrow Ditches(25 max) 6 3 Design Storm 100 Weighted Runoff Coefficient C 0.66 Link to: QV 4 Area A(Acres) 0.28 acres Q,Vz [Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs QV TR55 5 Design Vol With 0%Sed for Swales V 646 ft3 6 Length of Swale 221 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 2.00 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 20.00 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 4,420 ft3 15 Does it Have Capacity? OK 16 Time to Drain 17.5 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (646.3) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\20-088\Documents\Reports\Storm Drainage\Basin Calcs\20-088 ACHD_SD_CALCS Basin G.xlsm 9/8/2020,1:32 PM Version 10.0,May 2018 APPENDIX D - GEOTECHNICAL ENGINEERING REPORT GEOTECHNICAL ENGINEERING REPORT (Innovate Geotechnical, 12/11/2019) Geotechnical Engineering Report Quenzer Development Ada County, Idaho PREPARED FOR: Brighton Corporation 2929 W. Navigator Dr., Ste 400 Meridian, Idaho 83642 PREPARED BY: Innovate Geotechnical Innovate Geotechnical Project No. 319032 December 11, 2019 INNII V A I L GECTECHNICAE INNOVATE GEOTECHNICAL Page 1 of 7 December 11, 2019 Attention: Kameron Nauahi Subject: Geotechnical Engineering Report Quenzer Development Ada County, Idaho Innovate Geotechnical Project No. 319029 Kameron, Submitted herewith is the report of our geotechnical engineering evaluation for the subject site. This report contains the results of our findings and an engineering interpretation of the results with respect to the available project characteristics. It also contains pavement recommendations necessary for development on the property. On November 20t", 2019, an Innovate Geotechnical engineer was on-site and completed 8 test pits to a depth of up to 11.5 feet below the existing ground surface and installed piezometers in each test pit. Soil samples were obtained during the field operations and were then transported to our office for further testing. Based on the findings of the subsurface investigation and other information, site pavement recommendations are provided. A detailed discussion of observed conditions is presented in this report. We appreciate the opportunity to work with you on this project. If we can be of further assistance or if you have any questions regarding this project, please do not hesitate to contact us at (208) 484-1090. Sincerely, Innovate Geotechnical 'AAL %V\r C N Seth P. Olsen, P.E. s t("{CA Senior Geotechnical Engineer OEq'Dt�° GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 INNOVATE GEOTECHNICAL Page 2 of 7 Table of Contents Attention: Kameron Nauahi............................................................................................................ 1 1.0 INTRODUCTION.................................................................................................................... 3 2.0 PROJECT UNDERSTANDING .............................................................................................. 3 3.0 SCOPE OF SERVICES............................................................................................................ 3 4.0 SITE CONDITIONS AND FIELD EVALUATION................................................................ 3 4.1 Surface Conditions.................................................................................................................... 3 4.2 Field Evaluation........................................................................................................................ 4 4.3 Subsurface Soil Profile .............................................................................................................4 4.4 Groundwater............................................................................................................................. 4 4.6 Site Subsurface Variations........................................................................................................ 5 5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................... 5 5.1 Flexible Pavement..................................................................................................................... 