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CC - Storm Drainage Report Prepared For: Hill's Century Farm North Subdivision No. 2 Brighton Development, Inc. & ACHD Meridian, Idaho Storm Drainage Report SS\pNAL fNG ��CENS, iy Digitally signed by Lachlin C Kinsella, P.E. 6860 Date:2020.05.08 P 5/8/20 Q 10:18:10-06'00' F 0 /N C. Y, Prepared By: Lachlin Kinsella, P.E. Project Manager KM Engineering, LLP 9233 West State Street Boise, I D 83714 208.639.6939 Ikinsella@kmengllp.com 1CM May 2020 Project No: 20-031 TABLE OF CONTENTS Introduction ................................................................................................................................. 1 ProjectDescription ...................................................................................................................... 1 SiteDescription............................................................................................................................... 1 Scopeand Methods ...................................................................................................................... 1 Existing Drainage Conditions .......................................................................................................... 1 Proposed Drainage Conditions and Analysis .................................................................................. 1 DiversionBoxes............................................................................................................................... 2 Inletand Gutter Capacities............................................................................................................. 2 SeepageBeds.................................................................................................................................. 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 Seepage Bed Calculations Infiltration Basin Calculations Borrow Ditch Calculations Appendix D - Geotechnical Engineering Report Limited Geotechnical Engineering Report Hill's Century Farm North Subdivision (MTI, 01/21/2020) INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Hill's Century Farm North Subdivision No. 2 (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 second phase of a subdivision that includes 134 residential lots, 1 antenna lot and 18 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. SITE DESCRIPTION The Project site is located along S. Eagle Rd., south of E. Amity Rd. in Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed Project area is 30.63 acres. SCOPE AND METHODS The Rational Method is the standard method for small catchments and was used to calculate pre-development and post-development peak runoff rates and runoff volumes. The Rational Method provided in the 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 diversion structures, inlets and gutters, infiltration basins, borrow ditches, and seepage beds were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre-project watershed consists of primarily agricultural land and is currently irrigated through open channels. The flow path for the existing drainage basin involves overland sheet flow from east to west. There are no existing storm drainage facilities in place to reduce the peak runoff volumes. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of diversion structures, inlets and gutters, infiltration basins, borrow ditches, and seepage beds. The post-development site was broken into 29 basins as shown in Appendix A, Figure 2 - Post-Development Drainage Map. For land use type and runoff coefficients (0.1 — open space, .95—impervious,0.40—lots)for each basin, refer to ACHD calculations in Appendix C. Each basin was delineated according to the tributary area draining to each drainage structure or facility such as gutter, catch basin inlet, etc. For individual sub-basin peak 1 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. The pipe network conveys the storm water to either the seepage bed or infiltration basin facilities. DIVERSION BOXES The diversion boxes should be built per the detail on the civil construction plans and includes a concrete weir within the vault. The weir has been designed to divert the lower flows to the water quality side of the seepage bed. Once the water quality side of the seepage bed is full, the higher flows will be routed over the weir system to the bypass side of the seepage bed. INLET AND GUTTER CAPACITIES The catch basin inlets should be built per the details shown on the civil construction plans. There is a total of twenty-four (24) inlets, one for each drainage basin where storm water is routed to a seepage bed. Based on our calculations, all inlets will require either a single or double sump grate inlet to intercept the flows. The gutter capacity of the proposed roadways was verified to ensure that overtopping of the curb would not occur in the 25-year and 100-year storm event (refer to Appendix C— Inlet and Gutter Capacities). SEEPAGE BEDS The Project includes eight (8) lined seepage beds (SB#1-#8) with vertical sand filters that should be built per the details shown on the civil construction plans. Based on our calculations,the seepage bed is adequately sized to ensure that no ponding occurs on the surface and that the volumes required to retain the 100-year storm event are met. The invert elevation of the seepage beds are set above the estimated high groundwater, 8.1 feet below existing ground surface, level based on the "Limited Geotechnical Engineering Report- Hill's Century Farm North Subdivision" prepared by MTI dated January 21, 2020. Once the sizes of the seepage beds were calculated, the times necessary for 90% of the 100-year storm events to be infiltrated into the ground was calculated at less than 48 hours for each of the seepage beds. The design infiltration rate is based on the "Limited Geotechnical Engineering Report-Hill's Century Farm North Subdivision" prepared by MTI dated January 21, 2020. 2 The calculations included with this report show the volumes that are required to be retained for the 100-year storm and the drain time through the bottom of the seepage beds, refer to Appendix B—Tables and Appendix C—Seepage Bed Calculations. INFILTRATION BASINS The infiltration basins (Pond #1, #2) should be built per the details shown on the civil construction plans with a minimum of 0.5' freeboard. The ponds have been adequately sized to ensure that no ponding occurs on the surface and to retain the 100-year, -hour storm event volume. Pond #1 includes one seepage bed as a pretreatment facility, that has been sized at a minimum of 10% of the total 100-year runoff volume. Once the seepage bed is full the stormwater runoff should be routed through the bypass system to the primary basin. The "Limited Geotechnical Engineering Report- Hill's Century Farm North Subdivision" by MTI recommends an infiltration rate of 8 inches/hour for poorly graded sand sediments. Please refer to the infiltration basin calculations in Appendix C for additional information. BORROW DITCHES The project includes (3) borrow ditches that should be built per the detail shown on the civil construction plans and includes storm water runoff from a portion of the S. Eagle Rd. widening. 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 seepage beds and infiltration basins. 3 APPENDIX A - FIGURES u E.AMITY RD. u MERIDIAN, IDAHO W J LOCATION MAP w E.TACONIC FFFFH PROJECT VICINITY MAP a 0 a O r t� 3 0 0 N O N n Q N C Q 0 O N 3 0 2000 4000 6000 0 a Plan Scale: 1" = 2000' Z E N G I N E E R I N G mo 9233 WEST STATESTREET o BOISE,IDAHO83714 PHONE(2083)639-6939 HILL'S CENTURY FARM NORTH SUBDIVISION NO. 2 kmengllp.com MERIDIAN, IDAHO DATE: MAY 2020 PROJECT: 20-031 m SHEET: VICINITY MAP 0 a 1 OF 1 DRAINAGE LEGEND DESIGN POINTS 0 ® A BASIN DESIGNATION 1. INLET#1 2. INLET#2 0 60 120 180 2.5 AREA IN ACRES 3. INLET#3 4. INLET#4 Plan Scale:1"=60- A 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 18.INLET#18 19.INLET#19 20.INLET#20 LR �1 - - - - - � - � 22NNET#22 I I \ 23 22 23.INLET#23 24.SEEPAGE BED#1 IIII I / SEEP>/� 26.SEEPAGE BED#3 ES X_X 24 N N Na, 27.SEEPAGE BED#4 28.SEEPAGE BED#5 29.SEEPAGE BED#6 30.SEEPAGE BED#7 31.SEEPAGE BED#8 - 4 32.POND#1 Z A 1 33.POND#2 0 34.BORROW DITCH 1 N ,_ � I-2N Iit - I t� -1 35.BORROW DITCH#2 W '�F' I I L 0.18 0.21 36.BORROW DITCH#3 0C I I s p I m 1 I I 268E _ 2652 ,z6g3 W.DALRYMPLE LN „68" n8F ,FS"' 26g1 ry6O II L A-7 i0.24 0.13 T 36 4 A-1 �i 5 072 _1 xlw I 6 !)T4 z Oj III i A-] 2684 �68s 4� 06 M 84 8 N II - Covr �I J 8 E.HILL PARK LN. 6$g I Z II K a z I Ila i0.20 IFjA-8 0,94 A b - 2 N d 35 A-6 0./9 / / F-2 19 0.50 / > W / a o I2 N '' I a II jw it II II �� III V) a o w zCr w o.Tc \ I \ III Q ui 0 26 I II > o0 32 \ I z V) ,.h v I I II w o II I 26g3 g8 2684 W.MACUMBO LN. "685 ti III I I �I � I I I I III J III ;D 36 I I I I = o \ I I I /�III p , 2682 P z0 I 34 v III I I �ss I I I I I / u III I 'I I II I I I� I� D IIIhI i i"�� II I I IMIII V) IJI� I D-, "� I I Ijll �I I I I 2684 W.ROCKHAMPTON ST. 2685 0.64 2686 W,ROCKHAMPTON CT. - 4 II u I1I , I \ o 1� III E ��a N II ENGINEERING LL II Y N D-2 1 " \ 9233 WEST STATE STREET �W ROCKHAMPTON ST. 054 26g3 e3 I BOISE,IDAH083714 O a ON IA I \ PHONE(208)639-6939 k-gllp.cam z 2 / I _E J - 27 N / I 1 I I DESIGN BV: LCK } _ ��J- a -2686- DRAWN BY: LCK/SRM 1 I I 2 0 /\ N� ! r z A `_ / II I CHECKED BY LCK a DATE: MAY 2020 z 2685- PROIELT: 20-031 - - - - - - - - - - J I I� \ -= SHEET NO. 9 Lu a SHEET NOTES SHEET NOTES KEYNOTES A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGN 1. SB #1 SEE SEEPAGE BED DETAIL #2 ON SHEET C4.3 �Sg\ONAL fyG� NOTES. ENGINEER AND ACHD. (831 x 11.5'W x 3.5' D) F \CENSFO �n 0 40 80 120 B. SEE SHEETS C4.2 - C4.3 FOR STORM WATER DETAILS. I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM 2 SB #2 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN (541 x 26.5'W x 4.O'D) 6860 C. THE DESIGN INFILTRATION RATES AND APPROXIMATE MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER 517120 Plan Scale: 1 =40 GROUNDWATER ELEVATIONS ARE BASED ON THE "LIMITED PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH GEOTECHNICAL ENGINEERING REPORT - HILL'S CENTURY SECTION 8018 OF THE ACHD DEVELOPMENT POLICY 3. SB #5 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 -y 9T P \vj FARM NORTH SUBDIVISION" PREPARED BY MTI, DATED MANUAL AND ISPWC SD-623. (571 x 16.5'W x 4.0'D) � F OF JANUARY 21, 2020. THE APPROXIMATE GROUNDWATER ��/�/ C. ELEVATION DEPTH BELOW EXISTING GROUND IS J. FOR UTILITY CROSSINGS AT SEEPAGE BED LOCATIONS, 4. SB #6 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 APPROXIMATELY 7.5' OR GREATER. THE CONTRACTOR SHALL CONFORM TO THE STANDARDS (641 x 16.5'W x 4.0'D) SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF D. PROVIDE WATER-TIGHT SEALS AT PIPING THE ACHD STORMWATER GUIDELINES. 5. INSTALL GROUND WATER OBSERVATION WELL PER ACHD ENTRANCES/EXITS FOR CATCH BASINS, DIVERSION BOXES, SD-627, SHEET C4.2. INSTALL WITHIN THE INFILTRATION AND MANHOLES. K. INSTALL STORM DRAIN MANHOLES PER ACHD BED 5' FROM THE END AND OUTSIDE OF BED A SUPPLEMENTAL DETAIL SD-611 WITH REINFORCED MINIMUM OF 50' FROM THE PERIMETER OF THE BED. E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE CONCRETE REDUCER SLAB IN PLACE OF ECCENTRIC CONE COVER OVER PIPE IS LESS THAN 2 FEET. OUTSIDE OF SECTION. ALL MANHOLES SHALL BE HS-25 RATED. ROW OR WHERE COVER IS GREATER THAN 2 FEET THE 6. INSTALL INFILTRATION BASIN POND #1 PER SHEET C4.3. STORM PIPE SHALL BE ADS N-12 HP PIPE OR L. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN AND 8200 OF THE 2017 ACHD POLICY MANUAL. w LESS THAN 5-FEET OF SEPARATION BETWEEN a STRUCTURES. M. THE BUILDING FINISH FLOOR ELEVATIONS SHALL BE 0 LOCATED ABOVE THE MAXIMUM GROUNDWATER SURFACE F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC ELEVATION PER THE INTERNATIONAL BUILDING CODE, STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. INTERNATIONAL RESIDENTIAL CODE, AND CITY OF MERIDIAN STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC REQUIREMENTS. RATED LIDS UNLESS OTHERWISE SPECIFIED. N. REFER TO THE CITY OF MERIDIAN DRAWING W7 AND G. THE CONTRACTOR SHALL COMPLY WITH ALL THE ACHD DRAWING DETAIL 7 FOR UTILITIES CROSSING REQUIREMENTS FOR STORM WATER DISCHARGE SEEPAGE BEDS. ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDES IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP PLAN PREPARED FOR THIS SITE, REGULAR SITE N INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE z SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN 0 THE NPDES GENERAL PERMIT. Lu cn Lu w 6"PI 6"PI 6"PI 6"P1 -6"PI "PI 6"PI 6"PI TOP TOP 6"PI 6"PI 6"PI 6"PI -6" I[-6"PI 6"PI 6"PI 6"PI "PI 6"PI 6"PI 6"PI T 6'PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI - � 1 5 96.0' 18" ADS N-12 HP 6"Pi s"PI s"PI x-x x x x a TOE TOE Q �,QQ% a� � 41 o a 6 I � � SDMH #7 � EG x x x CIF O I 39 48"0 SDMH FLAT TOP RIM:2681.08 EG EG EG L m I$ SUMP:2673.65 a I j INV IN:2676.50 18" (S) BLOCK 1 N 6"PI 6"PI 6"PI I INV IN:2676.75 15" (SW) 37 36 35 34 33 32 31 a INV OUT:2675.65 18 (N) O O O O O 30 29 28 27 26 25 24 23 22 21 33.3' 18" ADS N-12 HP v, °c ® 2.41% � � .,o INV OUT:2677.80 18" (NW) 40 INLET #8 -I - - I SDMH #4 INLET #2 ACHD SD-604A, TYPE IV 76.3' 15" ADS N-12 HP I 35.0' 18" ADS N-12 HP 48"0 SDMH FLAT TOP ACHD SD-604A, TYPE IV N RIM:2680.35 I a ® 0.80% N C� 0.41% I , RIM:2681.69 RIM:2682.22 SUMP:2676.35 I SDMH #5 SUMP:2675.57 SUMP:2678.22 INV OUT:2677.35 12" (S) �301 301 I 48"0 SDMH FLAT TOP INV IN:2677.82 15" (E) INV OUT:2679.22 12" (S) Q25=2.17cfs Q100=3.04cfs RIM:2681.02 INV IN:2677.82 15" (S) Q25=1.33cfs dot - dot - SUMP:2674.78 INV OUT:2677.57 18" (W) Q100=1.86cfs z 15.8' 12" ADS N-12 HP INV IN:2676.78 18" (E) 15.7' 12" ADS N-12 HP N 20.8' 12" ADS N-12 HP z ® 0.22% INV IN:2677.28 12' (S) ® 0.22% ® 0.22% O 42 INV OUT:2676.78 18" (N) 161.8' 15" ADS N-12 HP DIVERSION BOX #4 SDMH #6 38( a N n N L/F �� 0.69% �, RIM: 2686.48 (N) (/') N N N RIM: 2686.51 (S) � N - z 48"� SDMH FLAT TOP 1 W 12"W 12"W 12"W 12"W 12"W 12" 1 °W 2'W 12"W 12" 12"W 12"W ; 12"W 12°W 12"W 12°W 12"W "W giti ^ _ WEIR: 2684.11 > RIM:2680.62 �• LINV IN: 2682.71 12" (E) s w s W INLET #17 w s 8 _ Q SUMP:2675.06 SD 18"SD 15"SD 15' 15"g W. DALRYMPLE LN. L _ _ ACHD SD-601, TYPE I J INV IN:2677.31 12" (N) s 8"� 3 INV OUT: 2682.71 12" (W) INV IN:2677.31 12" (S) a o 8"s 8"s s"s d s"s �8"sue s"s 8"S 8' s"s "s "s a"s s"s RIM:2685.82 8"s s"s s 8"s 8"s 8" a °a ad F INV OUT: 2682.35 12" (S)I"s 8"S s SUMP:2681.76 s"s 8"S Co INV OUT:2677.06 15" (NE) INLET #4 129.5' 18" ADS N-12 1% ACHD SD-601, TYPE I SDMH #1 10.7' 12" ADS N-12 HP � Q 0.61% � fn85 � INV IN:2682.76 12" (E) 43 RIM:2681.20 �, 48"0 SDMH FLAT TOP 6.5' 12" ADS N-12 HP CC) 0.22% INV OUT:2682.76 12" (W) (� z �® 43.5' 15" ADS N-12 HPSUMP:2677.20 RIM:2682.48 @ 0.22% INLET 7 3 Q25=0.28cfs7 Q W # 5 © 0.21% d �a, INV OUT:2678.20 12" (W) SUMP:2676.93 ACHD SD-601, TYPE I Q25=0.76cfs INV IN:2679.18 12" (N) SDMH #13 Q 100=0.39cfs S RIM:2680.35 INLET #5 48"b SDMH FLAT TOP Q100=1.06cfs INV IN:2679.18 12" (S) I ^ W 62 84 ACHD SD-RIM: TYPE I RIM:2686.43 SUMP:2676.34 INV OUT:2678.93 15" (W) INV OUT:2677.34 12" (N) 45.0' 12" ADS N-12 HP RIM:2681.20 986 SUMP:2679.85 °0 INLET #16 z Q25=1.16cfs ® 1.70% SUMP:2677.20 10.7' 12" ADS N-12 HP ACHD SD-601, TYPE I 0 Q100=1.62cfs/ 12" ADS N-12 HP INV IN:2682.70 12" (E) RIM:2685.82 z 0 INV OUT:2678.20 12" (E) © 0 22% O O INV OUT:2681.85 18" (S) - O44 s Q25=0.77cfs2% 92 93 SUMP:2681.82 INLET #6 Q100=1.07cfs #3 87 88 89 I 90 I 91 # 94 95 96 g7 gg j INV OUT:2682.82 12" (W) 5 63 ACHD SD-603, TYPE III INLET 9 99 G �c 48"0 SDMH FLAT TOP INLET #1 000 00 Q25=0.78cfs RIM:2681.05 m ACHD SD-603, TYPE III cn ^-' Q100=1.08cfs N 5 83 RIM:2681.47 _ SUMP:2677.05 ei ACHD SD-601, TYPE RIM:2683.62 10.8' 12" ADS N-12 HPT 00 SUMP:2675.91 RIM:2682.22 Q W SUMP:2679.62 v v z I W 3 INV OUT:2678.05 12" (N) ® 0.32% INV IN:2678.16 12" (W) SUMP:2678.21 ( INV OUT:2680.62 12" (S) 68.9' 18" ADS ®102pHH� 2 ®0.22%" ADS N-12 HP LL C Q25=1.08cfs C INV IN:2678.16 12" S) INV OUT:2679.21 12" N) Q25_ Q100=1.51cfs W_ ( ) Q10012 58cfs 62.0' 12" ADS N-12 HP � INV IN:2678.16 12" E Q25=0.70cfs Q a Q100=0.98cfs I I � 11 86.0' 12" ADS N-12 HP-----' INV OUT:2677.91 15" (N) © 0 00% J 12 45 00 Z @ 0.53% ea @ 0. 12" ADS N-12 HP O J S_ 64 O ® 0.22% = 5 z 82 s 5 3 5 INLET #18 _ 3 ACHD SD-601, TYPE I z J a SDMH #2 6"PI s"PI "PI a"P DIVERSION BOX #1 11.5' 12" ADS N-12 HP 4 RIM:2686.05 W 6' 1 ® 0.22%' i 6"PI 6"PI r"PI 6" I 6"PI 6"PI SUMP:2682.05 U 00 48"0 SDMH FLAT TOP 6"PI INLET #3 RIM: 2683.94 (N) ° RIM:2682.01 l8E ACHD SD-603, TYPE III RIM: 2683.97 (S) SDMH #8 69.0' 12" ADS N-12 HP ^° INV OUT:2683.05 12" (S) SUMP:2676.62 3 @ 0.00% RIM:2682.04 WEIR: 2681.21 48"0 SDMH FLAT TOP 6 PI s" I-Q25=0.47cfs 46 S 65 INV IN:2678.62 12" (E) °� SUMP:2677.87 INV IN: 2680.57 12" (N) RIM:2684.01 75.9' 18" ADS N-12 HP I I Q100=0.65cfs J 81 s INV OUT:2678.87 12" (W) INV OUT: 2680.57 12" (E) SUMP:2677.69 I J a N INV OUT:2678.62 12" (N) Q25=0.61 cfs INV OUT: 2680.19 12" (S) INV IN:2680.54 12" (W) Q 0.00% I I N M Q100=0.85cfs s INV OUT:2679.69 18" (S)00 z a w 102 103 I 104 105 106 10 w v I O I O O O O O ^? I z w 114 115 116 117 118 I 8"w „�� 8„w 8"W 8„N 50.0' 12" ADS N-12 HP v 65.9' 18" ADS N-12 HP 1 51.5' 12" ADS N-12 HP a N a Z @ 0.50% 59.0' 12" ADS N-12 HP / Q 0.00% SDMH #15 v I 0 22% O E 00 66 `° gp s cn ® 0.00% 48"2 SDMH FLAT TOP 47 RIM:2687.63 1 E. HILL PARK LN. 0 3 SUMP:2679.88 I j U a N SA z °° 5 \ INV IN:2682.73 12" (E) i w INV OUT:2681.88 18" (N) s INLET #19 w o vi N `� `� 2 N Ln s ACHD SD-601, TYPE I LL 3 a 86.05 12" SUMP62681 93 - s O O O s 3 s a s s s s's 8's s's a"s ? s's s"s s"s 8"s s s„s s» s»s s" s»s s's a 12'W 12"W 12"W 67 73 79 s J �8"S 8"� co 8"S 5 p INV IN:2682.93 12" o �� -��W W W w w 113 6.5' 12" ADS N-12 HP w INV OUT:2682 93 12'( (S) z 0.22% w -12 s 1 z s 12' to 4N �� 3 �� w W Q25=0.72cfs \ O 00 DIVERSION WBOX #5 W Q 100=1.00cfs \ U C 3 0 RIM: 2687.41 (N) � \ 0 00 RIM: 268700 .45 (S) 80.3' 12" ADS N-12 HP �30 22% ADS N-12 HP S 68 a 78 .50 s 108 INV IN: 2680I32 12$'4(E) i 0.22% SDMH #14 I O a 48 s 00 INV OUT: 2682.75 12" (W) s 48"0 SDMH FLAT TOP E N G I N E E R I N G °� INV OUT: 2682.38 12" N aO 3 RIM:2686.61 N 3 00 W ( ) 149 SUMP:2680.92 9233 WEST STATE STREET ( ) PHOINE(08)63936939 O o 714 w 119 120 121 122 123 INV IN:2682.92 12" N z INV OUT:2682.92 12" W kmengllp.com ° N 109 s 69 77 s 3 BLOCK 1SA a 3 DESIGN BY: LCK ro } O DRAWN BY: LCK/SRM 49 s 00 101 3 _ w100 s 148 CHECKED BY: LCK Q o cl �14 In d 'o 1 0 z DATE: MAY 2020 z zPROJECT: 20-031 c o SHEET NO. c s V Lu m o o i d SHEET NOTES AL _j W _ A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY �c�SS\oOENS z z s s NOTES. cD SDMH #9 B. SEE SHEETS C4.2 - C4.3 FOR STORM WATER DETAILS. g ro Ln 48"0 SDMH FLAT TOP " " "� ro 6"PI 6"PI 6"PI r"PI 6" I 6"PI 6"PI - 16860 Q < 3 RIM:2684.70 5 3 147 C. GROUNDWATER ELEVATIONS ARE LISTED IN TABLE 1 ON 00 � � p 00 SUMP:2677.76 s v' S/7/20 0 INV IN:2680.61 12" (S) 54.0' 12" ADS N-12 HP 130 SHEET C4.0. SEE SHEET C1.2 FOR WELL LOCATIONS. FOR �9 Q s 111 ADDITIONAL GROUNDWATER INFORMATION, REFER TO THE "9 /F 71 a 75 s INV OUT:2679.76 18" (E) ® 0.00% -I "BAINBRIDGE FINAL 2019 MONITOR DATA" PREPARED BY 0 OF w `n 3 Zzw .8' 12" ADS N-12 HP 60.9' 18" ADS N-12 HP- DIVERSION BOX #6 NRS, DATED OCTOBER 14, 2019. THE DESIGN ��/�/ C. DIVERSION BOX #2 @ 0.22% C�? 0.00% RIM: 2686.70 (N) INFILTRATION RATES ARE BASED ON THE "LIMITED a0 40 RIM: 2684.71 (W) 106.9' 18" ADS N-12 HP I RIM: 2686.57 (S) GEOTECHNICAL ENGINEERING REPORT - BAINBRIDGE I 0.00% 124 125 126 127 128 129 I� s WEIR: 2684.04 SUBDIVISION NO. 11" PREPARED BY MTI, DATED JANUARY RIM: 2684.73 (E) 1 (o l INV IN: 2682.42 (W) 3, 2020. WEIR: 2682.57 00.0' 12" ADS N-12 HP INV IN: 2680.62 12" (S) © 0.00% 112 s 3 y INV OUT: 2682.09 (N) 146 72 74 s"PI s"Pi s'PI s"PI s"PI O 24.1' 12" ADS N-12 HP I D. PROVIDE WATER-TIGHT SEALS AT PIPING s O O INV OUT: 2680.62 12" (N) I ENTRANCES/EXITS FOR CATCH BASINS, DIVERSION BOXES, 0.22% 00 °° INV OUT: 2680.26 12" E - -- ,----- I ( ) 5 I 5 AND MANHOLES. RRI INLET #21 6"PI 6"PI VIRRI 6' ACHD SD-6 IN TYPE I E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE ' 12" ADS N-12 HP �� RIM:2685.55 00 COVER OVER PIPE IS LESS THAN 2 FEET. OUTSIDE OF ROW OR WHERE COVER IS GREATER THAN 2 FEET THE w �, .49 � ® 0 22% 8� s'w a'w a°w s"w a"w a" a"w a"w a"w a"w _INV OUT:2682.49 12' 1(N) STORM PIPE SHALL BE ADS N-12 HP PIPE OR a N11 s"w 8"w 8"w s"w s"w 8"w 6"w 1Z R^w - 145 APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN INLET 11 s"w s"w w s"w 8..w 6.5' 12" ADS N-12 HP LESS THAN 5-FEET OF SEPARATION BETWEEN Q25=0.28cfs � 0.22% � STRUCTURES. ACHD SD-603, TYPE III W. MACUMBO LN. Q100=0.40cfs s s s"s s"s s"s s"s s"s s"s RIM:2683.73;"s - d s"s s s "s s"s s a"s s" "s a"s a"s a"s a" a"s s" a"s s"s s" "s s 8 s F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC - SUMP:2679.67 � � � � 61 INV IN:2680.67 12" (S) SDMH #16 STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. s 27.7' 12" ADS N-12 HP 5 48"0 SDMH FLAT TOP STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC � INV OUT:2680.67 12" (N) � ® 0.22% �, �, �, 26.5' 12" ADS N-12 HP s RIM:2686.66 RATED LIDS UNLESS OTHERWISE SPECIFIED. 4 _ cs _ N C�? 0.22% SUMP:2679.59 Q100=0.80cfs INLET #10 T144 G. THE CONTRACTOR SHALL COMPLY WITH ALL THE `' �s 39: ACHD SD-604A, TYPE IV INLET #20 INV IN:2682.44 12" (S) O REQUIREMENTS FOR STORM WATER DISCHARGE 5 5 cc RIM:2683.73 ACHD SD-604A, TYPE IV INV OUT:2681.59 18" (N) N a VSUMP:2679.73 RIM:2685.55 INV OUT:2682.44 12" (E) ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDESz s IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP � INV OUT:2680.73 12" (N) SUMP:2681.55 PLAN PREPARED FOR THIS SITE, REGULAR SITE 5 s Q25=0.77cfs INV OUT:2682.55 12" (N) INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE cn 2 60 Q 100=1.08cfs w Q25=0.62cfs THE NPDES GENERAL PERMIT. a 3 Q100=0.87cfs SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN Lu 00 a 132 133 34 135 136 137 138 139 140 141 142 143 H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGN ENGINEER AND ACHD. INLET #12 3 ACHD SD-604A, TYPE IV I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM 00 RIM:2683.51 6"Pi 6"PI DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN FL SUMP:2679.51 MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER e INV OUT:2680.51 12" (SW) PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH 51.5 12" ADS N-12 HP Q25=0.92cfs a SECTION 8018 OF THE ACHD DEVELOPMENT POLICY © 0.22% 3 Q100=1.28cfs `° MANUAL AND ISPWC SD-623. Co J. FOR UTILITY CROSSINGS AT SEEPAGE BED LOCATIONS, SDMH 11 2. s"PI s"PI s"PI s"PI s"PI s"PI s"PI s"PI s"P s"PI s"PI s"PI s"PI s"PI s"PI s"PI s"PI s"PI THE CONTRACTOR SHALL CONFORM TO THE STANDARDS o 48"� SDMH FLAT TOP 22.0' 12" ADS N-12 HP RIM:2684.37 ® 0.22% SUMP:2677.50 SET BY THE CITY OF MERIDIAN AND SECTION 8200 OF / INV IN:2680.35 12" (NE) THE ACHD STORMWATER GUIDELINES. zrr INV OUT:2679.50 18" (S) 8'w SDMH #10 K. INSTALL STORM DRAIN MANHOLES PER ACHD SUPPLEMENTAL DETAIL SD-611 WITH REINFORCED e 48'0 SDMH FLAT TOP CONCRETE REDUCER SLAB IN PLACE OF ECCENTRIC CONE INV OUT:2680.35 12" (W) RIM:2683.74 s"w s"w a"w a"w a"w a"w a"w "�CC a"w a"w a"w a"w 8"w 8"w s"w s"w 8"w a"w a"w a"w INLET #14 ACHD SD-601, TYPE I �� by SUMP:2678.46 W. ROCKHAMPTON ST. SECTION. ALL MANHOLES SHALL BE HS-25 RATED. 