5 6.0 QUALITY CONTROL............................................................................................................. 6 7.0 LIMITATIONS......................................................................................................................... 7 8.0 REFERENCES ......................................................................................................................... 7 List of Figures Appendices Figure 1 —Vicinity Map Appendix A— Boring Logs Figure 2 —Site Map Appendix B— Laboratory Test Results GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 INNOVATE GEOTECHNICAL Page 3 of 7 1.0 INTRODUCTION Innovate Geotechnical (IGEO) is pleased to present this report which presents the results of our geotechnical engineering evaluation for the proposed Quenzer Development in Ada County, Idaho. The project area is located approximately as shown in the Vicinity Map, Figure 1. 2.0 PROJECT UNDERSTANDING The proposed development is on both sides of Black cat Road between Ustick and McMillan Road. The first portion of the project, for which this report is written, entails developing an approximately 66-acre property adjacent to and north of the Nine Mile Drain. The site will be developed predominantly as residential, with the possibility of light commercial in specific locations. The roadways will consist of local and collector roadways, as well as private commercial drive aisles. If the construction conditions are different than we have observed, please notify us so that any appropriate modifications to our conclusions and recommendations contained herein may be made. A site plan is presented in Figure 2. 3.0 SCOPE OF SERVICES The purpose of our geotechnical engineering evaluation was to provide recommendations for site development based on our site evaluation, laboratory testing, and engineering analyses. Our specific scope of services included: • Exploration of soil and groundwater conditions underlying the proposed development by completing 8 test pits, collecting samples for testing, and installing piezometers at each test pit location. • Laboratory testing to assess pertinent physical and engineering properties of the soil observed. • Engineering analysis and preparation of this report. 4.0 SITE CONDITIONS AND FIELD EVALUATION Existing surface and subsurface conditions associated with the subject property are presented in this section. 4.1 Surface Conditions The site is northwest of the City of Meridian in Ada County, Idaho (see Figures 1 and 2). The property is currently being used for agricultural purposes. Topographically, the site slopes downward toward the west. The elevation change is from approximately 2544 feet above Mean Sea Level (MSL) along the eastern portion of the property to approximately 2539 MSL in the GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 INNOVATE GEOTECHNICAL Page 4 of 7 southwest over a distance of approximately 2500 feet. Black Cat Road forms the western boundary of the site. 4.2 Field Evaluation The subsurface soil conditions were determined by performing eight (8) test pits (TP-1 through TP-8) at the location shown on Figure 2. The test pits were advanced using a backhoe subcontracted to IGEO. Soil samples were obtained at significant changes of strata and were classified in general accordance with ASTM D-420 and ASTM D-2488. Piezometers were installed in each test pit to obtain observations of groundwater levels and establish a seasonal high groundwater elevation. A Soils Classification Sheet,defining the terms and symbols used on the logs, is provided as Figure A-1 in Appendix A. The subsurface conditions observed during the field evaluation are discussed in Section 4.3. Logs of the explorations, including a description of all soil strata encountered, are presented in Figures A-2 through A-9, in Appendix A. After completion of the field evaluation, soil samples were tested for their engineering properties. The results of the laboratory testing are presented in Appendix B and shown on the boring logs in Appendix A. 4.3 Subsurface Soil Profile The results of our field evaluation and our laboratory testing generally indicate a mixture of sand, silt, and clay extending to a depth from approximately 1.75 feet (TP-6) below the existing ground surface to 6 feet (TP-3) below the existing ground surface. Below this layer, layers of medium dense sand and gravel was observed to the full depth explored (11.5 feet below the existing ground surface). For a detailed description of the soil profiles observed in this evaluation, see the test pit logs in Appendix A. See Figure 2 for the approximate test pit location. 