7.1' 12" ADS N-12 HP INV IN:2680.46 12" NE W. ROCKHAMPTON CT. RIM:2682.70 �Q� 0 22% ( ) L. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 SUMP:2679.73 s INV 0 T:2 0.46 12" (S) a"s a's a's a's a's s"s s"s s s"s s"s "s s's s"s s"s s"s s"s s's s"s s"s s"s s"s INV OUT:2680.73 12" (S)- "PI 6"PI �� INV OUT:2680.46 12" (SW) AND 8200 OF THE 2017 ACHD POLICY MANUAL. Q25=0.72cfs 5 DIVERSION BOX #3 s� Q100=1.01 cfs RIM: 2684.24 (W) co 1 0 M. THE BUILDING FINISH FLOOR ELEVATIONS SHALL BE c RIM: 2684.29 (E) LOCATED ABOVE THE MAXIMUM GROUNDWATER SURFACE WEIR: 2682.19 ELEVATION PER THE INTERNATIONAL BUILDING CODE, N INV IN: 2680,33 12" (E) � 9.3' 12" ADS N-12 HP 00 INTERNATIONAL RESIDENTIAL CODE, AND CITY OF MERIDIAN INV OUT: 2680.00 12" (S) 0.40% °� REQUIREMENTS. O � 2 INLET #13 W. ROCKHAMPTON ST. @ 0 ACHD SD-604A, TYPE IV N. REFER TO THE CITY OF MERIDIAN DRAWING W7 AND Z .22%12" C900 RIM:2683.51 ui ACHD DRAWING DETAIL 7 FOR UTILITIES CROSSING INLET #15 0. SUMP:2679.50 °' Q SEEPAGE BEDS. O ACHD SD-601, TYPE I INV OUT:2680.50 12" (N) p Co RIM:2682.70 5.3' 12" C900 `° N QsQ25=1.52cfs z _ SUMP:2679.61 ® 0.22% J 2 Q100=2.13cfs BLOCK3 Q o O INV IN:2680.61 12" (N) 28.5' 12" C900 O O O O � O1 O O3 O O O KEYNOTES ® > ZQ INV OUT:2680.61 12" (S) 0.36% Q25=0.64cfs Q Q100=0.89cfs 95.1' 18" ADS N-12 HP vi 1. SB #3 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 J 5 ® 0.00%-� (95'L x 15.0'W x 4.0'D) m � 92.6' 12" ADS N-12 HP SDMH #12 � � O rn, ® 0.00% 00 2. SB #4 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 ACHD SD-601, TYPE I fi Q q� (89'L x 26.5'W x 4.0'D) (� = z RIM:2683.25 3. SB #7 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 Q w SUMP:2678.60 d d0i d�9P �� d d d d d d d d d d d d d d d d � d d d S d d d d d d d d d d d_ (49'L x 16.5'W x 4.0'D) G INV IN:2680.60 12" N II II ^ LJ..I 6'PI 6'PI "PI 6"P 6"PI�6" I 6"PI�6"PI 6'PI 6"pl 6"PI L-wI 6 1 6"PI�16 -6"PI "PI 6"pl 6"PI 6"PI�6"PI 6"PI�6"PI 6'PI 6"PI�6"Por-INV OUT:2680.60 12" (SE) 4"PI 4"PI 4"PI 4 I T 4"PI 4"PI 14"PI 4" 4'PI 4"PI 4"PI 4"PII'M 4"PI 4"PI 4"PI- 4"PI I 4 I 4"PI 4"PI 4'PI 6"PI�6"P 6"PI 6"PIT6"PI 6"PI 6"PI - 4. SB #8 SEE SEEPAGE BED DETAIL #1 ON SHEET C4.2 O z Q25=cfs I Q100=cfs s (48 L x 14.0'W x 4.0'D) z Q O 5. INSTALL GROUND WATER OBSERVATION WELL PER ACHD C SD-627, SHEET C4.2. INSTALL WITHIN THE INFILTRATION G BED 5' FROM THE END AND OUTSIDE OF BED A MINIMUM G OF 50' FROM THE PERIMETER OF THE BED. Q uj 6. INSTALL INFILTRATION BASIN POND #2 PER SHEET C4.3.LA L DIVERSION BOX #7 RIM: 2688.74 (N) I z z RIM: 2688.76 (S) I Lu WEIR: 2685.60 INV IN: 2684.87 (E) I W J INV OUT: 2684.87 (W) INV OUT: 2684.60 (S) I INLET #23 X I ACHD SD-601, TYPE I _ 5.3' 12" ADS N-12 HP RIM:2687.98 0 22� I SUMP:2683.90 INV IN:2684.90 12" (E) o I INV OUT:2684.90 12" (W) z a SDMH #17 Z 48"0 SDMH FLAT TOP Q25=0.25cfs O � RIM:2688.82 Q 100=0.36cf INLET #22 U D SUMP:2682.10 ci 9 6 INV IN:2684.85 12" (E) ACHD �HD68 D 9801, TYPE I INV OUT:2684.10 18" (S) SUMP:2683.98 INV OUT:2684.98 12" (W) o a III I Q25=0.30cfs 18 cO I,II I l8E Q100=0.42cfs III 0 59.7' 18" ADS N-12 HP o w a 0.00% i ;� 33.5' 12" ADS N-12 HP z 1-II ® 0.22% N 53.0' 18" ADS N-12 HIP l i O @ 0.00% a pV 17.5' 12" ADS N-12 HP U �} I ® 0.22% I I�� a 5 0 A ILL v E N G I N E E R I N G o 9233 WEST STATE STREET BOISE,IDAHO 83714 O o > W PHONE(208)639-6939 o < kmengllp.com00 z ti a UO DESIGN BY: LCK LA DRAWN BY: LCK/SRM 3 16 Q 0 40 80 120 CHECKED BY: LCK Q o vi 00 Ci Ci Plan Scale: 1" =40' DATE: MAY 2020 z h Z o PROJECT: 20-031 c Z SHEET NO. _G Q co m J C4. 1Lu O F,SS\pNAL fNC LEGEND �aF ��CENSFO �y Qi WELL COVER, 8" DIA. WATERTIGHT GALVANIZED STEEL BOLT DOWN COVER AND CANISTER 0 2 OR 3 BOLT LID WITH 9/16" HEAD AND SAE THREADS, GASKETED Q O FINISH GRADE (D CONCRETE (COLLAR), CLASS 3000 (ISPWC SECTION 703) 517120 2 O 3/8" DIA HOLES OR SLOTS CUT INTO PIPE AT 3" ON CENTER �� o Q O TRACER WIRE SHALL BE PLACED ON OUTSIDE OF PVC PIPE, MINIMUM 18 GAUGE, INSULATED, SINGLE- y 9rF CONDUCTOR COPPER WIRE, INSULATION COLOR SHALL BE GREEN WITH THREE 6" DIAMETER COILS C� OF l` _=1 1=IIHIII >_' 0 PIPE SHALL BE PERFORATED PVC, ASTM D-3035, SDR 35. WELLS BACKFILLED IN A PIT REQUIRE 6" C. PIPE. DRILLED WELLS MAY USE 4" PIPE III-I I H I I III =III- IIHII-11 T- OO NONWOVEN FILTER FABRIC AROUND OPENINGS AND BOTTOM, FABRIC OVER CHIPS DRAIN ROCK III-1 I I III-III ''° °,Q.°, ' / III 11 =III- 00 - 0 POLYPROPYLENE FIBER REINFORCEMENT AT 1 1/2 LBS/CY II�III, II-11 s _ AP O BACKFILL MATERIAL TO MATCH STORAGE MEDIA FOR OBSERVATION WELLS LOCATED WITHIN A BMP FACILITY. USE PIPE BEDDING CHIPS FOR OBSERVATION WELLS LOCATED OUTSIDE BMP FACILITIES PIPE SIZE PER PLAN PIPE SIZE PER PLAN TES: 5 A 3 NOTES: GROUNDWATER OBSERVATION WELLS ARE FOR MEASUREMENT OF GROUNDWATER LEVELS' WITHIN OR NEAR 1000 GALLON SEDIMENT BOX. PLAN CONCRETE COLLAR OLDCASTLE, OR APPROVED N.T.S. STOR 2. THIISMDDAIILNAGE IIS FOR WELCILS INSTALLED BY DRILLING OR BY EXCAVATED PITS EQUIVALENT. Q SD SDI 3. LOCATION OF GROUNDWATER OBSERVATION WELLS SHALL BE APPROVED BY ACHD - - w 4. OBSERVATION WELLS NOT ALLOWED IN CURB OR VALLEY GUTTER SECTION a O w PIPE SIZE PER PLAN O Q �18" - z O I � m " oco r 1000 GALLON SEDIMENT BOX. o °�' OLDCASTLE, OR APPROVED EQUIVALENT. PIP PLAN SIZE PER z SEE PLAN SHEETS FOR LOCATIONS, 4� 1-- $ 3 ELEVATIONS, AND ADDITIONAL x INFORMATION. w cn O N 6 SECTION CONCRETE COLLAR p > ► N.T.S. N w H 4 Lu Ld 5" THICK CONCRETE WEIR. ELEVATION PER PLAN. 9 DIVERSION BOX (1000 GALLON SEDIMENT BOX) NTS 8„ o SECTION N.T.S. 2017 ACHD REVISION 2017 ACHD REVISION N IDAHO STANDARDS STANDARD DRAWING IDAHO STANDARDS STANDARD DRAWING FOR PUBLIC WORKS GROUNDWATER FOR PUBLIC WORKS GROUNDWATER O CONSTRUCTION OBSERVATION WELL SD- 627 CONSTRUCTION OBSERVATION WELL SD- 627 z (ACHD SUPPLEMENT) 1 OF 2 (ACHD SUPPLEMENT) 2 OF 2 z O V) Ln > z Q M J 12"0 PERFORATED ADS N-12 HP. m TRANSITION 5' IN BED NO TREES ARE ALLOWED WITHIN O NON-PERFORATED TO z 10' OF THE OUTSIDE PERIMETER z = 12"0 ADS N-12 PERFORATED PIPE 5 OF THE SEEPAGE BED. C) z HP PER PLAN F--A 50' ELEV. - "A" (MIN.) uj GROUND WATER b = S OBSERVATION WELL MIN. KEY 0 4 0o G 1. ISPWC 801 OR ASTM C33 FILTER SAND. WRAP WITH WOVEN FABRIC ELEV. - "B" 2Q 4 ^ Lu J PER ACHD STORMWATER DESIGN GUIDELINES SECTION 8200 DETAIL 10 SD 1 -------- --------- GROUND WATER BMP IM O z Q O OBSERVATION WELL #2 2. A MINIMUM OF 1.5-FT COVER FROM TOP OF BED TO FINISH GRADE ELEV. - "F" 1 � DIVERSION BOX L - - - - J a WITHIN LANDSCAPE AREAS. A MINIMUM OF 1.0-FT COVER FROM TOP ELEV. - "C" z Q O ILLJ OF BED TO PAVEMENT SUBGRADE. UNDER PAVEMENT, BACKFILL OVER 9 Q N BED TO SUBGRADE WITH 6"-8" MINUS PITRUN AND INSTALL WOVEN $ 3 5 C BE_j GEOTEXTILE FABRIC OVER TOP OF BED. ELEV. - "E" 18"0 a m MAX. HSGW ADS N-12 HP >� 3. 3/4" - 2" ANGULAR ROCK. = OR ROCK = 4. 18"0 PERFORATED PIPE. INSTALL PERFORATIONS PER ACHD ELEVATION Q Lu -------- --------- o STORMWATER DESIGN GUIDELINES DETAIL BMP 04. STORM MANHOLE-`_' ® --------- 5. 30 MIL PVC LINER. 7;j��ELEV. - "D" ------- 6. SUITABILITY OF SUBGRADE TO BE VERIFIED BY GEOTECHNICAL ENGINEER. g 7 1.5' 7. EXTEND 2' (MIN.) INTO FREE DRAINING MATERIAL. 15 PERFORATED ADS N-12 HP. 8. NON-WOVEN FABRIC PER ACHD STORMWATER DESIGN GUIDELINES DIMENSION DIMENSION O TRANSITION 5' IN BED NON-PERFORATED TO SECTION 8200 DETAIL BMP 04. OVERLAP MINIMUM OF 1-FT TOP AND PERFORATED PIPE ��A SIDES ONLY. W1 W2 LENGTH VARIES PER TABLE 9. 12" 0 PERFORATED BYPASS PIPE. INSTALL PERFORATIONS PER ACHD WIDTH VARIES PLAN VIEW STORMWATER DESIGN GUIDELINES DETAIL BMP 04 PER TABLE z W WATERTIGHT CONNECTION U SECTION VIEW A-A 0 18"0 PERFORATED ADS FINISH GROUND N-12 HP GENERAL NOTES J 18" ADS CAP A. THE DESIGN INFILTRATION RATES AND APPROXIMATE GROUNDWATER ELEVATIONS ARE BASED ON THE J N STORM MANHOLE "LIMITED GEOTECHNICAL ENGINEERING REPORT - HILL'S CENTURY FARM NORTH SUBDIVISION" PREPARED N ----- BY MTI, DATED JANUARY 21, 2020. THE APPROXIMATE GROUNDWATER ELEVATION DEPTH BELOW 2 u EXISTING GROUND IS APPROXIMATELY 7.5' OR GREATER. -------- ------- - B. ALL MANHOLES AND DIVERSION BOXES SHALL BE HS25 OR GREATER LOAD RATED. o C. ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM. z PVC PERFORATED PIPE (GROUND WATER D. BED WIDTH SHALL REMAIN CONSTANT.OBSERVATION WELL) PER SD-627. PIPE SHALL O W PROFILE VIEW E. IF ROCK IS ENCOUNTERED, CONTRACTOR MUST HAVE A PERCOLATION TEST PERFORMED BY A SOILS _ g ENGINEER AFTER SEEPAGE BED IS FULLY EXCAVATED. (NOTE: AN ACHD INSPECTOR MUST BE PRESENT o NOT PENETRATE PVC LINER. FOR THE TEST). IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS REPORT AND ENGINEER, CONTRACTOR MAY NEED TO BLAST OR BORE TO CREATE CONDUIT FOR DRAINAGE TO OCCUR OR U RE-DESIGN THE SYSTEM TO ACHIEVE THE REQUIRED INFILTRATION. W F. STORAGE VOLUME DOESN'T INCLUDE SAND WINDOW. �? G. WATER SERVICES, SEWER SERVICES, AND PRESSURE IRRIGATION MAINS CROSSING SEEPAGE BEDS SHALL o BE INSTALLED PER ACHD REQUIREMENTS. NO PENETRATIONS OF BED LINER WILL BE ALLOWED. o H. FOR UNDERGROUND INFILTRATION SYSTEMS, INSTALL ELECTRONIC MARKERS ON EACH CORNER OF THE u FACILITY. THE CONTRACTOR SHALL COORDINATE WITH THE ACHD INSPECTION DEPARTMENT FOR o PLACEMENT OF THE MARKERS DURING CONSTRUCTION AND PRIOR TO BACKFILLING. z a I. CONTRACTOR SHALL VERIFY INFILTRATION RATE AFTER THE FACILITY IS FULLY EXCAVATED WITH THE O o ACHD INSPECTOR PRESENT. 0 N n N SEEPAGE BED TABLE lcmo 2 BED LENGTH DIMENSION W1 DIMENSION W2 BED WIDTH AVG. BED 100-YR VOLUME DESIGN INFILTRATION L.L G SEEPAGE BED (FT) (FT) (FT) (FT) DEPTH (FT) ELEVATION "A" ELEVATION "B" ELEVATION "C" ELEVATION "D" ELEVATION "E" ELEVATION "F" GROUND WATER EL. PROVIDED (CF) RATE (IN/HR) E N G I N E E R I N G 9233 WEST STATE STREET Ili �9 SB #2 54 16.75 9.75 26.5 4.0 2683.98 2681.71 2679.69 2677.21 2677.11 2680.19 2676.8 3,079 8.0 BOISE,IDAHO 83714 O PHONE(208)639-6939 SB #3 95 9 6 15.0 4.0 2684.67 2683.07 2679.76 2677.57 2677.47 2680.26 2677.1 2,979 8.0 kmengllp.com z SB #4 89 16.5 10 26.5 4.0 2684.18 2682.69 2679.50 2677.69 2677.59 2680.00 2677.2 5,089 8.0 ti DESIGN BY: LCK SB #5 57 10 6.5 16.5 4.0 2686.52 2684.61 2681.85 2679.41 2679.31 2682.35 2678.9 1,979 8.0 DRAWN BY: LCK/SRM 3 SB #6 64 10 6.5 16.5 4.0 2686.79 2685.00 2681.88 2679.50 2679.40 2682.38 2679.0 2,212 8.0 CHECKED BY: LCK Q o SB #7 49 10 6.5 16.5 4.0 2686.78 2684.54 2681.59 2679.54 2679.44 2682.09 2679.0 1,698 8.0 DATE: MAY 2020 z h SB #8 48 8.3 5.7 14.0 4.0 2688.76 2686.10 2684.10 2682.10 2682.00 2684.60 2680.7 1,035 8.0 PROJECT: 20-031 SHEET NO. SEEPAGE BED DETAIL #1 J V Lu NTS m 0 o i d INFILTRATION BASIN (POND #1) O SHEET NOTES KEYNOTES ® AL Sao f o A. SEE SHEET C1.1 FOR GENERAL, ACHD, AND UTILITY 1. INSTALL INFILTRATION BASIN PRIMARY POND #1 ® NOTES. TOTAL PRIMARY VOLUME = 16,123 CF (PROVIDED) �p� �CENSE 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6"PI 6'PI- (WS=2679.5) 77.00F B. SEE SHEET C4.2 FOR STORM WATER DETAILS. TOTAL PRIMARY VOLUME = 15,535 CF (REQUIRED) FG A -DESIGN INFILTRATION RATE=8.00 IN/HR 16860 - � � C. THE DESIGN INFILTRATION RATES AND APPROXIMATE 8G.00 GROUNDWATER ELEVATIONS ARE BASED ON THE "LIMITED �� 5/7/20 �o \ GEOTECHNICAL ENGINEERING REPORT - HILL'S CENTURY 2. INSTALL INFILTRATION BASIN PRIMARY POND #2 "9 9lF FARM NORTH SUBDIVISION" PREPARED BY MTI, DATED TOTAL PRIMARY VOLUME = 2,618 CF (PROVIDED) OF JANUARY 21, 2020. THE APPROXIMATE GROUNDWATER (WS=2683.0) N C. Yl ELEVATION DEPTH BELOW EXISTING GROUND IS TOTAL PRIMARY VOLUME = 2,547 CF (REQUIRED) APPROXIMATELY 7.5' OR GREATER. -DESIGN INFILTRATION RATE=8.00 IN/HR D. PROVIDE WATER-TIGHT SEALS AT PIPING r- r- ENTRANCES/EXITS FOR SAND AND GREASE TRAP AND 3. INSTALL METAL END SECTION AND TRASH RACKS FOR a ri N N co co ( CATCH BASINS. POND OUTFALL WITH RIPRAP (8" ANGULAR STONE) N N OUTLET I N PER ISPWC - LINE RIPRAP r a � � E. ALL STORM PIPE WITHIN ROW SHALL BE C900 WHERE MAN I WITH NON-WOVEN GEOTEXTILE Ll COVER OVER PIPE IS LESS THAN 2 FEET. OUTSIDE OF FABRIC PER ACHD REQUIREMENTS AND OVERLAP (1-FT o ROW OR WHERE COVER IS GREATER THAN 2 FEET THE MIN.). If N STORM PIPE SHALL BE ADS N-12 HP PIPE OR INV. IN: 2677.00 (18" ADS) rn r- ao o I APPROVED EQUAL. FLOWABLE FILL SHALL BE USED WHEN LuI° co � � I a LESS THAN 5-FEET OF SEPARATION BETWEEN 4. INSTALL METAL END SECTION AND TRASH RACKS FOR a PI N N N N I STRUCTURES. POND OUTFALL WITH RIPRAP (8" ANGULAR STONE) o J00 OUTLET PROTECTION. LINE RIPRAP BOTTOM AND SIDES A INFILTRATION BASIN (POND #2) O2 F. ALL DRAINAGE STRUCTURES SHALL BE PER ISPWC WITH 8 OZ NON-WOVEN GEOTEXTILE FABRIC PER ACHD AL STANDARDS AND THE ACHD SUPPLEMENTS TO THE ISPWC. REQUIREMENTS AND OVERLAP 1 FT MIN.). 0 28.5' 12" C900 / STORM DRAIN STRUCTURES SHALL HAVE HS-25 TRAFFIC 0.36% 83.50O RATED LIDS UNLESS OTHERWISE SPECIFIED. INV. IN: 2680.50 (12" C900) 33.3' 18" ADS N-12 HP C� 2.41% FG B G. THE CONTRACTOR SHALL COMPLY WITH ALL THE SDMH #7 le TOP 80.50 REQUIREMENTS FOR STORM WATER DISCHARGE 62' / 48"0 SDMH FLAT TOP /SOP FG ASSOCIATED WITH CONSTRUCTION ACTIVITY. THIS INCLUDES IMPLEMENTING THE BMP'S RECOMMENDED IN THE SWPP ( /IA RIM:2681.08 To PLAN PREPARED FOR THIS SITE, REGULAR SITE N SUMP:2673.65 TOP�TOP- INSPECTIONS, DOCUMENTATION OF MODIFICATIONS TO THE 3 INV IN:2676.50 18" (S) e SWPPP AND OTHER REQUIREMENTS AS SET FORTH IN INV IN:2676.75 15" (SW) SDMH #12 joE THE NPDES GENERAL PERMIT. cn INV OUT:2675.65 18" (N) ACHD SD-601, TYPE I Lu RIM:2683.25 �OE a H. ALL CHANGES REQUIRE APPROVAL BY THE DESIGN L ~ INV OUT:2677.80 18" (NW) \ I SUMP:2678.60 61.4' T ENGINEER AND ACHD.TOE-TOE-TOE- INV IN:2680.60 12" (N) 2681 / 78 g0 • INV OUT:2680.60 12" (SE) 2682 I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STORM Q25=cfs 4 DRAIN MONUMENTS TO IDENTIFY ALL STORM DRAIN Q100=cfs 2683 MANHOLES, SEDIMENT BOXES, DROP INLETS, AND OTHER APPROXIMATE 100-YEAR WATER d d a d d-- map d °P d PIPE JUNCTIONS OR TERMINUSES IN ACCORDANCE WITH SURFACE ELEVATION: 2679.5 2684 SECTION 8018 OF THE ACHD DEVELOPMENT POLICY .a B MANUAL AND ISPWC SD-623. J. THE STORM WATER DESIGN IS BASED ON SECTIONS 8000 "PI 4"PI 4"PI 4"PI 4"PI 4"PI 4"PI 4"PI 4"PI 4"PI 4"PI AND 8200 OF THE 2017 ACHD POLICY MANUAL. 1y. 3 N APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2683.5 0 z �12'W 12"W �3Y�`� 12'W 12"W 12'W 12" 12"W 12"W 1 INFILTRATION BASIN PLAN (POND #1) INFILTRATION BASIN PLAN (POND #2) SCALE: 1 "=20' SCALE: 1 "=20' INFILTRATION BASIN POND NOTES: 1. ALL BASINS TO BE VEGETATED, INCLUDING SLOPES AND BOTTOM. SLOPES SHALL HAVE IRRIGATED TURF GRASS AS SPECIFIED PER THE LANDSCAPE PLANS. NO IRRIGATION ON BASIN FLOOR. NO WOODY VEGETATION BELOW 100-YEAR SURFACE OR WITHIN 10' OF EMBANKMENT SPILLWAY, PIPES, OR STRUCTURES. SEE ACHD STORMWATER MANAGEMENT N BASIN REVEGETATION GUIDANCE MANUAL AND SPECIFIC BMP'S FOR ADDITIONAL VEGETATION REQUIREMENTS. 2. EXCAVATE AND SCARIFY SUBSOIL BEFORE TOPSOIL/AMENDED SOIL IS PLACED. VEGETATE AFTER CONTRIBUTING O DRAINAGE AREA HAS SITE SEDIMENT & EROSION CONTROL MEASUREMENTS IN PLACE.. 3. AREAS DESIGNATED FOR BASINS SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. TOPSOIL SHALL BE z STOCKPILED AND USED AT FINAL GRADING TO ESTABLISH VEGETATION. 4. FILL MATERIALS FOR EMBANKMENT SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION, SC, CH, OR CL AND MUST HAVE z AT LEAST 30% PASSING THE #200 SIEVE. AREAS ON WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED PRIOR TO PLACEMENT OF FILL. EMBANKMENT FILL SHALL MEET ISPWC CLASS C COMPACTION REQUIREMENTS. CONSIDERATION MAY O BE GIVE TO THE USE OF OTHER MATERIALS IN THE EMBANKMENT IF DESIGNED BY A GEOTECHNICAL ENGINEER. 5. ALL PIPE OUTLETS TO BASINS SHALL BE UNEXPOSED AND FULLY BURIED WITH METAL END SECTION TO PREVENT (/) Ln DEGRADATION OF THE PIPE FROM WEATHER. - z 6. A LICENSE AGREEMENT IS REQUIRED FOR HOA OWNED BASINS. > 7. SEE SHEET TABLE 1, SHEET C4.0, FOR GROUNDWATER INFORMATION. - Q ELECTRONIC MARKER (TYP.) 4 PLACES, 8. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF GROUNDWATER IS ENCOUNTERED ABOVE THE ANTICIPATED M J COORDINATE WITH ACHD INSPECTION FOR SEASONAL HIGH GROUNDWATER ELEVATION. PLACEMENT PRIOR TO BACKFILLING m I~A 0 APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2679.5 z 0.5' FREEBOARD MIN. � 5' - TOP OF BANK WIDTH PER PLAN L u J LL'w ELEVATION 2680.0 �J m GROUND WATER 5 LF OF 18"0 O (/) 2.5' O z > Q OBSERVATION WELL ADS N-12 HP 1,000 GALLON TOE ELEVATION TOE ELEVATION DIVERSION BOX PER DETAIL, 770 .00 I \\\ z O Q L�--------- ------- 50' MIN. INSTALL STANDARD TOPSOIL /�/�/ _ _ _ _ _ _ _ _ _ _ _ _ _ /�/�/�/\\ Lu 18"0 PERFORATED ADS N-12 HP. AND SOD ON SIDE SLOPES TRANSITION 5' IN BED NON-PERFORATED TO AND ALONG POND BOTTOM /��/��/�� /��/��/��\\ LL 2E PERFORATED PIPE z OUTSIDE OF SAND WINDOWS.SEASONAL o in HIGHGROUNDWATER D-WA-TE R L 673.g \ \ - - - - - - ELEVATION nNO TREES OR in O r7 SHRUBS OVER o 10 ELEV. - "A" (MIN.) BEDS. A FILTER SAND 0 KEY 4" MIN. TOPSOIL OR AMENDED Z LENGTH VARIES PER TABLE ELEV. - "B" Q3 1. NON-WOVEN FABRIC PER ACHD STORMWATER DESIGN GUIDELINES NATIVE MATERIAL WITH VEGETATION. Lu SECTION 8200 DETAIL BMP 04. OVERLAP MINIMUM OF 1-FT TOP U GROUND WATER AND SIDES ONLY. NOTE: OBSERVATION WELL #2 1 " 5 - _ 9 2. ISPWC 801 OR ASTM C33 FILTER SAND. WRAP WITH WOVEN 1. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. MIN. FABRIC PER ACHD STORMWATER DESIGN GUIDELINES SECTION PLAN VIEW ELEV. - C //\\ 1 8200 DETAIL BMP 04. - J m 6 �/-- y � I 3.4. 2�NDRAIN ROCK.OF -� COVER FROM TOP OF BED TO FINISH GRADE. INFILTRATION BASIN (POND #1) SECTION A_A N ELEV. - "D" 1.0%VY _ _ _ _ _ _ _ _ _ _ _ _ 8 MAX. HSGW 5. 18"0 PERFORATED PIPE. INSTALL PERFORATIONS PER ACHD SCALE: NTS _ FINISH GROUND 1,000 GALLON = OR ROCK STORMWATER DESIGN GUIDELINES DETAIL BMP 04. 18"0 PERFORATED ADS DIVERSION BOX PER DETAIL, ELEVATION 6. 30 MIL PVC LINER N-12 HP THIS SHEET. LOCATIONS, z 0 18" ADS CAP ELEV. - "E" 7. SUITABILITY OF SUBGRADE TO BE VERIFIED BY GEOTECHNICAL a ELEVATIONS, AND ADDITIONAL r ENGINEER. O z ---- INFORMATION PER PLAN, THIS 1.5' 8. EXTEND 2' (MIN.) INTO FREE DRAINING MATERIAL. - ------- --- SHEET. 7 9. INSTALL CLEAN 6" MINUS PIT-RUN MATERIAL. D ------- -------- 0 WIDTH VARIES PER TABLE U GROUND WATER OBSERVATION PROFILE VIEW SECTION VIEW A-A APPROXIMATE 100-YEAR WATER SURFACE ELEVATION: 2683.0 g WELL PER DETAIL, THIS SHEET. 0.5 FREEBOARD MIN. o OBSERVATION WELL SHALL WIDTH PER PLAN o NOT PENETRATE PVC LINER TOP OF BANK GENERAL NOTES ELEVATION 2683.5 Z a A. THE DESIGN INFILTRATION RATES AND APPROXIMATE GROUNDWATER 2 5' O ELEVATIONS ARE BASED ON THE "LIMITED GEOTECHNICAL ENGINEERING REPORT - HILL'S CENTURY FARM NORTH SUBDIVISION" PREPARED BY MTI, i TOE ELEVATION TOE ELEVATION U DATED JANUARY 21, 2020. THE APPROXIMATE GROUNDWATER ELEVATION `3.1 2680.5 2680.5DEPTH BELOW B. ALL EXISTING GROUND APPROXIMATELY IS ER MANHOLES AND GREASE SHALL BE HS25 OR a GREATER LOAD RATED. \\//�\/ /� /�\/�\/\ O C. ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM. INSTALL STANDARD TOPSOIL / // // // _ _ / // // //\/ r D. BED WIDTH SHALL REMAIN CONSTANT. /�� - _ _ _ _ _ _ _ �� \\ E N G I N E E R I N G o AND SOD ON SIDE SLOPES \//\//\//\/ - N E. IF ROCK IS ENCOUNTERED, CONTRACTOR MUST HAVE A PERCOLATION TEST AND ALONG POND BOTTOM / / / / / 9233 WEST STATE STREET / / / / / / /\ PERFORMED BY A SOILS ENGINEER AFTER SEEPAGE BED IS FULLY �,\��\��\�� \��\��\��\��\��\��\��\��\��\��\��\��\��\��\\ BOISE,IDAHO 83714 o EXCAVATED. (NOTE: AN ACHD INSPECTOR MUST BE PRESENT FOR THE OUTSIDE OF SAND WINDOWS. �,// // PHONE(208)639-6939 O TEST). IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS �/�/\\ Z _SEASONAL HIGH GROUNDWATER kmengllp.com o REPORT AND ENGINEER, CONTRACTOR MAY NEED TO BLAST OR BORE TO 26 ELEVATION 77.1 t � SEEPAGE BED TABLE CREATE CONDUIT FOR DRAINAGE TO OCCUR OR RE-DESIGN THE SYSTEM /�� /�� \� �� \� \�/�� \� �X'�` DESIGN BY: LCK TO ACHIEVE THE REQUIRED INFILTRATION. � BED LENGTH BED WIDTH AVG. BED 100-YR VOLUME DESIGN INFILTRATION F. STORAGE VOLUME DOESN'T INCLUDE SAND WINDOW. /�/�/�/�/�/�/�/�/�/�/�/�/�� DRAWN BY: LCK/SRM Z SEEPAGE BED (FT) (FT) DEPTH (FT) ELEVATION "A" ELEVATION "B" ELEVATION "C" ELEVATION "D" ELEVATION "E" GROUND WATER EL. PROVIDED (CF) RATE (IN/HR) G. WATER SERVICES, SEWER SERVICES, AND PRESSURE IRRIGATION MAINS 4" MIN. TOPSOIL OR AMENDED 3 CROSSING UNDER SEEPAGE BEDS SHALL BE INSTALLED PER ACHD NATIVE MATERIAL WITH VEGETATION. CHECKED BY: LCK Q 0 DATE: MAY 2020 SB #1 83 10 3.5 2680.10 2677.80 2675.65 2674.30 2674.20 2673.8 1,726 8 REQUIREMENTS. NO PENETRATIONS OF BED LINER WILL BE ALLOWED. 0 H. FOR UNDERGROUND INFILTRATION SYSTEMS, INSTALL ELECTRONIC MARKERS Z ON EACH CORNER OF THE FACILITY. THE CONTRACTOR SHALL COORDINATE NOTE: PROJECT: 20-031 WITH THE ACHD INSPECTION DEPARTMENT FOR PLACEMENT OF THE 1. REFER TO INFILTRATION BASIN PRIMARY POND NOTES, THIS SHEET. C o MARKERS DURING CONSTRUCTION AND PRIOR TO BACKFILLING. SHEET NO. G SEEPAGE BED DETAIL #2 INFILTRATION BASIN (POND #2) - SECTION B-B J NTS C4.3Lu SCALE: NTS d 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 14.3 0.70 0.98 Basin A-2 17.3 1.33 1.86 Basins A-1-A-2 17.3 1.92 2.69 Basin A-3 11.3 0.61 0.85 Basin A-4 10.9 0.76 1.06 Basin A-5 13.1 0.77 1.07 Basins A-3-A-5 13.1 2.14 2.98 Basins A-1-A-5 17.3 3.73 5.21 Basin A-6 12.9 1.08 1.51 Basins A-1-A-6 17.3 4.64 6.48 Basin A-7 10.0 0.19 0.26 Basin A-8 14.9 0.98 1.36 Basins A-7-A-8 14.9 1.16 1.62 Basin A-9 14.9 0.61 0.84 Basin A-10 19.4 1.66 2.33 Basins A-9-A-10 19.4 2.17 3.04 Basins A-7-A-10 19.4 3.15 4.41 Basins A-1-A-10 19.4 7.79 10.89 Basin B-1 14.2 1.65 2.58 Basin C-1 15.6 0.77 1.08 Basin C-2 15.6 0.57 0.80 Basins C-1-C-2 15.6 1.34 1.88 Basin D-1 10.0 0.92 1.28 Basin D-2 19.3 1.52 2.13 Basins D-1-D-2 19.3 2.30 3.21 Basin E-1 10.0 0.72 1.01 Basin E-2 10.0 0.64 0.89 Basins E-1-E-2 10.0 1.36 1.90 Basin F-1 12.7 0.78 1.08 Basin F-2 10.0 0.28 0.39 Basins F-1-F-2 12.7 1.06 1.48 Basin G-1 10.0 0.47 0.65 Basin G-2 10.6 0.72 1.00 Basins G-1-G-2 10.6 1.18 1.65 Basin H-1 12.7 0.62 0.87 Basin H-2 10.0 0.28 0.40 Basins H-1-H-2 12.7 0.91 1.27 Basin 1-1 10.0 0.30 0.42 Basin 1-2 10.0 0.25 0.36 Basins 1-1-1-2 10.0 0.55 0.77 Basin J 10.0 0.34 0.47 Basin K 10.0 0.18 0.25 Basin L 10.0 0.22 0.31 Post-Development Runoff Volumes Total 100-yr Total Storage Volume Volume Required Basins A-1-A-10 17,261 17,261 Basin B-1 3,079 3,079 Basin C-1-C-2 2,979 2,979 Basins D-1-D-2 5,089 5,089 Basins E-1-E-2 2,547 2,547 Basins F-1-F-3 1,979 1,979 Basins G-1 -G-3 2,212 2,212 Basins H-1-H-2 1,698 1,698 Basins 1-1-1-2 1,035 1,035 Basin J 626 626 Basin K 338 338 Basin L 415 415 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. 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 HCF North Residential No.2-Basin A-1 2 Is area drainage basin map provided? YES (map must be included with storm water calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 25 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 8,973 19,081 3,322 Acres 0.72 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 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) Coef. 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 Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.008 0.619 401 1.8 3.6 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 61 0.150 5.7 10.7 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 r y Calculate the Post-Development peak discharge(QPeak) Qpeak 0.70 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 940 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 81g 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 Basin FOrebay V 94 fta Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 846 Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 940 Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 17,393 50,623 4,696 Acres 1.67 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 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'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.008 0.619 734 1.8 6.6 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= 17.3 User-Entered Tc= 17.3 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) Qpeak 1.33 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,124 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) err 1,847 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 212 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,911 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,124 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. for Peak Discharge Rate using the Rational Method calculated for post-development I.ate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name HCF North Residential No.2-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 26,367 1 69,704 J 8,018 Acres 2.39 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Su rfact - 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 90 Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0. g Parks,Cemeteries 0.10-0.25 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= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr y Calculate the Post-Development peak discharge(QPeak) C6.1, 1.92 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,064 fta 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 2,664 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 306 ft3 Concrete 0.95 Primary Treatment/Storage Basin V 2,758 fti Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,064 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 C.: Steep:>6% 0.13 0.13 0.23 C.: Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/8/2020,10:08 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. 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 HCF North Residential No.2-Basin A-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 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 5,337 23,124 470 Acres 0.66 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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'I 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 ka 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 I I I I I I 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 0.619 246 1.6 2.5 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 47 0.150 5.4 8.7 Computed Tc= 11.3 User-Entered Tc= 11.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.61 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 819 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 712 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 82 ft' concrete 0.95 Primary Treatment/Storage Basin V 737 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 819 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basin A-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 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 15,748 5,618 6,289 Acres 0.63 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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'I 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 ka 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 I I I I I I 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 0.619 161 1.3 2.1 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 48 0.150 5.4 8.8 Computed Tc= 10.9 User-Entered Tc= 10.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.76 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,017 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 884 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 102 ft' concrete 0.95 Primary Treatment/Storage Basin V 915 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,017 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basin A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,775 21,203 3,390 Acres 0.79 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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'I 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 ka 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 I I I I I I 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 0.619 414 1.6 4.3 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 48 0.150 5.4 8.8 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 r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.77 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,033 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 898 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 103 ft' Concrete 0.95 Primary Treatment/Storage Basin V 929 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,033 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basins A-3-A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 30,861 49,946 10,149 Acres 2.09 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.55 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"I 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 0.619 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= 13.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.14 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,869 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) err 2,495 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 287 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,582 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,869 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basins A-1-A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 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 57,227 119,650 18,167 Acres 4.48 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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"I 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 0.619 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= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Cpeak 3.73 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 5,933 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) err 5,159 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 Basin Forebay V 593 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 5,340 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 5,933 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basin A-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 300-Year Flood Route) 25 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 9,035 42,151 0 Acres 1.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.007 0.619 429 1.7 4.2 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 47 0.150 5.4 8.7 Computed Tc= 12.9 User-Entered Tc= 12.9 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) Qpeak 1.08 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,451 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) err 1,262 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 145 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,306 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,451 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basins A-1-A-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 300-Year Flood Route) 25 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 66,262 161,801 18,167 Acres 5.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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"I 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 0.619 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= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 4.64 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,384 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 6,421 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 738 ft' concrete 0.95 Primary Treatment/Storage Basin V 6,646 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 7,384 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basins A-7 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 300-Year Flood Route) 25 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 4,477 0 1,061 Acres 0.13 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.79 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 0.619 193 1.4 2.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.000 Computed Tc= 2.2 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.85 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.19 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 249 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 216 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 25 ft' Concrete 0.95 Primary Treatment/Storage Basin V 224 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 249 fts Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basin A-8 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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,768 21,157 5,079 Acres 0.94 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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'I 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 ka 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 I I I I I I 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 0.619 470 1.3 6.1 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 48 0.150 5.4 8.8 Computed Tc= 14.9 User-Entered Tc= 14.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.98 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,312 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) err 1,141 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 131 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,180 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,312 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basins A-7-A-8 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 300-Year Flood Route) 25 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 19,245 21,157 6,139 Acres 1.07 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59 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"I 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 0.619 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= 14.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.16 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,560 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) err 1,357 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 156 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,404 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,560 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basin A-9 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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) sF 7,367 17,413 2,898 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 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'I 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 ka 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 I I I I I I 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 0.619 372 1.4 4.3 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 F149 Computed Tc=User-Entered Tc= 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.61 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 813 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 707 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 81 ft' Concrete 0.95 Primary Treatment/Storage Basin V 732 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 813 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basin A-10 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 300-Year Flood Route) 25 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 24,123 56,515 9,441 Acres 2.07 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.52 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'I 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 ka 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 I I I I I I 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 0.619 708 1.3 9.2 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 57 0.150 5.6 10.2 Computed Tc= 19.4 User-Entered Tc= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.66 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,650 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) err 2,304 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 265 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,385 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,650 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. for Peak Discharge Rate using the Rational Method calculated for post-development I.ate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name HCF North Residential No.2-Basins A-9-A-10 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 31,490 1 73,928 J 12,339 Acres 2.70 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Su rfact - 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 90 Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0. g Parks,Cemeteries 0.10-0.25 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= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in hr y Calculate the Post-Development peak discharge(QPeak) C6.1, 2.17 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,463 fta 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 3,011 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 346 ft' Concrete 0.95 Primary Treatment/Storage Basin V 3,116 fti Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,463 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 C.: Steep:>6% 0.13 0.13 0.23 C.: Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/8/2020,10:09 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. 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 HCF North Residential No.2-Basins A-7-A-10 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 300-Year Flood Route) 25 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 50,735 95,085 18,478 Acres 3.77 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.54 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"I 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 ka 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 I I I I I I 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= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.56 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 3.15 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 5,023 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 4,368 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 502 ft' Concrete 0.95 Primary Treatment/Storage Basin V 4,520 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 5,023 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-Basins A-1-A-10 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 300-Year Flood Route) 25 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 116,997 256,886 36,646 Acres 9.42 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.53 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"I 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 ka 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 I I I I I I 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= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.56 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 7.79 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 12,407 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„ 10,788 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 1,241 ft' Concrete 0.95 Primary Treatment/Storage Basin V 11,166 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 12,407 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 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. 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 HCF North Residential No.2-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 300-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 18,425 50,420 11,387 Acres 1.94 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.48 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 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 Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 504 1.6 5.3 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 48 0.150 5.4 8.9 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 n r y Calculate the Post-Development peak discharge(QPeak) Break 1.65 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,213 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 1,925 A. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Forebay V 221 fta Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 1,992 ft Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,213 Gravel 0.75 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. Ste daptep:>6% m ASCE 0.13 0.18 0.23 O. Aed fro P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 11,624 25,440 3,946 Acres 0.94 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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'I 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 ka 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 I I I I I I 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 0.619 457 1.3 5.9 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 53 0.150 5.5 9.6 Computed Tc= 15.6 User-Entered Tc= 15.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.77 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,232 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) err 1,072 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 123 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,109 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,232 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 13,182 7,600 3,764 Acres 0.56 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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'I 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 ka 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 I I I I I I 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 0.619 457 1.3 5.9 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 53 0.150 5.5 9.6 Computed Tc= 15.6 User-Entered Tc= 15.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.57 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 909 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 790 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 91 ft' concrete 0.95 Primary Treatment/Storage Basin V 818 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 909 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) sF 24,806 33,040 7,710 Acres 1.50 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 0.619 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= 15.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.34 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,141 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) err 1,862 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 214 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,927 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,141 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 22,101 0 5,820 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 0.619 750 1.3 9.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.150 Computed Tc= 9.7 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.85 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.92 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,230 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 1,070 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 123 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,107 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,230 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) sF 25,257 43,772 10,571 Acres 1.83 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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'I 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 ka 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 I I I I I I 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 0.619 724 1.3 9.4 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 55 0.150 5.5 F193 Computed Tc=User-Entered Tc= 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) Qpeak 1.52 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,427 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) err 2,110 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 243 ft' concrete 0.95 Primary Treatment/Storage Basin V 2,184 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,427 fts Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) sF 47,357 43,772 16,391 Acres 2.47 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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"I 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 0.619 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= 19.