4.4 Groundwater Table 1 summarizes the groundwater conditions observed during our field evaluation. Please note that the test pits were completed on November 20, 2019. The presented elevations are likely deeper than actual groundwater elevations due to the small amount of time for the groundwater to equalize during the test pit excavations. In addition, groundwater readings obtained from the piezometers will confirm the equalized groundwater elevations and establish seasonal high groundwater elevations across the property. Obtaining readings from the piezometers is beyond the scope of this study. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 INNOVATE GEOTECHNICAL Page 5 of 7 Table 1—Observed Groundwater Depths belowTest Pit Approx. depth ground surface (feet) TP-1 6.5 TP-2 7.5 TP-3 6.5 TP-4 4.5 TP-5 3 TP-6 4.5 TP-7 6 TP-8 8.5 Numerous factors such as heavy precipitation, irrigation practices, and other unforeseen factors may influence groundwater elevations at the site. The detailed evaluation of these and other factors, which may be responsible for groundwater fluctuations, is beyond the scope of this study. 4.6 Site Subsurface Variations Based on the results of the subsurface exploration and our experience, variations in continuity and nature of subsurface conditions should be anticipated. Due to the heterogeneous characteristics of soils, care should be taken in interpolating or extrapolating subsurface conditions between or beyond the exploratory test pit. Seasonal fluctuations in groundwater conditions may also occur. 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our site exploration, laboratory testing, and engineering analyses, it is our opinion that the proposed site may be improved as envisioned. Specific recommendations for the proposed improvements are presented in the following sections of this report. 5.1 Flexible Pavement The flexible pavement evaluation was performed using the Gravel Equivalence (GE) method. In our evaluation we analyzed three classifications of roadways; local and collector roadways and private commercial drive aisles. The results of our analysis indicated a minimum design GE of 1.69 feet (20 year design life) for the local road section, a minimum GE of 1.97 feet for the collector road section, and a minimum GE of 1.83 for the private commercial drive aisles. In general,the thickness of the asphalt pavement is predominantly controlled by the traffic and the thickness of the base and sub-base layers is predominantly controlled by the subgrade conditions. The total thickness analysis was developed based on an R-value of the subgrade soil and traffic data recommended by ACHD and traffic of no more than 10 commercial vehicles per day in the GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 INNOVATE GEOTECHNICAL Page 6 of 7 private commercial drive aisle section. The results of the R value testing performed from a sample in TP-3 indicate an R values of 12, which was used in our design. The flexible pavement design criteria are summarized in Table 2. TABLE 2-Flexible Pavement Design Criteria Design Characteristic Design Value Design Life 20 Years T.I.=6.0 (Local Roads) Traffic T.I.=7.0 (Collector Roads) T.I.=6.5 (Private Commercial Drive) Idaho Climatic Factor 1 Subgrade R-Value=12 Subbase R-Value=60 Untreated Base Course (UTBC)—W crushed aggregate R-Value=80 Asphalt 1.95:1.0 Substitution Ratios Base 1.10:1.0 Subbase 1.0:1.0 To meet the requirements of our analysis, the recommended total design pavement sections for the flexible pavement are presented in Table 3. TABLE 3-Flexible Pavement Sections Flexible Subbase Total Flexible Pavement Pavement Base Thickness Thickness Thickness Sections Thickness (inches) (inches) Local Roads 2.5 4 12 18.5 Collector Roads 3 6 12 21 Commercial Drive 3 4 12 19 Aisles 6.0 QUALITY CONTROL Our recommendations in this report are based on the assumption that adequate quality control testing and observations will be conducted during construction to verify compliance. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 INNOVATE GEOTECHNICAL Page 7 of 7 7.0 LIMITATIONS The recommendations provided herein were developed by evaluating the information obtained from the subsurface investigation and our experience in the area. The exploration data reflects the subsurface conditions only at the specific locations at the particular time designated on the logs. Soil and ground water conditions may differ from conditions encountered at the actual exploration locations.The nature and extent of any variation in the explorations may not become evident until during the course of construction. If variations do appear, it may become necessary to re-evaluate the recommendations of this report after we have observed the variation. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties, either expressed or implied. 8.0 REFERENCES Drainage and Stormwater Management, Ada County Highway District ASTM, American Society for Testing and Materials Asphalt Institute. The Asphalt Handbook. Manual Series No. 4 (MS-4) 1989 edition. Idaho Standards for Public Works Construction 2017 Edition. Idaho Transportation Department— Materials Manual (January 2015) Fundamentals of Geotechnical Analysis— Dunn, Anderson, and Kiefer (1980) Essentials of Soil Mechanics and Foundations— David F. McCarthy (2007) GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 - •-ram '. _ w QuLegend enzer Development Meridian .tom` �_' :.Z- {7�•���, ry .y .!-i• � .a ir 11�S�liia_Y:2 _ i SITE • --4 � _ - �� .. ���.:� .:�- ;,. � -the �. fw -'. �" _ - �f:'`r ,�'.•S+a-`_ -..I �•�`�� _� Approximate Site • • mrn INNOVATE Quenzer Development SIOTEEHNIEk •. • •- Figure: Vicinity • • Brighton Meridian, •. • Brighton QUenzer eM y Legend '4 Q 43°38'29.66"N.116'26'37.21TV Site Map F � 43°38'32.75"N,116°27'3.25"W L� 43°38'33.53"N,116°27'9.94"W •• � � L] 43°38'35.25"N,116°27'11.94"W _ - I] 43°38'37.26"N,116°27'4.89"W l� 43°38'38.66"N,116°26'37.56"W Q 43°38'38.93"N,116°27'12.15"W 43°38'41.48"N,116°26'S3.92"W H e I • • ■og ®Approximate Test Pit Location Li min INNOVATE Quenzer Development GEDTECHNICAL Date: 10-Dec-19 Figure: Site Map Proj: 319032 Owner: Brighton 2 Locations are Approximate Client: Brighton mEn INNnVATE GEHTECHNICAE Appendix A UNIFIED SOIL CLASSIFICATION SYSTEM FIELD IDENTIFICATION PROEDURES Graphic Letter Symbol Symbol Typical Descriptions Gravels Clean Gravels Wide range of grain size and substantial amounts of all G W Well graded gravels,gravel-sand mixtures, intermediate particle sizes. little or no fines More than half of coarse Predominantly one size of a range of sizes with some �O P Poorly graded gravels,gravel-sand mixtures, fraction is larger than a No. (little or no fines) a sieve size intermediate sizes missing. little or no fines Coarse Grained Soils Gravel with Fines Non-plastic fines(for identification procedures see ML GM Silty Gravels,poorly graded gravel-sand-silt orvisualaifiuss below) mixtures. the 1/4"sizee may b bee used as equivalent to the No.4 slave size (appreciable amount plastic fines(for identification procedures see CL below). GC Clayey gravels,poorly graded gravel-sand- of fines) clay mixtures Morethan half of material is larger Sands Wide range of grain size and substantial amounts of all Well graded sands,gravelly sands,little or than No.200 sieve size Clean Sands intermediate particle sizes. W no fines More than half of coarse fraction is smaller than a Predominantly one size of a range of sizes with some Poorly graded sands,gravelly sands,little or No.4 sieve size (little or no fines) intermediate sizes missing. P no fines Non-plastic fines(for identification procedures see ML (The No.200 sieve size is about the (for visual classifications Sands with Fines SM Silty sands,poorly graded sand-silt mixtures below) mallest particle visible to the naked the 1/4"size maybe used eye) as equivalent to the No.4 sieve size (appreciable amount plastic fines(for identification procedures see CL below). SC Clayey