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 230 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,657 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) err 3,180 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 Basin Forebay V 366 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/StorageBasin V 3,292 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,657 ft, Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 17,242 0 6,273 Acres 0.54 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 m r Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Creak 0.72 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 970 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 843 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 97 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 873 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 970 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 15,287 0 5,792 Acres 0.48 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 m r Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Creak 0.64 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 861 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 Enter Percentile Storm 95th Industrial and Commercial (95th percentile=0.60 in) 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 749 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 86 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 775 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 861 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basins E-1,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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 32,528 0 12,065 Acres 1.02 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 m r Business Downtown areas 0.70-0.95 r� 9 Calculate the Post-Development peak discharge(OPeak) Qpeak 1.36 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 1,831 ft Single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,592 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 183 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 1,648 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,831 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 10,875 19,455 2,021 Acres 0.74 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.007 0.619 286 1.7 2.8 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 55 0.150 5.5 F127 Computed Tc=User-Entered Tc= 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) Qpeak 0.78 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,044 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 908 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 104 ft' concrete 0.95 Primary Treatment/Storage Basin V 940 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,044 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 6,089 0 8,440 Acres 0.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.46 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 0.619 245 1.3 3.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.000 Computed Tc User-Entered Tc 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.85 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.28 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 378 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 329 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 38 ft' Concrete 0.95 Primary Treatment/Storage Basin V 340 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 378 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) sF 16,964 19,455 10,461 Acres 1.08 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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"I 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 0.619 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= 12.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.06 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,422 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) err 1,237 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 142 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,280 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,422 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basins 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 300-Year Flood Route) 25 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 11,265 0 3,057 Acres 0.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.010 0.619 349 2.0 2.9 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.150 Computed Tc= 2.9 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.85 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.47 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 628 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 546 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 63 ft' Concrete 0.95 Primary Treatment/Storage Basin V 565 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 628 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-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 300-Year Flood Route) 25 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 16,913 1,062 3,763 Acres 0.50 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.78 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'I 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 ka 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 I I I I I I 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 73 1.3 0.9 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 53 0.150 5.5 9.6 Computed Tc= 10.6 User-Entered Tc= 10.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.72 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 962 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 836 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 96 ft' concrete 0.95 Primary Treatment/StorageBasin V 866 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 962 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basins G-1,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 300-Year Flood Route) 25 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 28,179 1,062 6,820 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.77 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"I 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 0.619 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= 10.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.18 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,590 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) err 1,382 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 159 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,431 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,590 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basin H-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 300-Year Flood Route) 25 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 6,009 21,836 2,549 Acres 0.70 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.48 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'I 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 ka 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 I I I I I I 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 0.619 261 1.4 3.0 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 53 0.150 5.5 9.6 Computed Tc= 12.7 User-Entered Tc= 12.7 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) Qpeak 0.62 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 838 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 729 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 84 ft' concrete 0.95 Primary Treatment/Storage Basin V 754 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 838 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basin H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 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 5,606 1,900 6,217 Acres 0.32 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 47 1.3 0.6 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 48 0.150 5.4 8.8 Computed Tc= 9.4 User-Entered Tc= 10.0 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) Qpeak 0.28 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 382 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) err 333 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 38 ft' concrete 0.95 Primary Treatment/Storage Basin V 344 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 382 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basins H-1-H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) sF 11,614 23,736 8,767 Acres 1.01 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 0.619 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= 12.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.91 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,221 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) err 1,061 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 122 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,099 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,221 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basin 1-1 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 300-Year Flood Route) 25 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 7,214 0 1,916 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.77 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"1 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 90 Segment 2:Gutter Shallow Concentrated Flow Beavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 281 1.3 3.6 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 0 0.150 0.0 Computed Tc= 3.6 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.85 in hr y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.30 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 402 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 349 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 40 ft' Concrete 0.95 Primary Treatment/Storage Basin V 362 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 402 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basin 1-2 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 300-Year Flood Route) 25 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 6,118 0 1,915 Acres 0.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.75 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"1 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 90 Segment 2:Gutter Shallow Concentrated Flow Beavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 258 1.3 3.3 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 0 0.150 0.0 Computed Tc= 3.3 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 1.85 in hr y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.25 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 342 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 298 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 34 ft' Concrete 0.95 Primary Treatment/Storage Basin V 308 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 342 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basins 1-1-1-2 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 300-Year Flood Route) 25 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 13,332 0 3,832 Acres 0.39 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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 Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 m r Business Downtown areas 0.70-0.95 r� 9 Calculate the Post-Development peak discharge(OPeak) Qpeak 0.55 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 744 ft single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 647 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 ds Playgroun 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Forebay V 74 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 670 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 744 fts Gravel 0.75 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% 0A3 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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 HCF North Residential No.2-Basin 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 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 7,459 0 8,091 Acres 0.36 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 m r Business Downtown areas 0.70-0.95 r� 9 Calculate the Post-Development peak discharge(OPeak) Qpeak 0.34 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 450 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 392 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 ds Playgroun 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Forebay V 45 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 405 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 450 ft' Gravel 0.75 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% 0A3 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:13 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. for Peak Discharge Rate using the Rational Method calculated for post-development I.ate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name HCF North Residential No.2-Basin K 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 4,004 0 4,550 Acres 0.20 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surfact - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business 0-0. 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Downtown areas 0. 0.18 Urban neighborhoods 0.50-0.7070 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 243 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 0.60 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 211 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 24 fti Concrete 0.95 Primary Treatment/Storage Basin V 219 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 243 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.13 0.23 C.: Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,1:42 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. for Peak Discharge Rate using the Rational Method calculated for post-development I.ate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name HCF North Residential No.2-Basin L 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 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 4,917 0 5,587 Acres 0.24 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surfact - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business 0-0. 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Downtown areas 0. 0.22 Urban neighborhoods 0.50-0.7070 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 298 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 0.60 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 259 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 30 fti Concrete 0.95 Primary Treatment/Storage Basin V 268 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 298 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.13 0.23 C.: Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,1:42 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. 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 HCF North Residential No.2-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 300-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 25 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 8,973 19,081 3,322 Acres 0.72 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 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 Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.008 0.619 401 1.8 3.6 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 61 0.150 5.7 10.7 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 n r y Calculate the Post-Development peak discharge(QPeak) Qpeak 0.98 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,308 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 818 A. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin FOrebay V 131 fta Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 1,177 ft Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,308 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0 1. 1 0. Average:2-6% 0.09 0.12 0.15 0. Ste daptep:>6% m ASCE 0.13 0.18 0.23 O. Aed fro P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 17,393 50,623 4,696 Acres 1.67 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 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'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.008 0.619 734 1.8 6.6 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= 17.3 User-Entered Tc= 17.3 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) Qpe,k 1.86 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,955 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) err 1,847 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 295 ft' concrete 0.95 Primary Treatment/StorageBasin V 2,659 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,955 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 26,367 69,704 8,018 Acres 2.39 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 ka 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 I I I I I I 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= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.18 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 2.69 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,263 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 2,664 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 426 ft' Concrete 0.95 Primary Treatment/Storage Basin V 3,837 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 4,263 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 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 5,337 23,124 470 Acres 0.66 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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'I 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 ka 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 I I I I I I 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 0.619 246 1.6 2.5 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 47 0.150 5.4 8.7 Computed Tc= 11.3 User-Entered Tc= 11.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.85 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,140 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 712 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 114 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,026 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,140 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 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 15,748 5,618 6,289 Acres 0.63 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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'I 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 ka 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 I I I I I I 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 0.619 161 1.3 2.1 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 48 0.150 5.4 8.8 Computed Tc= 10.9 User-Entered Tc= 10.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.06 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,415 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 884 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 142 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,274 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,415 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,775 21,203 3,390 Acres 0.79 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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'I 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 ka 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 I I I I I I 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 0.619 414 1.6 4.3 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 48 0.150 5.4 8.8 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 r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.07 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,437 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 898 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 144 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,293 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,437 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-3-A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 30,861 49,946 10,149 Acres 2.09 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.55 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"I 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 0.619 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= 13.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.98 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,992 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) err 2,495 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 Basin Forebay V 399 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/StorageBasin V 3,592 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,992 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-1-A-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 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 57,227 119,650 18,167 Acres 4.48 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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"I 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 0.619 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= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 5.21 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 8,255 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) err 5,159 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 825 ft' concrete 0.95 Primary Treatment/Storage Basin V 7,429 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 8,255 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-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 300-Year Flood Route) 100 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 9,035 42,151 0 Acres 1.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.007 0.619 429 1.7 4.2 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 47 0.150 5.4 8.7 Computed Tc= 12.9 User-Entered Tc= 12.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.51 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,019 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) err 1,262 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 202 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,817 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,019 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-1-A-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 300-Year Flood Route) 100 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 66,262 161,801 18,167 Acres 5.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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"I 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 0.619 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= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 6.48 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 10,273 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) err 6,421 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 1,027 ft' concrete 0.95 Primary Treatment/Storage Basin V 9,246 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 10,273 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-7 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 300-Year Flood Route) 100 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 4,477 0 1,061 Acres 0.13 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.79 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 0.619 193 1.4 2.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.000 Computed Tc= 2.2 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.26 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 346 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 216 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 35 ft' concrete 0.95 Primary Treatment/Storage Basin V 311 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 346 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-8 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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,768 21,157 5,079 Acres 0.94 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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'I 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 ka 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 I I I I I I 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 0.619 470 1.3 6.1 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 48 0.150 5.4 8.8 Computed Tc= 14.9 User-Entered Tc= 14.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.36 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,825 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) err 1,141 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 182 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,642 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,825 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-7-A-8 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 300-Year Flood Route) 100 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 19,245 21,157 6,139 Acres 1.07 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 ka 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 I I I I I I 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= 14.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 1.62 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,171 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 1,357 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 217 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,954 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,171 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-9 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 300-Year Flood Route) 100 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 7,367 17,413 2,898 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 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'I 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 ka 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 I I I I I I 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 0.619 372 1.4 4.3 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 F149 Computed Tc=User-Entered Tc= 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.54 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,131 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 707 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 113 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,018 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,131 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basin A-10 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 300-Year Flood Route) 100 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 24,123 56,515 9,441 Acres 2.07 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.52 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'I 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 ka 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 I I I I I I 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 0.619 708 1.3 9.2 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 57 0.150 5.6 10.2 Computed Tc= 19.4 User-Entered Tc= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 n r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.33 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,687 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) err 2,304 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 Basin Forebay V 369 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 3,318 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,687 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-9-A-10 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 300-Year Flood Route) 100 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 31,490 73,928 12,339 Acres 2.70 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.52 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"I 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 ka 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 I I I I I I 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= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.18 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 3.04 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,817 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 3,011 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 482 ft' Concrete 0.95 Primary Treatment/Storage Basin V 4,336 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 4,817 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-7-A-10 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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 50,735 95,085 18,478 Acres 3.77 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.54 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"I 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 0.619 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= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 4.41 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,988 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) err 4,368 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 Basin Forebay V 699 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/StorageBasin V 6,289 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 6,988 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Caics\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-Basins A-1-A-10 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 300-Year Flood Route) 100 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 116,997 256,886 36,646 Acres 9.42 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.53 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"I 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 ka 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 I I I I I I 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= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.18 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 10.89 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 17,261 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„ 10,788 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 1,726 ft' concrete 0.95 Primary Treatment/StorageBasin V 15,535 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 17,261 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:01 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 HCF North Residential No.2-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 300-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 18,425 50,420 11,387 Acres 1.94 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.48 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 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 Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 504 1.6 5.3 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 48 0.150 5.4 8.9 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 n r y Calculate the Post-Development peak discharge(QPeak) Qpeak 230 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,079 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 1,925 A. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Forebay V 308 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 2,771 ft Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,079 Gravel 0.75 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. Ste daptep:>6% m ASCE 0.13 0.18 0.23 O. Aed fro P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 11,624 25,440 3,946 Acres 0.94 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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'I 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 ka 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 I I I I I I 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 0.619 457 1.3 5.9 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 53 0.150 5.5 9.6 Computed Tc= 15.6 User-Entered Tc= 15.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.08 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,715 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) err 1,072 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 171 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,543 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,715 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 13,182 7,600 3,764 Acres 0.56 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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'I 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 ka 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 I I I I I I 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 0.619 457 1.3 5.9 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 53 0.150 5.5 9.6 Computed Tc= 15.6 User-Entered Tc= 15.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.80 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,265 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 790 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 126 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,138 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,265 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 24,806 33,040 7,710 Acres 1.50 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 0.619 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= 15.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.88 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,979 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) err 1,862 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 Basin Forebay V 298 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 2,681 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,979 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 22,101 0 5,820 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 0.619 750 1.3 9.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.150 Computed Tc= 9.7 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 1.28 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,712 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 1,070 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 171 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,541 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,712 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 25,257 43,772 10,571 Acres 1.83 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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'I 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 ka 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 I I I I I I 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 0.619 724 1.3 9.4 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 55 0.150 5.5 F193 Computed Tc=User-Entered Tc= 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) Qpeak 2.13 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,377 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) err 2,110 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 Basin Forebay V 338 ft, Asphalt 0.95 Concrete 0.95 Primary Treatment/StorageBasin V 3,039 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,377 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 47,357 43,772 16,391 Acres 2.47 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 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"I 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 ka 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 I I I I I I 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= 19.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.18 in hr y Calculate the Post-Development peak discharge(QPeak) 0-ak 3.21 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 5,089 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) Vrr 3,180 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 509 ft' Concrete 0.95 Primary Treatment/Storage Basin V 4,580 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 5,089 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 17,242 0 6,273 Acres 0.54 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 m r Business Downtown areas 0.70-0.95 r� 9 Calculate the Post-Development peak discharge(OPeak) Qpeak 1.01 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 1,349 ft Single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 843 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 135 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 1,214 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,349 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 s Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,287 0 5,792 Acres 0.48 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 m r Business Downtown areas 0.70-0.95 r� 9 Calculate the Post-Development peak discharge(OPeak) Qpeak 0.89 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 1,198 ft single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 749 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 120 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 1,078 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,198 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basins E-1,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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 32,528 0 12,065 Acres 1.02 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min.- Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 m r Business Downtown areas 0.70-0.95 r� 9 Calculate the Post-Development peak discharge(OPeak) Qpeak 1.90 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 2,547 ft single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,592 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 255 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/StorageBasin V 2,293 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,547 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 10,875 19,455 2,021 Acres 0.74 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.007 0.619 286 1.7 2.8 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 55 0.150 5.5 F127 Computed Tc=User-Entered Tc= 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) Qpeak 1.08 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,453 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 908 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 145 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,308 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,453 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 6,089 0 8,440 Acres 0.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.46 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 0.619 245 1.3 3.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.000 Computed Tc User-Entered Tc 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.39 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 526 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 329 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 53 ft' Concrete 0.95 Primary Treatment/Storage Basin V 473 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 526 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,964 19,455 10,461 Acres 1.08 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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"I 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 0.619 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= 12.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.48 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,979 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) err 1,237 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 198 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,781 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,979 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basins 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 300-Year Flood Route) 100 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 11,265 0 3,057 Acres 0.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.010 0.619 349 2.0 2.9 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.000 0 0.150 Computed Tc= 2.9 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in r y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.65 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 873 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 546 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 87 ft' Concrete 0.95 Primary Treatment/Storage Basin V 786 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 873 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-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 300-Year Flood Route) 100 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 16,913 1,062 3,763 Acres 0.50 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.78 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'I 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 ka 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 I I I I I I 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 73 1.3 0.9 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 53 0.150 5.5 9.6 Computed Tc= 10.6 User-Entered Tc= 10.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.00 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,338 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 836 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 134 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,205 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,338 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basins G-1,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 300-Year Flood Route) 100 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 28,179 1,062 6,820 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.77 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"I 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 0.619 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= 10.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.65 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,212 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) err 1,382 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 221 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,991 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,212 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basin H-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 300-Year Flood Route) 100 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 6,009 21,836 2,549 Acres 0.70 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.48 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'I 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 ka 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 I I I I I I 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 0.619 261 1.4 3.0 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 53 0.150 5.5 9.6 Computed Tc= 12.7 User-Entered Tc= 12.7 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) Qpeak 0.87 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,166 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 729 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 117 ft' Concrete 0.95 Primary Treatment/Storage Basin V 1,049 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,166 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.21 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basin H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 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 5,606 1,900 6,217 Acres 0.32 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients'I 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 ka 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 I I I I I I 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 47 1.3 0.6 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 48 0.150 5.4 8.8 Computed Tc= 9.4 User-Entered Tc= 10.0 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) Qpeak 0.40 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 532 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 333 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 53 ft' concrete 0.95 Primary Treatment/Storage Basin V 479 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 532 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basins H-1-H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 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 11,614 23,736 8,767 Acres 1.01 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.49 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 0.619 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= 12.