sands,poorly graded sand-clay of fines) mixtures IDENTIFICATION PROCEDURES ON FRACTION SMALLER THAN NO.4 SIEVE SIZE Dry strength(Crushing Dila[ancy(Reaction to Toughness(Consistency Characteristics) shaking) ear plastic limit) Inorganic silts and very fine sands,rock flour, Silts and Clays None to Slight Quick to slow None ML silty or clayey fine sand with slight plasticity Fine Grained Medium to High None to Very Slow Medium CL Inorganic clays of low to medium plasticity, Soils Liquid limit less than 50 gravelly clays,sandy clays,silty clays,lean clays Organic silts and organic silt-class of low Slight to Medium slow slight O L plasticity Less than half of material is larger Slight to Medium slowronone Slight to Medium MH Inorganic silts,micaceous or diatomaceous fine than No.200 sieve size Silts and Clays sandy or silty soils,elastic silts (The No.200 sieve size is about the High to Very High None High CH Inorganic clays of high plasticity,fat clays smallest particle visible to the naked Liquid limit greater than 50 eye) Medium to High j None to very slow j Slight to Medium OH Organic clays of medium to high plasticity High Organic Soils PT Peat and other highly organic soils ............... 1.)Boundary Classifications:Soils possessing characteristics of two groups are designated by combinations of group symbols. For example GW-GC,well graded gravel-sand mixture with clay binder 2.)All sieve sizes on this chart are U.S.standard. General Notes Modifiers Moisture Content 1.)ln general,Unified Soil Classification Designation presented on the logs were evaluated Fine-Grained Soils Coarse-Grained Soils Description: Criteria by visual methods only.Therefore,actual designations(based on laboratory testing)may Dry Absence of moisture,dusty,dry to the touch differ. Granular Portion Granular Portion Fine Grained Portion Damp Apparent Moisture,but below optimum Description % Description % Description um Moist Damp,no visible water;at or near optim moisture 2.)Lines separating strata on the logs represent approximate boundaries only actual Very Moist Above optimum moisture content transitio may be gradual Traze 5-1$ Trace 5-1$ Trace 0-5 Wet well above optimum moisture content 3.)Logs represent general soil conditions observed at the point of exploration on the date With 15-30 With >15 With 5-12 Cementation indicates Des�ri non: criteria Use Modifier >30 Use Modifier >12 11��' eakly Crumbles orbreakswithhandlingofslightfingerpressure .)No warranty is provided as to the continuity of soil conditions between individual ample locations. Coarse-Grained soils with 5 to 12%fines require dual symbols Moderately Crumbles or breaks with considerable finger pressure trongly Will not crumble or break with finer Pressure Coarse Grained Soils Log Key Symbols Apparen[Density SPT(blows/ft) (%I Relative Density Field ten Water level Bulk/Bag Sample - (after completion) Very Loose <4 0-15 Easily penetrated with 1/2"reinforcing rod pushed by hand Loose 4-10 15-35 Difficult to penetrate with 1/2"reinforcing rod pushed by hand Standard Water level Medium Dense 10-30 3$-65 Easily penetrated a foot with 1/2"reinforcing rod driven by a 5lb.hammer Penetration Split (where first encountered) Dense 30-50 65-85 Difficult to penetrate a foot with 1/2"reinforcing rod driven by a 5 lb.hammer MSpoon Sampler Very Dense >50 8$-100 Penetrated only a few inches with 1/2"reinforcing rod driven by a 5 lb.hammer M2"0Penetration Stratification Split Spoon Sampler Description Thickness Fine Grained Soils Seam 1/16-1/2" Torvane Pocket Penetrometer Layer 1/2-12" Consisten'y SPT(blows/ft) Undrained shear Unconfinedcompressive Field rest Shelby Tube Occasional one or less per foot strength(tsf) strength(.. of thickness Frequent foot of thickness Very Soft f2 <0,125 <0,2$ Easily penetrated several inches by thumb.Squeezes through fingers Soft 2-4 0.125-0.25 0.25-0.5 Easily penetrated 1"by thumb.Molded by light finger pressure Ring Sample Firm 4-B 0.25-0.5 0.5-1.0 Penetrated over 1/2"by thumb with slight effort.Molded by strong finger pressur L Stiff 8-15 0.$-1.0 1.0-2.0 Indented about 1/2"by thumb but penetrated only with great effort Very Stiff 15-30 1.0-2.0 2.0-4.0 Readily indented by thumbnail No Recovery it Hard >30 >2.0 >4.0 Indented with difficulty bythumbnail (..L_ Quenzer Development Test Pit Log TP- 1 Meridian,ID Excavation Type: Backhoe Total Depth: 8.5' Date: 20-Nov-2019 Approx.43°38'38.66"N,116°26'37.56"W Job#: 319032 a= ows Gr Atterberg Q o Soil Description y ift.cN� a o o � LL. PI 0.5 0'- 1': Brown Silty Sand (SM), medium 1.o dense, moist 1.5 i 21.8 77 1'-2.75': Brown Lean Clay with Sand (CL), 2'0 stiff, moist 2.s 3.0 3.s 2.75'-5': Brown Clayey Sand (SC), medium dense, moist — 4.0 4.5 some cementation 5.0 s.s 5'-8.5': Brown Poorly Graded Sand with Gravel (SP), medium dense, moist to wet ' 6.6 21 76 3 6.0 6.s 7.0 7.5 8.0 8.5 9 0 Terminated at 8.5 feet. 9.s 10.0 Remarks: 1. Groundwater was observed at 6.5 feet. Figure: 2. Piezometer installed,6stalled to 8.5 teet. INNOVATE Excavated By: Inselman — I U L UGkDIEUHNIL'AL Logged By: Seth Olsen A2 Quenzer Development Test Pit Log TP-2 Meridian,ID Excavation Type: Backhoe Total Depth: 10.5' Date: 20-Nov-2019 Approx.43°38'41.48"N,116°26'53.92"W Job#: 319032 U a= Blows Gr Atterberg Q o Soil Description y ift.cN� a o v V `° o N LL. PI 0.5 0'- 1': Brown Silty Sand (SM), medium 1.o dense, moist 1.5 1'-3.25': Brown Lean Clay with Sand (CL), i 19.9 71 2 o stiff, moist 2.s slight cementation below 2' 3.0 3.5 —•—•—•—•—•—•—•—•—•—•—•—•—•—•—•—•--------- 4.0 3.25'-5': Brown Clayey Sand (SC), medium dense, moist, moderate cementation 4.5 5.0 5.5 5'- 10.5': Brown Poorly Graded Gravel with Sand (GP), medium dense, moist-wet 6.0 6.5 70 Cobbles to 8 inches 7.5 0 s.0 8.5 9.0 9.5 10.0 10.5 11.0 Terminated at 10.5 feet. 11.5 Remarks: 1. Groundwater was observed at 7.5 feet. Figure: 2. Piezometer installed,6stalled to 9.5 teet. INNOVATE Excavated By: Inselman — I U L UGkl]1kL'HHIL'AL Logged By: Seth Olsen A3 Quenzer Development Test Pit Log TP-3 Meridian,ID Excavation Type: Backhoe Total Depth: 9.5' Date: 20-Nov-2019 Approx.43°38'37.26"N,116°27'4.89"W Job#: 319032 a= Blows Gr Atterberg Q o Soil Description y ift.cNi a o v V `° o N LL. PI 0.5 0'-3': Brown Lean Clay with Sand (CL),firm, 1.o moist 1.s 2.o Bulk Sample from 1.5-2 feet 12 2.s 3.0 3.5 4.0 3'-6': Brown Clayey Sand (SC), medium dense, moist, some cementation 4.5 5.0 5.5 6.0 6.5 6'-7': Brown Poorly Graded Sand (GP)0 19.2 9 90 1 7.0 medium dense, moist-wet 7.5 7'-9.5': Brown Poorly Graded Gravel with s.0 Sand (GP), medium dense, wet 8.s 9.0 Cobbles to 8 inches 9.s 10.o Terminated at 9.5 feet. 10.5 11.0 11.s Remarks: 1. Groundwater was observed at 6.5 feet. Figure: 2. Piezometer installed,6stalled to 9 teet. INNOVATE Excavated By: Inselman I U L UGkDIEUHNIL'AL Logged By: Seth Olsen A-4 Quenzer Development Test Pit Log TP-4 Meridian,ID Excavation Type: Backhoe Total Depth: 7' Date: 20-Nov-2019 Approx.43°38'38.93"N,116°27'12.15"W Job#: 319032 V Blows Gr Atterberg Q o Soil Description - ift.cNi a oc N LL. PI 0.5 0'- 1': Brown Silty Sand (SM), medium 1.o dense, moist ------------ 1.s 1'-2.5': Brown Lean Clay with Sand (CL), 2.o firm, moist 2.s 3.0 2.5'-7': Well Graded Gravel with Sand 3.5 (GW), medium dense, moist to wet 5.3 73 26 1 4.0 4.5 5.0 Cobbles to 12 inches 5.5 6.0 6.5 7.0 7.s Terminated at 7 feet. 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 Remarks: 1. Groundwater was observed at 4.5 feet. Figure: 2. Piezometer installed,6stalled to 7 teet. INNOVATE Excavated By: Inselm an I U L UGkl]1kL'HHIL'AL Logged By: Seth Olsen A- 5 Quenzer Development Test Pit Log TP-5 Meridian,ID Excavation Type: Backhoe Total Depth: 6' Date: 20-Nov-2019 Approx.43°38'35.25"N,116°27'11.94"W Job#: 319032 V Blows Gr Atterberg Q o Soil Description - ift.cN� a oc N LL. PI 0.5 - 0'-2': Brown Silty Sand with Gravel (SM), 1.0 medium dense, moist 18.0 1.5 2.0 2.5 2'-3.5': Brown Silty Gravel with Sand (GM), 3.0 medium dense, moist t0 wet 9.9 56 23 21 3.5 4.0 3.5'-6': Poorly Graded Gravel with Sand (GP), medium dense, wet 4.5 5.0 Cobbles to 10 inches 5.5 6.0 6.5 Terminated at 6 feet. 7.0 7.5 s.o 8.s 9.0 9.5 10.0 10.5 11.0 11.5 Remarks: 1. Groundwater was observed at 3 feet. Figure: 2. Piezometer installed,6stalled to 6 teet. INNOVATE Excavated By: Inselman I U L UGkl]1kL'HHIL'AL Logged By: Seth Olsen A-6 Quenzer Development Test Pit Log TP-6 Meridian,ID Excavation Type: Backhoe Total Depth: 6.5' Date: 20-Nov-2019 Approx.43°38'33.53"N,116°27'9.94"W Job#: 319032 U a= Blows Gr Atterberg Q o Soil Description y ift.cNi a o v V `° o N LL. PI 0.5 0'- 1.75': Brown Silt(MIL), stiff, moist 1.0 21.5 8 1.s 2.0 .......................................... 