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in r 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.27 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,698 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) err 1,061 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 170 ft' concrete 0.95 Primary Treatment/Storage Basin V 1,528 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,698 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basin 1-1 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 300-Year Flood Route) 100 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 7,214 0 1,916 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.77 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"1 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 90 Segment 2:Gutter Shallow Concentrated Flow Beavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 281 1.3 3.6 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 0 0.150 0.0 Computed Tc= 3.6 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in hr y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.42 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 559 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 349 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 56 ft' Concrete 0.95 Primary Treatment/Storage Basin V 503 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 559 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basin 1-2 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 300-Year Flood Route) 100 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 6,118 0 1,915 Acres 0.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min to Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"1 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 ka 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 I I I I I I Industrial and Commercial Light areas 0.80 90 Segment 2:Gutter Shallow Concentrated Flow Beavy areas 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 258 1.3 3.3 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 0 0.150 0.0 Computed Tc= 3.3 User-Entered Tc= 10.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc r�i 2.58 in hr y Calculate the Post-Development peak discharge(QPeak) 0-ak 0.36 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 476 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 298 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 48 ft' Concrete 0.95 Primary Treatment/Storage Basin V 429 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 476 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basins 1-1-1-2 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 300-Year Flood Route) 100 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 13,332 0 3,832 Acres 0.39 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 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 Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 m r Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Creak 0.77 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 1,035 ft single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 647 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 104 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 932 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,035 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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 HCF North Residential No.2-Basin 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 100 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 7,459 0 8,091 Acres 0.36 6 Determine the Weighted Runoff Coefficient(C) 0.9s 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min to Min. Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 m r Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(OPeak) Creak 0.47 cfs Urban neighborhoods 0.50-0.70 Residential 50 10 Calculate total runoff vol V for sizing primary storage) V 626 ft Single Family 0.60-0.75 ( )( g P rY g ) 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 95th 0.60 In Enter Percentile Storm Industrial and Commercial (95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 392 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 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 Basin Forebay V 63 ft' Asphalt 0.95 Concrete 0.95 Primary Treatment/Storage Basin V 564 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 626 ft' Gravel 0.75 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:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,12:07 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. for Peak Discharge Rate using the Rational Method calculated for post-development I.ate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name HCF North Residential No.2-Basin K 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 4,004 0 4,550 Acres 0.20 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surfact - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business 0-0. 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Downtown areas 0. 0.25 Urban neighborhoods 0.50-0.7070 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 338 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 0.60 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 211 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 fti Concrete 0.95 Primary Treatment/Storage Basin V 304 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 338 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.13 0.23 C.: Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,1:41 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. for Peak Discharge Rate using the Rational Method calculated for post-development I.ate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name HCF North Residential No.2-Basin L 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ 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 4,917 0 5,587 Acres 0.24 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surfact - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business 0-0. 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Downtown areas 0. 0.31 Urban neighborhoods 0.50-0.7070 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 415 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 0.60 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 259 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 41 fti Concrete 0.95 Primary Treatment/Storage Basin V 373 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 415 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.13 0.23 C.: Adapted from ASCE P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xism 5/7/2020,1:41 PM Version 10.5,November 2018 INLET AND GUTTER CAPACITIES Hydraulic Analysis Report Project Data Project Title: Hill's Century Farm North Subdivision No. 2 Designer: Project Date: Thursday, May 7, 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: 0.0080 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 Width of Spread: 7.4290 ft Gutter Result Parameters Design Flow: 0.9800 cfs Gutter Depression: 0.3411 in Area of Flow: 0.5703 ft^2 Eo (Gutter Flow to Total Flow): 0.4412 Gutter Depth at Curb: 2.1241 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: 0.4642 cfs Bypass Flow: 0.5158 cfs Approach Velocity: 1.7185 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.4736 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #2 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 Width of Spread: 9.5453 ft Gutter Result Parameters Design Flow: 1.8600 cfs Gutter Depression: 0.3411 in Area of Flow: 0.9295 ft^2 Eo (Gutter Flow to Total Flow): 0.3510 Gutter Depth at Curb: 2.6320 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: 0.7109 cfs Bypass Flow: 1.1491 cfs Approach Velocity: 2.0011 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.3822 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 Width of Spread: 7.4335 ft Gutter Result Parameters Design Flow: 0.8500 cfs Gutter Depression: 0.3411 in Area of Flow: 0.5709 ft^2 Eo (Gutter Flow to Total Flow): 0.4409 Gutter Depth at Curb: 2.1251 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: 0.1759 ft Computed Width of Spread at Sag: 8.6032 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: 0.0040 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 Width of Spread: 8.7777 ft Gutter Result Parameters Design Flow: 1.0600 cfs Gutter Depression: 0.3411 in Area of Flow: 0.7888 ft^2 Eo (Gutter Flow to Total Flow): 0.3794 Gutter Depth at Curb: 2.4477 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: 0.2038 ft Computed Width of Spread at Sag: 9.9980 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 Width of Spread: 8.1387 ft Gutter Result Parameters Design Flow: 1.0700 cfs Gutter Depression: 0.3411 in Area of Flow: 0.6807 ft^2 Eo (Gutter Flow to Total Flow): 0.4065 Gutter Depth at Curb: 2.2944 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: 0.2051 ft Computed Width of Spread at Sag: 10.0620 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: 0.0070 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 Width of Spread: 9.0344 ft Gutter Result Parameters Design Flow: 1.5100 cfs Gutter Depression: 0.3411 in Area of Flow: 0.8346 ft^2 Eo (Gutter Flow to Total Flow): 0.3694 Gutter Depth at Curb: 2.5093 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: 0.2580 ft Computed Width of Spread at Sag: 12.7092 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: 0.0050 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 Width of Spread: 9.9099 ft Gutter Result Parameters Design Flow: 1.6200 cfs Gutter Depression: 0.3411 in Area of Flow: 1.0004 ft^2 Eo (Gutter Flow to Total Flow): 0.3389 Gutter Depth at Curb: 2.7195 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: 0.2704 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 #8 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0050 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 Width of Spread: 12.6211 ft Gutter Result Parameters Design Flow: 3.0400 cfs Gutter Depression: 0.3411 in Area of Flow: 1.6113 ft^2 Eo (Gutter Flow to Total Flow): 0.2693 Gutter Depth at Curb: 3.3702 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 ft^2 Effective Area: 3.1590 ft^2 Depth at center of grate: 0.3302 ft Computed Width of Spread at Sag: 16.3185 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: 0.0060 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 Width of Spread: 11.4460 ft Gutter Result Parameters Design Flow: 2.5800 cfs Gutter Depression: 0.3411 in Area of Flow: 1.3285 ft^2 Eo (Gutter Flow to Total Flow): 0.2958 Gutter Depth at Curb: 3.0881 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Intercepted Flow: 0.8737 cfs Bypass Flow: 1.7063 cfs Approach Velocity: 1.9421 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.3387 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 Width of Spread: 8.8418 ft Gutter Result Parameters Design Flow: 1.0800 cfs Gutter Depression: 0.3411 in Area of Flow: 0.8001 ft^2 Eo (Gutter Flow to Total Flow): 0.3768 Gutter Depth at Curb: 2.4631 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: 0.2064 ft Computed Width of Spread at Sag: 10.1258 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #11 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 Width of Spread: 7.8620 ft Gutter Result Parameters Design Flow: 0.8000 cfs Gutter Depression: 0.3411 in Area of Flow: 0.6365 ft^2 Eo (Gutter Flow to Total Flow): 0.4194 Gutter Depth at Curb: 2.2280 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: 0.1690 ft Computed Width of Spread at Sag: 8.2548 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: 0.0040 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 Width of Spread: 9.4454 ft Gutter Result Parameters Design Flow: 1.2800 cfs Gutter Depression: 0.3411 in Area of Flow: 0.9105 ft^2 Eo (Gutter Flow to Total Flow): 0.3545 Gutter Depth at Curb: 2.6080 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: 0.2311 ft Computed Width of Spread at Sag: 11.3633 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 Width of Spread: 11.4947 ft Gutter Result Parameters Design Flow: 2.1300 cfs Gutter Depression: 0.3411 in Area of Flow: 1.3396 ft^2 Eo (Gutter Flow to Total Flow): 0.2946 Gutter Depth at Curb: 3.0998 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: 0.3246 ft Computed Width of Spread at Sag: 16.0349 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 Width of Spread: 8.6138 ft Gutter Result Parameters Design Flow: 1.0100 cfs 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 ft^2 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 #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 Width of Spread: 8.1981 ft Gutter Result Parameters Design Flow: 0.8900 cfs Gutter Depression: 0.3411 in Area of Flow: 0.6904 ft^2 Eo (Gutter Flow to Total Flow): 0.4038 Gutter Depth at Curb: 2.3086 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: 0.1814 ft Computed Width of Spread at Sag: 8.8770 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: 0.0070 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 Width of Spread: 7.9250 ft Gutter Result Parameters Design Flow: 1.0800 cfs Gutter Depression: 0.3411 in Area of Flow: 0.6464 ft^2 Eo (Gutter Flow to Total Flow): 0.4164 Gutter Depth at Curb: 2.2431 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: 0.2064 ft Computed Width of Spread at Sag: 10.1258 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: 0.0040 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 Width of Spread: 5.9000 ft Gutter Result Parameters Design Flow: 0.3900 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3665 ft^2 Eo (Gutter Flow to Total Flow): 0.5377 Gutter Depth at Curb: 1.7571 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: 0.1047 ft Computed Width of Spread at Sag: 5.0398 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: 0.0100 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 Width of Spread: 6.0277 ft Gutter Result Parameters Design Flow: 0.6500 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3817 ft^2 Eo (Gutter Flow to Total Flow): 0.5282 Gutter Depth at Curb: 1.7877 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: 0.1471 ft Computed Width of Spread at Sag: 7.1628 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: 0.0040 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 Width of Spread: 8.5804 ft Gutter Result Parameters Design Flow: 1.0000 cfs Gutter Depression: 0.3411 in Area of Flow: 0.7546 ft^2 Eo (Gutter Flow to Total Flow): 0.3874 Gutter Depth at Curb: 2.4004 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: 0.1960 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 #20 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0050 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 Width of Spread: 7.7768 ft Gutter Result Parameters Design Flow: 0.8700 cfs Gutter Depression: 0.3411 in Area of Flow: 0.6231 ft^2 Eo (Gutter Flow to Total Flow): 0.4235 Gutter Depth at Curb: 2.2075 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: 0.1787 ft Computed Width of Spread at Sag: 8.7407 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: 0.0040 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 Width of Spread: 5.9610 ft Gutter Result Parameters Design Flow: 0.4000 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3737 ft^2 Eo (Gutter Flow to Total Flow): 0.5331 Gutter Depth at Curb: 1.7717 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: 0.1064 ft Computed Width of Spread at Sag: 5.1289 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: 0.0040 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 Width of Spread: 6.0803 ft Gutter Result Parameters Design Flow: 0.4200 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3881 ft^2 Eo (Gutter Flow to Total Flow): 0.5244 Gutter Depth at Curb: 1.8004 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: 0.2528 cfs Bypass Flow: 0.1672 cfs Approach Velocity: 1.0823 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.6018 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #23 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 Width of Spread: 5.7103 ft Gutter Result Parameters Design Flow: 0.3600 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3444 ft^2 Eo (Gutter Flow to Total Flow): 0.5523 Gutter Depth at Curb: 1.7116 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: 0.2260 cfs Bypass Flow: 0.1340 cfs Approach Velocity: 1.0452 ft/s Splash-over Velocity: 6.9924 ft/s Efficiency: 0.6277 SEEPAGE BED CALCULATIONS ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins A-1-A-10,Bed 1 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.53 Linkto: Q,V15 Q,V16 5 Area A(Acres) 9.42 acres QVn 6 Approved discharge rate(if applicable) 0.00 cfs QV18� QV19 7 Is Seepage Bed in Common Lot? Yes V 17,261 1,726 ft' O%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 3.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 20.8 ft3/ft 15 Calculate Design Length L 83 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 83 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 2.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 83 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:05 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basin B-1,Bed 2 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.48 Linkto: LQv Q,V2 5 Area A(Acres) 1.84 acres Q,V3 6 Approved discharge rate(if applicable) 0.00 cfs Q,Va Q,V5 7 Is Seepage Bed in Common Lot? Yes V 3,079 W 0%Sediment 8 Set Total Design Width of All Drain Rock W 25.0 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 57.3 Oft 15 Calculate Design Length L 54 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 54 ft 17 Variable Infiltration Window W SWW 25.0 ft 18 Time to Drain 3.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 54 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins C-1-C-2,Bed 3 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.57 Linkto: LQV4 Q,V5 5 Area A(Acres) 1.50 acres Q,V6 6 Approved discharge rate(if applicable) 0.00 cfs Q'V7 Q,Va 7 Is Seepage Bed in Common Lot? Yes V 2,979 ft, 0%Sediment 8 Set Total Design Width of All Drain Rock W 13.5 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 31.2 Oft 15 Calculate Design Length L 95 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 95 ft 17 Variable Infiltration Window W SWW 13.5 ft 18 Time to Drain 3.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 95 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins D-1,D-2,Bed 4 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Linkto: Q,V4 Q,V5 5 Area A(Acres) 2.47 acres Q,V6 6 Approved discharge rate(if applicable) 0.00 cfs Q,V7� _ Q,Va 7 Is Seepage Bed in Common Lot? Yes V 5,089 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 25.0 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 57.3 Oft 15 Calculate Design Length L 89 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 89 ft 17 Variable Infiltration Window W SWW 25.0 ft 18 Time to Drain 3.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 89 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins F-1-F-2,Bed 5 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.53 Linkto: Q,V9 Q,V10 5 Area A(Acres) 1.08 acres Qv11 6 Approved discharge rate(if applicable) 0.00 cfs Qv12 Q,V13 7 Is Seepage Bed in Common Lot? Yes V 1,979 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 34.6 Oft 15 Calculate Design Length L 57 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 57 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 3.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 57 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins G-1,G-2,Bed 6 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.77 Linkto: Q,V14 QV15 5 Area A(Acres) 0.83 acres EQN16 � 6 Approved discharge rate(if applicable) 0.00 cfs 4,V17 QV18 7 Is Seepage Bed in Common Lot? Yes V 2,212 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 34.6 Oft 15 Calculate Design Length L 64 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 64 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 3.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 64 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins H-1-H-2,Bed 7 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.49 Linkto: Q,V16 Q,V17 5 Area A(Acres) 1.01 acres Q,V18 6 Approved discharge rate(if applicable) 0.00 cfs Q,V19� Q,V2o 7 Is Seepage Bed in Common Lot? Yes V 1,698 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 34.6 Oft 15 Calculate Design Length L 49 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 49 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 3.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 49 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab 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 HCF North Residential No.2-Basins 1-1-1-2,Bed 8 2 Enter number of Seepage Beds(25 max) 30 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.76 Linkto: Q,V19 Q,V20 5 Area A(Acres) 0.39 acres Q,V21 6 Approved discharge rate(if applicable) 0.00 cfs QV22� 7 Is Seepage Bed in Common Lot? Yes V 1,035 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.5 ft 9 Set Total Design Depth of All Drain Rock D 4.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 21.7 Oft 15 Calculate Design Length L 48 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 48 ft Approx#of 17 Variable Infiltration Window W SWW 12.5 ft 18 Time to Drain 18.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 48 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxJ(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:10 PM Version 10.0,May 2018 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 HCF North Residential No.2-Basins A-1-A-10-Primary Pond#1 2 Enter number of Basins(25 max) 2 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 1 4 Design Storm 100 Q,V17 5 Weighted Runoff Coefficient C 0.53 Qvla Qvi9 6 Area A(Acres) 9.42 acres Qvzo 7 Approved Discharge Rate(if applicable) 0.00 cfs QV21 8 2-Primary Treatment/Storage V 17,261 15,535 Toggle between Forebay and Primary Basin,enter data and print for each Side Slope Z SileSbpeL Side 9opez FLOW A W: W Y r dYeSMdcL L sh 1*. Primary( L ) Side$lopeL k-�-! Primary Basin 9 Select Primary Basin Shape 3-Rectangle 10 Width of Primary Basin Bottom W 62.0 ft 11 Length of Primary Basin Bottom L 80.0 ft 12 Side Slopes(1-1:1) HA 4.00 13 Enter Bottom Elevation 2677.00 ft 14 Enter Top Bank Elevation 2680.00 ft 15 Enter Water Surface Elevation(WSE) 2679.50 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 2672.17 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 0.50 21 Infiltration Area for Primary/Storage Basin Infiltration? 