1.75'-6.5': Brown Poorly Graded Gravel 2.5 with Sand (GP), medium dense, moist-wet 3.0 3.5 4.0 4.5 5.0 Cobbles to 12 inches 5.5 6.0 6.5 70 Terminated at 6.5 feet. 7.5 s.o 8.5 9.0 9.5 10.0 10.5 11.0 11.s Remarks: 1. Groundwater was observed at 4.5 feet. Figure: 2. Piezometer installed,6stalled to 6.5 teet. INNOVATE Excavated By: Inselm an - I U L UGkl]1kL'HHIL'AL Logged By: Seth Olsen A7 Quenzer Development Test Pit Log TP-7 Meridian,ID Excavation Type: Backhoe Total Depth: 8' Date: 20-Nov-2019 Approx.43°38'32.75"N,116°27'3.25"W Job#: 319032 U a) = Blows Gr Atterberg Q o Soil Description y= ft.iN' a o v V `° � c a o 0 N LL. PI 0.5 0'-2.25': Brown Silty Sand (SM), medium 1.o dense, moist 1.s 2.0 2.s _._._._._._._._._._._._._._._._._._._._._ 10.1 as 2.25'-8': Brown Poorly Graded Gravel with 3.o Sand (GP), medium dense, moist-wet 3.5 4.o Cobbles to 8 inches 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 Terminated at 8 feet. 9.0 9.5 10.0 10.5 11.0 11.5 Remarks: 1.)Groundwater was observed at 6 feet. Figure: 2.)Piezometer installed to 8 feet. INNOVATE Excavated By: Inselm an — I U L UGkl]1kL'HHIL'AL Logged By: Seth Olsen A8 Quenzer Development Test Pit Log TP-8 Meridian,ID Excavation Type: Backhoe Total Depth: 11.5' Date: 20-Nov-2019 Approx.43°38'28.66"N,116°26'37.21"W Job#: 319032 U a= Blows Gr Atterberg Q o Soil Description y= ft.(N' a o v V `° o N LL. PI 0.5 0'-T: Brown Silty Sand (SM), medium 1.o dense, moist 1.s 2.0 2.5 3.0 3.5 T-4.5': Brown Poorly Graded Sand with Silt 4.0 (SP-SM), medium dense, moist 4.5 5.0 4.5'-8': Brown Poorly Graded Sand (SP), 5.5 medium dense, moist 6.0 6.5 7.0 7.5 8 ---------------------------------------- .0 8.5 12.7 44 39 17 9.0 8'- 115: Brown Silty Gravel with Sand 9 5 (GM), medium dense, wet 10.0 10.5 Cobbles to 12 inches 11.0 11.s Terminated at 11.5 feet. Remarks: 1.)Groundwater was observed at 8.5 feet. Figure: 2.)Piezometer installed to 11.5 feet. INNOVATE Excavated By: Inselman I U L UGkl]1kL'HHIL'AL Logged By: Seth Olsen A- 9 mEn INNnVATE GEHTECHNICAE Appendix B U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 w } 60 m (D z 50 Q � a 40 z w U 30 w a 20 ` 10 0 -4, .7 X.. .-a - — EJ --Lid 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE ---------------------------------------------------------------------------------------------------------------- • Moisture INNOVATE Quenzer Development Boring/ , GECTECHNICAL TP-1 1.5 21.8 - - 77 CL Lean Clay with Sand Date: Sieve Analysis 12/9/2019 ❑ TP-1 5.5 6.6 21 76 3 SIP Poorly Graded Sand with Gravel Results Figure: . TP-2 1 19.9 - - 71 CL Lean Clay with Sand Project: B - 1 X TP-3 6.5 9.2 9 90 1 SIPPoorly Graded Sand Meridian, 319032 • TP-4 3 5.3 73 26 1 GW Well Graded Gravel with Sand Idaho Client: Brighton Corp. U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 w } 60 m 0 ❑ z 50 U) a 40 z w 0 30 ` w a 20 10 0 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE ---------------------------------------------------------------------------------------------------------------- INNOVATE Quenzer Development Boring/ Depth Content Gravel Sand Fines USCS H] Ell Symbol Test Pit M) M Class Soil Classification I U L U GECTECHNICAL Date: TP-5 1 18.0 - - 47 SM Silty Sand Sieve Analysis 12/9/2019 ❑ TP-5 3 9.9 56 23 21 GM Silty Gravel with Sand Results Figure: . TP-6 1.5 21.5 - - 84 ML Silt Project: B -2 X TP-7 2.5 10.1 53 45 2.3 GP Poorly Graded Gravel with Sand Meridian 319032 • TP-8 8.5 12.7 44 39 17 GM Silty Gravel with Sand Idaho Client: Brighton Corp. 60 XX O 50 ' _ � G LU ' 40Oz z ; U H <J 30 '' � ' OV00, 0 20 G MH or OH 10 CL'.-ML ML r OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT(ILL) Sample Liquid Plastic USCS I N N EIVATE Quenzer Development Symbol Location Plasticity iu - GEGTEEHNIEAL Date: TP-5 1 NV NP NV SM Silty Sand Atterberg 12/9/2019 Figure: Limits Results ❑ TP-6 1.5 NV NP NV ML Silt Project: Meridian, 319032 B -3 Idaho Client: Brighton Corp *Based on Sieve Analysis Results American Geotechnics A M E R I C A N 5260 Chinden Blvd. Boise, Idaho 83714 Phone:(208) 658-8700 J J Fax: (208) 658-8703 T E C H N I C S Report To: Innovate Geotechnical Report Date: 12/2/2019 Project: Quenzer Date Sampled: 11/20/2019 Project No.: 02787.30 Date Received: 11/20/2019 Sample ID: TP-3, Bulk; 1.5'-2.0' Tested By: HL Soil Description: Sandy Lean Clay(CL) Lab Number: 19-0790 R-VALU E IDAHO T-8 Point 1 Point 2 Point 3 Drainage Description Zero Zero Zero R-Value @ 200 PSI Dry Density, PCF 104.4 106.1 108.6 Exudation Pressure Moisture Content, % 20.1 19.0 17.9 Exudation, PSI 159 273 377 12 R-Value (Corrected) 8 20 42 Expansion, PSI 0.00 0.31 0.99 200 PSI -6 R-Value Expansion 4.00 9000 Gradation: AASHTO T-11, T-27 Screen % Passing %Passing 8000 Sizes As Received As Tested 4" 3.00 7000 3 a 2„ m 6000 —J 3/4" 2.00 5000 J a o 1/2" c — ° f0 3/8" 4000 a w No. 4 100 100 w 1.00 3000 No. 8 No. 16 2000 No. 30 12 No. 50 0.00 1000 No. 100 90 80 70 60 50 40 30 20 10 0 No. 200 R-Value(Corrected) "This report covers only material as represented by this sample and does not necessarily cover all soils from this layer or source. Reviewed By: Travis Thomsen Ir INNOVATE G L 0 GEOTECHNICAL MID-SEASON GROUNDWATER REPORT- QUENZER PROPERTY (NRS, 7/7/2020) i Consultinq, Soil Evaluations & Data Collection I14RLEYR NOE Phone: 208.850.4926 July 7, 2020 Fay: 208.939-8602 Mr Jon Wardle Brighton Corporation 2929 W. Navigator Drive Suite 400 Meridian, ID 83642 RE: 2020 mid-season groundwater report— Quenzer property I have completed groundwater monitoring for the first half of the irrigation season on your Quenzer site located on Black Cat Road south of McMillan Road. Attached is the data sheet for the first 14 readings. It was requested I collect data starting in November 2019 which is included on the spreadsheet. Also attached is a map of the site showing GPS locations of the currently existing piezometers. Notice the background values up through April I01h remain low and an upward trend begins on the April 241 readings. The irrigation water was turned into the canals in the first week of April. Then a general upward trend which are currently remaining quite high. This entire parcel is planted to wheat that will be harvested late this month. The farmer informed me they completed their final irrigation on July 3, my last recorded value. I would expect levels to peak in August or early September and then flatten out the remainder of the summer. 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 on my 2020 findings. Should you have need for interim data, please feel free to contact me by e- mai ,-. �a e- HARLEY R. NOE Professional Soil Scientist cc w/attachments via e-mail: Kameron Nauahi, Brighton Corporation 5740 N. APPLEBROOh Wa 1, BOME,Io.4'o 83713 Que zer 201�-2 20 Mid-Year GW Monitoring Ali readings are depth below ground level in inches Hole TP Bottom 1V20 Number number Depth at dig 11123 12126 1131 2/13 2127 3/13 3/26 4110 4/24 518 5124 615 6120 713 1-1 9 TP1 101 78 - - 88 86 86 88 89 90 74 42 43 11 42 45 35 2-19 TP2 11s 90 92 - 102 98 98 102 102 103 89 67 60 56 58 39 3-19 TP3 108 78 97 f5963 104 104 106 106 106 81 65 72 67 76 66 4-19 TP4 81 54 54 62 65 65 68 68 46 45 42 37 39 33 5-19 TP5 72 36 37 43 43 44 47 49 50 51 32 25 29 13 29 25 6-19 TP6 79 54 - 57 56 57 59 60 61 61 43 36 42 NA 46 45 7-19 TP7 98 72 81 82 86 84 85 85 86 87 74 52 56 50 66 54 8-19 TP8 139 102 - 89 94 88 89 �T8787 65 64 54 68 41 MINUS value is measured from top of pipe to ground level. BOTTOM DEPTH is value from ground surface to bottom of pipe in test pit 3126-free water around 5-19 apparently from the sewer lift station operation 4124-Irr started about 3 to 5 days ago. Shows impact of irr and ditch losses 615-ponded wastewater around pipe o@7 6-19. Could not access.Ponding around 5-19 6120-No irrigation on any part of parcel Was watered 3 days ago. 713-!rr just ending on grain. This is last irr as per farmer q � , �. ....r .. _ _ ,rrR ., n `I E• I�€ J yN i„'} vyk M.N. H -YE2gA ' t S4'yA R}��3i 48 6 �..w. d=•,L 5-[ ��y-r-�� #mil f 5 n � � �F 1 -T 1 .._�_,_ V .YnYr6re Wmsw.•n*xexr-....�.�. _ - ..•�..—. .. � m o 4