8.00 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-d 4,959 ftZ Enter 0 for no infiltration 23 Adjusted Storage Required E60 ] Duration itotal Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfS ft3 ft3ft3ft3ft31.00 0.00 0.00 15,535 3,306 0 3,306 12,229 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope Width at Length at Area A at Area A at Stage(ft) Below (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE Stage(ft) 2677.00 2677.00 4.000 62.0 80.0 4,960 4959.14 0 2677.50 4.000 66.0 84.0 5,544 5539.27 2678.00 4.000 70.0 88.0 6,160 6138.54 2678.50 4.000 74.0 92.0 6,808 6765.94 2679.00 4.000 78.0 96.0 7,488 7418.47 12,368 2679.50 4.000 82.0 100.0 8,200 8096.13 16,290 2.50 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? YES 26 Time to drain primary/storage basin 4.2 hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018 Basin A.xlsm 5/7/2020,12:04 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 HCF North Residential No.2-Basins E-1,E-1 Primary 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,v4 5 Weighted Runoff Coefficient C 0.72 QV5 QV6 6 Area A(Acres) 1.02 acres QV7 7 Approved Discharge Rate(if applicable) 0.00 cfs Q'Va Q,V9 8 2-P ri ma ry Treatment/Storage V 2,547 Qvio Q,V11 Toggle between Forebay and Primary Basin,enter data and print for each S*S*z �r L sidr S�pez : F/IY W; W' W Y r SYeSMrcL L mks*.F,-..-.� c L i Side Slope2 k-�-► Primary Basin 9 Select Primary Basin Shape 1-Right Triangle 10 Width of Primary Basin Bottom W 10.0 ft 11 Length of Primary Basin Bottom L 56.0 ft 12 Side Slopes(H:1) HA 4.00 13 Enter Bottom Elevation 2680.50 ft 14 Enter Top Bank Elevation 2683.50 ft 15 Enter Water Surface Elevation(WSE) 2683.00 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 2676.71 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 8.00 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-d 220 ftZ Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration itotal Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Min Hr in/hr cfs ft' ft3 ft3 ft3 ft3 60 1.00 0.96 0.71 2,547 147 0 147 2,401 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Stage Side Slope Width at Length at Area A at Area A at Stage(ft) Below (ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE Stage(ft) 2680.50 2680.50 4.000 10.0 56.0 280 220.00 0 2681.00 4.000 14.4 80.6 580 484.50 2681.50 4.000 18.8 105.2 987 778.05 2682.00 4.000 23.2 129.7 1,503 1096.73 2682.50 4.000 27.6 154.3 2,126 1440.55 2683.00 4.000 31.9 178.9 2,857 1809.50 3,382 2.50 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? YES 26 Time to drain primary/storage basin 15.6 hours 90%volume in 48-hours minimum P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:11 PM Version 10.0,May 2018 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall 1 Outfall 16 12 2 3 4 15 7 10 11 8 9 Project File: 20-031 Pipe Calcs.2stm.stm Number of lines: 16 Date:5/7/2020 Storm Sewers 02.00 Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 Pipe-(234) 2.95 18 Cir 96.006 2675.65 2675.65 0.000 2679.50* 2679.57* 0.04 2679.60 End Manhole 2 Pipe-(213) 6.48 18 Cir 35.017 2676.50 2676.78 0.800 2679.60* 2679.72* 0.20 2679.92 1 Manhole 3 Pipe-(212) 5.21 18 Cir 129.500 2676.78 2677.57 0.610 2679.92* 2680.19* 0.14 2680.32 2 Manhole 4 Pipe-(211) 2.69 15 Cir 161.786 2677.82 2678.93 0.686 2680.32* 2680.56* 0.07 2680.64 3 Manhole 5 Pipe-(255) 0.98 12 Cir 10.749 2679.18 2679.21 0.279 2680.64* 2680.65* 0.02 2680.67 4 Manhole 6 Pipe-(210) 1.86 12 Cir 15.749 2679.18 2679.22 0.254 2680.64* 2680.67* 0.09 2680.76 4 Manhole 7 Pipe-(257) 2.98 15 Cir 43.500 2677.82 2677.91 0.207 2680.32* 2680.40* 0.09 2680.49 3 Manhole 8 Pipe-(217) 0.85 12 Cir 86.000 2678.16 2678.62 0.535 2680.49* 2680.54* 0.02 2680.55 7 Manhole 9 Pipe-(216) 0.85 12 Cir 50.000 2678.62 2678.87 0.500 2680.55* 2680.58* 0.02 2680.60 8 Manhole 10 Pipe-(256) 1.07 12 Cir 10.753 2678.16 2678.20 0.372 2680.49* 2680.50* 0.03 2680.53 7 Manhole 11 Pipe-(258) 1.06 12 Cir 15.753 2678.16 2678.20 0.254 2680.49* 2680.51* 0.03 2680.54 7 Manhole 12 Pipe-(215) 4.41 15 Cir 76.294 2676.75 2677.06 0.406 2679.60* 2679.91* 0.20 2680.11 1 Manhole 13 Pipe-(259) 1.62 12 Cir 10.743 2677.31 2677.34 0.280 2680.11* 2680.13* 0.07 2680.19 12 Manhole 14 Pipe-(214) 3.05 12 Cir 15.755 2677.31 2677.35 0.254 2680.11* 2680.21* 0.23 2680.44 12 Manhole 15 Pipe-(260) 1.51 12 Cir 45.000 2677.28 2678.05 1.711 2679.92* 2679.99* 0.06 2680.04 2 Manhole 16 Pipe-(235) 7.94 18 Cir 33.000 2677.00 2677.80 2.424 2679.50* 2679.66* 0.31 2679.98 End Manhole Project File: 20-031 Pipe Calcs.2stm.stm Number of lines: 16 Run Date: 5/7/2020 NOTES: Known Qs only ;*Surcharged(HGL above crown). Storm Sewers 02.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) M M (ft) (K) (ft) 1 18 2.95 2675.65 2679.50 1.50 1.77 1.67 0.04 2679.54 0.067 96.006 2675.65 2679.57 1.50 1.77 1.67 0.04 2679.61 0.067 0.067 0.065 0.92 0.04 2 18 6.48 2676.50 2679.60 1.50 1.77 3.67 0.21 2679.81 0.325 35.017 2676.78 2679.72 1.50 1.77 3.67 0.21 2679.93 0.324 0.325 0.114 0.95 0.20 3 18 5.21 2676.78 2679.92 1.50 1.77 2.95 0.14 2680.05 0.210 129.50 2677.57 2680.19 1.50 1.77 2.95 0.14 2680.32 0.210 0.210 0.272 1.00 0.14 4 15 2.69 2677.82 2680.32 1.25 1.23 2.19 0.07 2680.40 0.148 161.78 i2678.93 2680.56 1.25 1.23 2.19 0.07 2680.64 0.148 0.148 0.239 1.00 0.07 5 12 0.98 2679.18 2680.64 1.00 0.79 1.25 0.02 2680.66 0.065 10.749 2679.21 2680.65 1.00 0.79 1.25 0.02 2680.67 0.065 0.065 0.007 1.00 0.02 6 12 1.86 2679.18 2680.64 1.00 0.79 2.37 0.09 2680.73 0.233 15.749 2679.22 2680.67 1.00 0.79 2.37 0.09 2680.76 0.232 0.232 0.037 1.00 0.09 7 15 2.98 2677.82 2680.32 1.25 1.23 2.43 0.09 2680.42 0.182 43.500 2677.91 2680.40 1.25 1.23 2.43 0.09 2680.49 0.181 0.182 0.079 1.00 0.09 8 12 0.85 2678.16 2680.49 1.00 0.79 1.08 0.02 2680.51 0.049 86.000 2678.62 2680.54 1.00 0.79 1.08 0.02 2680.55 0.049 0.049 0.042 1.00 0.02 9 12 0.85 2678.62 2680.55 1.00 0.79 1.08 0.02 2680.57 0.049 50.000 2678.87 2680.58 1.00 0.79 1.08 0.02 2680.60 0.049 0.049 0.024 1.00 0.02 10 12 1.07 2678.16 2680.49 1.00 0.79 1.36 0.03 2680.52 0.077 10.753 2678.20 2680.50 1.00 0.79 1.36 0.03 2680.53 0.077 0.077 0.008 1.00 0.03 11 12 1.06 2678.16 2680.49 1.00 0.79 1.35 0.03 2680.52 0.076 15.753 2678.20 2680.51 1.00 0.79 1.35 0.03 2680.54 0.075 0.076 0.012 1.00 0.03 12 15 4.41 2676.75 2679.60 1.25 1.23 3.59 0.20 2679.81 0.398 76.294 2677.06 2679.91 1.25 1.23 3.59 0.20 2680.11 0.397 0.397 0.303 1.00 0.20 13 12 1.62 2677.31 2680.11 1.00 0.79 2.06 0.07 2680.18 0.176 10.743 2677.34 2680.13 1.00 0.79 2.06 0.07 2680.19 0.176 0.176 0.019 1.00 0.07 14 12 3.05 2677.31 2680.11 1.00 0.79 3.88 0.23 2680.34 0.625 15.755 2677.35 2680.21 1.00 0.79 3.88 0.23 2680.44 0.625 0.625 0.098 1.00 0.23 15 12 1.51 2677.28 2679.92 1.00 0.79 1.92 0.06 2679.97 0.153 45.000 2678.05 2679.99 1.00 0.79 1.92 0.06 2680.04 0.153 0.153 0.069 1.00 0.06 16 18 7.94 2677.00 2679.50 1.50 1.77 4.49 0.31 2679.81 0.487 33.000 2677.80 2679.66 1.50 1.77 4.49 0.31 2679.98 0.487 0.487 0.161 1.00 0.31 Project File: 20-031 Pipe Calcs.2stm.stm Number of lines: 16 Run Date: 5/7/2020 c=cir e=ellip b=box Storm Sewers v12.00 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 HCF North Residential No.2-Basin J 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 3 Design Storm 100 Weighted Runoff Coefficient C 0.51 Link to: QV21 4 Area A(Acres) 0.36 acres QV22 QV23� Approved discharge rate for the given storm(if applicable) 0.00 cfs QV24 5 Design Vol With 0%Sed for Swales V 626 ft3 QV25 6 Length of Swale 310 ft 7 Infiltration Window?(Note:infiltration required if Longitudina151ope<1%) Design Infiltration Rate 8.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 22.00 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 14.00 ft2 2 Axs=y z+by 14 Total Swale Capacity Without Driveways 4,340 ft3 15 Does it Have Capacity? OK 16 Time to Drain 1.5 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 (626.4) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,12:12 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 HCF North Residential No.2-Basin K 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 3 Design Storm 100 Weighted Runoff Coefficient C 0.50 Link to: Q,V21 4 Area A(Acres) 0.24 acres QV22 &23 Approved discharge rate for the given storm(if applicable) 0.00 cfs [Q,V24 5 Design Vol With 0%Sed for Swales V 415 ft3 Q,V25 6 Length of Swale 180 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 8.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 22.00 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 14.00 ft` Axs=Y 2z+by 14 Total Swale Capacity Without Driveways 2,520 ft3 15 Does it Have Capacity? OK 16 Time to Drain 1.7 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 (414.9) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,1:46 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 HCF North Residential No.2-Basin L 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 3 Design Storm 100 Weighted Runoff Coefficient C 0.50 Link to: Q,V21 4 Area A(Acres) 0.14 acres Q,V22 Q,V23 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,V24 5 Design Vol With 0%Sed for Swales V 242 ft3 [Q,V25 6 Length of Swale 222 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 8.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 22.00 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 14.00 ft` Axs=Y 2z+by 14 Total Swale Capacity Without Driveways 3,108 fta 15 Does it Have Capacity? OK 16 Time to Drain 0.8 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 (241.9) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\20-031\Documents\Reports\Storm Drainage\Calcs\ACHD_SD_CALCS_112018.xlsm 5/7/2020,1:46 PM Version 10.0,May 2018 APPENDIX D - GEOTECHNICAL ENGINEERING REPORT LIMITED GEOTECHNICAL ENGINEERING REPORT- HILL'S CENTURY FARM NORTH SUBDIVISION (MTI, 01/21/2020) MATERIALS 21 January 2020 TESTING & Page# 1 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Mr. Kameron Nauahi Brighton Corporation 2929 West Navigator Drive Meridian, ID 83642 208-378-4000 Re: Limited Geotechnical Engineering Report Hill's Century Farm North Subdivision Eagle Road & Amity Road Meridian, ID Dear Mr.Nauahi: In compliance with your instructions, MTI has conducted a limited soils exploration for the above referenced development. Fieldwork for this investigation was conducted from 30 December 2019 to 4 January 2020. The proposed development is in the southeastern portion of the City of Meridian, Ada County, ID, and occupies portions of the NWl/4NW1/4 and NE'/4NW1/4 of Section 33, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of a residential subdivision with associated streets to be developed on approximately 32.5 acres. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Kameron Nauahi of Brighton Corporation to Monica Saculles of Materials Testing and Inspection (MTI), on 16 December 2019. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Corporation and MTI. Our scope of services for the proposed development has been provided in our proposal dated 16 December 2019 and repeated below. Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis. Our scope of work did not include foundation design or earthwork recommendations. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long,that developed about 14 million years ago(Ma)and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 2 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections The northeastern part of the project site is underlain by"Gravel of Sunrise Terrace"as mapped by Othberg and Stanford (1993). The Sunrise terrace is the third terrace above the modern Boise River in the eastern Boise Valley, composed of sandy pebble and cobble gravel, and is about 115 feet above river level. Quaternary faulting has probably truncated and tilted this terrace along with older surfaces. The surface of this deposit is mantled with 3-7 feet of loess containing a weakly to moderately developed duripan. Based on stratigraphic correlation the Sunrise terrace may be correlative with the Wilder terrace further to the west. The southwestern portion of the project site is underlain by "Sandy Alluvium of Side-Stream Valleys and Gulches"as mapped by Othberg and Stanford(1993). Locally,these deposits are composed of medium to coarse sand interbedded with silty fine sand and silt and are mostly derived from weathered granite and reworked Tertiary sediments of the Boise Foothills. The thickness of this unit is variable. Because of the relative youthfulness of these deposits they contain only minor pedogenic clay and calcium carbonate. General Site Characteristics The site to be developed is approximately 32.5 acres in size. Currently, the site exists as an agricultural field. Near the northwest corner of the project site is an existing Idaho Power substation. Amity Road borders the northern boundary of the project site. Eagle Road is along the western boundary of the project site. Vegetation on the site consists primarily of agricultural crops. The site is relatively flat and level. However, a slight drop in elevation occurs from east to west. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site and were not noted within the vicinity of the project site. Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located and staked by Brighton Corporation. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth,placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Enclosures section. Results of field and laboratory tests are also presented in the Enclosures section. MTI recommends that these logs not be used to estimate fill material quantities. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 3 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Enclosures section. The laboratory testing program for this report included: Atterberg Limits Testing—ASTM D4318, Grain Size Analysis—ASTM C117/C136, and Resistance Value (R-value) and Expansion Pressure of Compacted Soils—Idaho T-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Enclosures section. Surficial soils were predominately lean clays with sand. Clayey sand with gravel fill materials were also noted at ground surface of test pit 5. Lean clay with sand soils were often brown, dry to slightly moist, hard, and contained fine to coarse-grained sand. Plow zones and organic materials were noted to depths of 0.9 to 1.0 foot. The clayey sand with gravel fill materials were brown, dry to slightly moist,medium dense, and contained fine to coarse-grained sand and 8-inch minus cobbles. Underlying the lean clay with sand soils in all test pits except 1, 3, and 11, sandy silt soils were discovered. These soils were light brown, dry to slightly moist, very stiff to hard, and contained fine to coarse-grained sand. The sandy silts in test pits 2, 4, 5, 6, and 7 also contained varying degrees of induration and calcium carbonate cementation. Below the fine-grained soils, poorly graded gravel with sand sediments were found. These sediments were tan to light brown, slightly moist to saturated, medium dense to dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. At depth, clayey gravel with sand sediments were discovered. These sediments were orange-brown, slightly moist to saturated, dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 14.5 feet bgs. However, seepage was noted from the sidewalls of several of the test pits at depths ranging from 8.1 to 10.2 feet bgs. During an investigation adjacent to the project site in January 2020, seepage was noted in a test pit at a depth of 8.6 feet bgs. Soil moistures in the test pits were generally dry to slightly moist within surficial soils. Within the clayey gravels and poorly graded gravels with clay and sand, soil moistures were generally slightly moist to saturated where seepage was present. In the vicinity of the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page 4 4 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections MTI has previously performed 10 geotechnical investigations within 0.48 mile of the project site. Information from these investigations has been provided in the table below. Groundwater Data Date Approximate Distance Direction from Site Groundwater Depth from Site mile feet bgs) August 2013 0.20 South 4.1 to 9.7 February 2015 0.48 North Not Encountered to 16.9 April 2015 0.40 East Not Encountered to 18.3 September 2016 0.40 South 7.3 to 10.1 September 2016 0.19 East 7.9 to 10.6 and Not Encountered to 15.5 May 2017 0.45 South 7.6 September 2017 0.17 East Not Encountered to 16.4 May 2019 0.23 East Not Encountered to 16.5 March 2019 0.01 West 7.6 August 2019 0.24 East Not Encountered to 18.6 Furthermore,according to United States Geological Survey(USGS)monitoring well data within approximately 1/2-mile of the project site,groundwater was measured at a depth of 40 feet bgs,which equates to a groundwater elevation of 2,645 feet above mean sea level (msl). Based on evidence of this investigation,background knowledge of the area, and the soil profile encountered on the site, it is MTI's opinion that the sidewall seepage noted on the logs is associated with a perched water table. Subsurface water will likely be present at or above the clayey gravel with sand sediments encountered throughout the site. Clayey gravel with sand sediments were encountered at depths ranging from 7.5 to 11.0 feet bgs. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in test pits 1 through 16. If desired, MTI is available to perform this monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was tested in the field. For this report, an estimation of infiltration is also presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay with sand soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 1 to 4 inches per hour;though calcium carbonate cementation and induration may reduce this value to near zero. Clayey gravel with sand sediments typically have infiltration rates ranging from 1 to 6 inches per hour. Poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free-draining nature. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mti(cDmti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 5 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Infiltration Testing Infiltration testing was conducted using an open test pit method. Test pit areas will need to be re-excavated and compacted prior to construction of structures that will be sensitive to settlement. Test locations were presoaked prior to testing. Pre-soaking increases soil moistures,which allows the tested soils to reach a saturated condition more readily during testing. Saturation of the tested soils is desirable in order to isolate the vertical component of infiltration by inhibiting horizontal seepage during testing. Testing was conducted on 30 and 31 December 2019 and 4 January 2020. Details and results of testing are as follows: Infiltration Testing Results bilized Test Test Infiltration Design Location Depth11! of ype Rate Infiltration Rate (feet bgs) (inches/hour) inches/hour TP-1 6.8 Poorly Graded Gravel with Sand >12 8.0** TP-2 6.7 Poorly Graded Gravel with Sand >12 8.0** TP-3 5.2 Poorly Graded Gravel with Sand >12 8.0** TP-4 6.0 Poorly Graded Gravel with Sand >12 8.0** TP-5 3.1 Sandy Silt 0.72 Not Suitable* TP-6 10.2 Clayey Gravel with Sand 1.92 0.96 TP-7 6.6 Poorly Graded Gravel with Sand >12 8.0** TP-8 3.2 Sandy Silt 0.48 Not Suitable* TP-9 7.4 Poorly Graded Gravel with Sand >12 8.0** TP-10 10.2 Clayey Gravel with Sand >12 8.0** TP-11 4.1 Poorly Graded Gravel with Sand >12 8.0** TP-12 5.8 Poorly Graded Gravel with Sand >12 8.0** TP-13 5.1 Poorly Graded Gravel with Sand >12 8.0** TP-14 3.0 Sandy Silt 1.92 0.96 TP-15 4.2 Poorly Graded Gravel with Sand >12 8.0** TP-16 1 5.6 1 Poorly Graded Gravel with Sand >12 8.0** *Per the ACHD Policy Manual, a minimum design infiltration of 0.5 inch per hour is required. **Per the ACHD Policy Manual,the maximum design infiltration rate is 8 inches per hour. In accordance with the ACHD Policy Manual, appropriate factors of safety have been applied. Perched water may impact the functionality of the infiltration facilities. MTI recommends that all infiltration facilities be constructed in accordance with the local municipality requirements. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 6 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client shall review and understand these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected samples of near-surface soils for Resistance Value (R- value) testing. One sample, consisting of lean clay with sand collected from test pit 4 at a depth of 0.5 to 1.0 feet bgs, yielded an R-value of less than 5. A second sample, consisting of sandy silt collected from test pit 15 at a depth of 1.5 to 2.0 feet bgs, yielded an R-value of 13. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. Results of the test are graphically depicted in the Appendix. Flexible Pavement Sections The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement sections. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading,traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component' Roadway Section Roadway Section Lean Clay with Sand Sand Silt Asphaltic Concrete 2.5 Inches 2.5 Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 14.0 Inches 12.0 Inches Compacted Subgrade See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 1It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 7 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Pavement Subgrade Preparation Uncontrolled fill was encountered in portions of the site. MTI recommends that these fill materials be completely removed. The excavated fill materials can be replaced in accordance with the Structural Fill section provided that all organic material and/or debris is completely removed. Once final grades have been determined, MTI is available to provide additional recommendations. Plow zones with organic materials were encountered in portions of the site. MTI recommends that the organic materials be removed. If plow zones remain after organic materials have been removed,the exposed subgrade must be compacted to at least 95 percent of the maximum da density as determined by ASTM D698. MTI personnel must be present during excavation to identify these materials. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated),inspected,and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired,fully loaded,tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Subgrade clayey and silty soils near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates, as well as compacted native subgrade soils, in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over-excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 8 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete,the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System(USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Pavement Subgrade Preparation section and Common Pavement Section Construction Issues section. Structural fill material should be moisture-conditioned to achieve optimum moisture content prior to compaction. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than 3/4— inch)particles. If material contains more than 40 percent but less than 50 percent oversize particles,compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over"point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page 4 9 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections General Comments Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development,the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed structures, consultation with MTI must be arranged as supplementary recommendations may be required. Often,questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions,please call (208) 376-4748. Respectfully Submitted, Materials Testing& Inspection t 6� I3 Hunter Hayes, E.I. Reviewed by: Elizabeth Brown, P.E. Staff Engineer Geotechnical Service rF c E NSF Reviewed by: Monica Saculles P 190 . 14eer 2 Senior Geotechni al in P� F Enclosures: Warranty and Limiting Conditions Vicinity Map Site Map Geotechnical Investigation Test Pit Logs Geotechnical General Notes Important Information About This Geotechnical Engineering Report 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page# 10 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections WARRANTY AND LIMITING CONDITIONS MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection("Consultant"). Use or misuse of this report,or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary,and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page# 11 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase Il/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract,those personnel who are trained to investigate and delineate soil and water contamination. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection C E a H N a g cz v J Q QLo M �` M 7 1Lr1 c0 N V • y -c m ii ` V N c0 E O 0 W C N. Z ' E ~ 'an aiiw Q 6Z O a J N W _h �. U) LL = N N = 3 can Vi N c6 N W m ao FU) co ca 3 -0 0 O m O cn G E = co Zo Z E O W CO xO .0 0 Of cOo N C m d (D 0 0 n 0 y a> :o -0 3 >o Z J Q J m N O c` N • • 2 W 0 g N CO lu i] Ln '5 CURTIS RO. w LL r Ott - 1 o cf ice' T5 R;NnVM-IIW N r S MAPCE GROVE LLB, 1'- s 5.Rvemj 5•F]V'E MILE RD S E III R� Ln z J :m 0 a _ !� " 5L' C7A RG— 5 rrLO1fEAL R cni LL art ,EAGLE R s EAGLE RD O L .z v � � J cn Lu W i r- .N N MI I� irr. ids I 7 .� CV c o o Ul tb co ® J 0 g L9 �y Z u N W E LL O W N C f6 � O X n Z ~ d d li LU eZ O N Q N Ln Li --0 cn o o 5 LW �LJ (n C m N N G r IDC6 4 m oMo (6 C $_ = -O T m >w LU o m o � p C7 a � a� � N � -o � 3 ui Z O r— m Z u J Q 00 Q d 2 W .o N m r r i o � I b H E /! ' Y � e I o r! II ' a - o= r e u � l 0 i k - _ 'T : D �. CD r ❑ _ O CD QEE rL® a a® rL ,a MATERIALS 21 January 2020 TESTING €S Page# 14 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.561104 Longitude: -116.350601 Depth to Water Table: Not Encountered Total Depth: 14.3 Feet bgs Notes: Piezometer installed to 14.3 feet bgs. Infiltration testing conducted at 6.8 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to 0.0-3.4 slightly moist, hard, with fine to coarse- 4.5+ grained sand. Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist to moist, 3.4-9.3 medium dense to dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. Clayey Gravel with Sand (GC): Orange- brown, slightly moist to saturated, dense, 9.3-14.3 with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 9.6 eet bgs. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 15 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.560212 Longitude: -116.350574 Depth to Water Table: Not Encountered Total Depth: 14.1 Feet bgs Notes: Piezometer installed to 14.1 feet bgs. Infiltration testing conducted at 6.7 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to 0.0-1.4 slightly moist, hard, with fine to coarse- 4.5+ grained sand. Sandy Silt(ML): Light brown, dry to slightly 1.4-4.4 moist, hard, with fine to coarse-grained sand. --Weak to moderate induration from 1.4 to 3.4 eet bgs. Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist to moist, 4.4-9.3 medium dense to dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. --Minor clay content noted throughout. Clayey Gravel with Sand (GC): Orange- brown, slightly moist to saturated, dense, 9.3-14.1 with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 9.6 eet bgs. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 16 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.560095 Longitude: -116.353306 Depth to Water Table: Not Encountered Total Depth: 12.8 Feet bgs Notes: Piezometer installed to 12.8 feet bgs. Infiltration testing conducted at 5.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to 0.0-3.0 slightly moist, hard, with fine to coarse- 4.5+ grained sand. Poorly Graded Gravel with Sand (GP): Tan, slightly moist, medium dense, with fine to 3.0-7.5 coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. --Intermittent pockets of clayey sand throughout. Clayey Gravel with Sand (GC): Orange- brown, slightly moist to saturated, dense, 7.5-12.8 with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 8.7 eet bgs. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page# 17 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.561105 Longitude: -116.349038 Depth to Water Table: Not Encountered Total Depth: 13.1 Feet bgs Notes: Piezometer installed to 13.1 feet bgs. Infiltration testing conducted at 6.0 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-1.3 grained sand. Bulk 0.5-1.0 4.5+ R-Value --Organics to a depth of 0.5 foot bgs. --%-inch minus diameter tree roots to a depth of 1.9 eet bgs. Sandy Silt(ML): Light brown, dry to slightly 1.3-5.7 moist, hard, with fine to coarse-grained sand. --Weak to moderate induration from 2.3 to 5.7 eet bgs. Poorly Graded Gravel with Sand (GP): Tan, 5.7-9.1 slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 9.1-13.1 brown, slightly moist, medium dense to dense, with fine to coarse-grained sand,fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page# 18 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.560122 Longitude: -116.349181 Depth to Water Table: Not Encountered Total Depth: 13.5 Feet bgs Notes: Piezometer installed to 13.5 feet bgs. Infiltration testing conducted at 3.1 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Clayey Sand with Gravel Fill (SC-FILL): 0.0-1.3 Brown, dry to slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 8-inch minus cobbles. Lean Clay with Sand (CL): Brown, dry to 1.3-2.2 slightly moist, hard, with fine to coarse- 4.5+ rained sand. Sandy Silt(ML): Light brown, slightly moist, 2.2-4.9 very stiff to hard, with fine to coarse-grained sand. --Weak to moderate cementation throughout. Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist to saturated, 4.9-11.0 medium dense to dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. --Sidewall seepage at 10.2 eet bgs. Clayey Gravel with Sand (GC): Orange- 11.0-13.5 brown, moist, dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page# 19 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.560122 Longitude: -116.349181 Depth to Water Table: Not Encountered Total Depth: 13.5 Feet bgs Notes: Piezometer installed to 13.5 feet bgs. Infiltration testing conducted at 10.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-1.9 grained sand. 4.5+ --Plow zone and organics to a depth of 1.0 foot bgs. Sandy Silt(ML): Light brown, dry to slightly moist, very stiff to hard, with fine to coarse- 1.9-4.2 grained sand. --Weak to moderate cementation from 2.8 to 4.2 eet bgs. Poorly Graded Gravel with Sand (GP): Tan, 4.2-9.9 slightly moist, medium dense to dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 9.9-13.5 brown, moist, dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 20 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.558924 Longitude: -116.350270 Depth to Water Table: Not Encountered Total Depth: 13.5 Feet bgs Notes: Piezometer installed to 13.5 feet bgs. Infiltration testing conducted at 6.6 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-2.1 grained sand. 4.5+ --Plow zone and organics to a depth of 1.0 foot bgs. Sandy Silt(ML): Light brown, dry to slightly 2.1-3.0 moist, very stiff to hard, with fine to coarse- grained sand. --Weak cementation throughout. Poorly Graded Gravel with Sand (GP): Tan 3.0-8.4 to light brown, slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 8.4-13.5 brown, moist, dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 21 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.558324 Longitude: -116.350241 Depth to Water Table: Not Encountered Total Depth: 13.4 Feet bgs Notes: Piezometer installed to 13.4 feet bgs. Infiltration testing conducted at 3.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-2.8 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 oot bgs. Sandy Silt(ML): Light brown, dry to slightly 2.8-6.7 moist, very stiff, with fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist, medium dense 6.7-10.0 to dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 10.0-13.4 brown, moist, dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 22 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-9 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.558105 Longitude: -116.351378 Depth to Water Table: Not Encountered Total Depth: 12.9 Feet bgs Notes: Piezometer installed to 12.9 feet bgs. Infiltration testing conducted at 7.4 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-1.4 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 feet bgs. 1.4-3.0 Sandy Silt(ML): Light brown, slightly moist, very stiff, with fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist, medium dense 3.0-9.2 to dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 9.2-12.9 brown, moist, dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 23 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-10 Date Advanced: 30 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.558759 Longitude: -116.351282 Depth to Water Table: Not Encountered Total Depth: 13.0 Feet bgs Notes: Piezometer installed to 13.0 feet bgs. Infiltration testing conducted at 10.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-2.6 grained sand. 4.5+ --Plow zone and organics to a depth of 1.0 oot bgs. 2.6-4.6 Sandy Silt(ML): Light brown, slightly moist, very stiff, with fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): Tan 4.6-8.9 to light brown, slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 8.9-13.0 brown, slightly moist to moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €S Page# 24 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-11 Date Advanced: 31 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.559094 Longitude: -116.352177 Depth to Water Table: Not Encountered Total Depth: 13.4 Feet bgs Notes: Piezometer installed to 13.4 feet bgs. Infiltration testing conducted at 4.1 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-2.2 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 foot bgs. Poorly Graded Gravel with Sand (GP): Tan 2.2-9.0 to light brown, slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 9.0-13.4 brown, slightly moist to moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mti(cDmti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 25 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-12 Date Advanced: 31 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.559410 Longitude: -116.351519 Depth to Water Table: Not Encountered Total Depth: 13.6 Feet bgs Notes: Piezometer installed to 13.6 feet bgs. Infiltration testing conducted at 5.8 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-1.7 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 foot bgs. 1.7-3.6 Sandy Silt(ML): Light brown, slightly moist, very stiff, with fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): Tan 3.6-9.1 to light brown, slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- 9.1-13.6 brown, slightly moist to moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 26 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-13 Date Advanced: 31 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.559257 Longitude: -116.353113 Depth to Water Table: Not Encountered Total Depth: 14.5 Feet bgs Notes: Piezometer installed to 14.5 feet bgs. Infiltration testing conducted at 5.1 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-2.8 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 foot bgs. 2 8-3 8 Sandy Silt(ML): Light brown, slightly moist, very stiff, with fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist to saturated, 3.8-8.5 medium dense, with fine to coarse-grained sand,fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 8.4 eet bgs. Clayey Gravel with Sand (GC): Orange- 8.5-14.5 brown, saturated to moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 27 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-14 Date Advanced: 31 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.559216 Longitude: -116.354204 Depth to Water Table: Not Encountered Total Depth: 14.0 Feet bgs Notes: Piezometer installed to 14.0 feet bgs. Infiltration testing conducted at 3.0 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-2.4 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 foot bgs. Sandy Silt(ML): Light brown, slightly moist, 2.4-4.5 verystiff, with fine to coarse-grained sand. GS 2.5-3.0 A Poorly Graded Gravel with Sand (GP): Tan 4.5-8.1 to light brown, slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. Clayey Gravel with Sand (GC): Orange- brown, saturated to moist, dense, with fine to 8.1-14.0 coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 8.8 feet bgs. Lab Test ID M LL PI Sieve Anal sis M assin % - - 1 #4 #10 #40 #100 #200 A 13.3 NP NP 1 99 98 88 72 60.4 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 28 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-15 Date Advanced: 31 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.557939 Longitude: -116.354147 Depth to Water Table: Not Encountered Total Depth: 14.0 Feet bgs Notes: Piezometer installed to 14.0 feet bgs. Infiltration testing conducted at 4.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-1.4 grained sand. 4.5+ --Plow zone and organics to a depth of 0.9 oot bgs. Sandy Silt(ML): Light brown, slightly moist, 1.4-3.3 verystiff, with fine to coarse-grained sand. Bulk 1.5-2.0 R-value Poorly Graded Gravel with Sand (GP): Tan to light brown, slightly moist to saturated, 3.3-9.6 medium dense, with fine to coarse-grained sand,fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 8.1 feet bgs. Clayey Gravel with Sand (GC): Orange- 9.6-14.0 brown, slightly moist to moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 29 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-16 Date Advanced: 31 Dec 2019 Logged by: Hunter Hayes, E.I. Excavated by: Bred Inc. Location: See Site Map Plates Latitude: 43.557786 Longitude: -116.352708 Depth to Water Table: Not Encountered Total Depth: 14.2 Feet bgs Notes: Piezometer installed to 14.2 feet bgs. Infiltration testing conducted at 5.6 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab Feet bgs) Sediment Classification Type Feet bgs) Qp Test ID Lean Clay with Sand (CL): Brown, dry to slightly moist, hard, with fine to coarse- 0.0-0.9 grained sand. 4.5+ --Plow zone and organics to a depth of 1.0 foot bgs. Sandy Silt(ML): Light brown, slightly moist, 0.9-1.7 verystiff, with fine to coarse-grained sand. Bulk 1.5-2.0 R-value Poorly Graded Gravel with Sand (GP): Light brown, slightly moist to saturated, medium dense to dense, with fine to coarse-grained 1.7-9.5 sand,fine to coarse gravel, and 5-inch minus cobbles. --Sidewall seepage at 9.3 feet bgs. --Clay content noted throughout. Clayey Gravel with Sand (GC): Orange- 9.5-14.2 brown, saturated to moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch minus cobbles. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 30 of 36 INSPECTION b192072g limitedgeoteeh AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM Ma'or Divisions Symbol Soil Descriptions Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines Soils<50% GP Poorly-graded gravels;gravel/sand mixtures with little or no fines Coarse-Grained coarse fraction GM Silty gravels;poorly-graded ravel/sand/silt mixtures Soils<50% passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures passes No.200 Sand& Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils>50% SP Poorly-graded sands;gravelly sands with little or no fines coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures ML Inorganic silts; sandy,gravelly or clayey silts Silts&Clays Lean clays; inorganic, gravelly, sandy, or silty, low to medium-plasticity Fine-Grained LL<50 CL clays Soils>50% passes No.200 OL Organic,low-plasticity clays and silts sieve Silts&Clays MH Inorganic,elastic silts;sandy,gravelly or clayey elastic silts LL>50 CH Fat clays;high-plasticity, inorganic clays OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,h dric soils with high organic content RELATIVE DENSITY AND CONSISTENCY STURE CONTENT AND CEMENTATION CLASSIFICATION CLASSIFICATION Coarse-Grained Soils SPT Blow Counts N ID:escTription Field Test Ve Loose: <4 Absence of moisture,dusty, to touch Loose: 4-10 Slightly Moist Damp,but not visible moisture Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: >50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts N Description Field Test Very Soft: <2 Weak Crumbles or breaks with handling or slight Soft: 2-4 finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with considerable finger Stiff. 8-15 pressure Very Stiff- 15-30 Strong Will not crumble or break with finger pressure Hard: >30 PARTICLE SIZE ACRONYM LIST Boulders: > 12 in. 7GS7grable Cobbles: 12 to 3 in. mit Gravel: 3 in.to 5 mm ontent Coarse-Grained Sand: 5 to 0.6 mm c Medium-Grained Sand: 0.6 to 0.2 mm PI Plasticity Index Fine-Grained Sand: 0.2 to 0.075 mm QP penetrometer value, unconfined compressive strength, Silts: 0.075 to 0.005 mm tsf Clays: <0.005 min V vane value,ultimate shearing strength,tsf 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mti(cDmti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING €>r Page# 31 of 36 INSPECTION b192072g limitedgeotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Century Fanns Subdivision,Residential Roadways(Lean Clay with Sand) Average Daily Traffic Count: All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 4.00 Subgrade CBR Value: 2 Subgrade Mr: 3,000 R-Value of Aggregate Base: 80 R-Value of Granular Borrow. 60 Subgrade R-Value: 4 Expansion Pressure of Subgrade: 1.40 Unit Weight of Base Materials: 130 Total Design Life 18 kipESAL's: 33,131 ASPHALTIC CONCRETE Gravel Equivalent,Calculated 0.384 Thickness: 0.196923077 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASR Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent,ACTUAL: 0.773 SUBBASE Gravel Equivalent(Ballast): 1.843 Thickness: 1.070 Use= 14 Inches Gravel Equivalent,ACTUAL: 1.940 TOTAL Thickness: 1.708 Thickness Required byExp.Pressure: 1.551 Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete(at least 2.5): 2.50 1.95 Asphalt Treated Base(at least 4.2): 0.00 Cement Treated Base(at least 4.2): 0.00 Crushed Aggregate Base(at least 4.2): 4.00 1.10 Subbase(at least 4.2): 14.00 1.00 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 32 of 36 INSPECTION b192072g limited_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Century Farms Subdivision,Residential Roadways(Sandy Sih) Average Daily Traffic Count: All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 13.00 Subgrade CBR Value: 5 Subgrade Mr: 7,500 R-Value of Aggregate Base: 80 R-Value of Granular Borrow. 60 Subgrade R-Value: 13 Expansion Pressure of Subgrade: 0.33 Unit Weight of Base Materials: 130 Total Design Life 18 kipESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent,Calculated: 0.384 Thickness: 0.196923077 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent,ACTUAL: 0.773 SUBBASE: Gravel Equivalent(Ballast): 1.670 Thickness: 0.897 Use= 12 Inches Gravel Equivalent,ACTUAL: 1.773 TOTAL Thickness: 1.542 Thickness Required by Exp.Pressure: 0.366 Design ACIID Depth Substitution Inches Ratios Asphaltic Concrete(at least2.5): 2.50 1.95 Asphalt Treated Base(at least 4.2): 0.00 Cement Treated Base(at least 4.2): 0.00 Crushed Aggregate Base(at least 4.2): 4.00 1.10 Subbase(at least 4.2): 12.00 1.00 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 33 of 36 INSPECTION b192072g limitedgeotecb AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-VALUE LABORATORY TEST DATA Source and Description: TP-4: 0.5'-1.0', Lean Clay with Sand Date Obtained: 30 December 2019 Sample ID: 20-0028 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T190: Sample A B C Dry Density lb/ft3 NA NA NA Moisture Content % NA NA NA Expansion Pressure (psi) NA NA NA Exudation Pressure (psi) NA NA NA R-Value NA NA NA R-Value @ 200 psi Exudation Pressure=Less than 5** ** ASTM D2844 Note 2: Occasionally,material from very plastic clay-test specimens will extrude from under the mold and around the follower ram during the loading operation. If this occurs when the 800-psi point is reached and fewer than five lights are lighted, the soil should be reported as less than 5 R-value. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mtia-mti-id.com Copyright®g&Inspection Testing&Inspection MATERIALS 21 January 2020 TESTING & Page# 34 of 36 INSPECTION b192072g_limited geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-VALUE LABORATORY TEST DATA Source and Description: TP-14: 1.5'-2.0', Sandy Silt Date Obtained: 31 December 2019 Sample ID: 20-0028 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T190: Sample A B C Dry Density lb/ft3 111.9 110.8 109.0 Moisture Content % 16.1 16.8 17.5 Expansion Pressure (psi) 0.45 0.21 0.12 Exudation Pressure (psi) 251 151 127 R-Value 17 9 6 R-Value @ 200 psi Exudation Pressure= 13 R-Value @ Exudation Pressure 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 300 250 200 150 1 )0 Exudation Pressure(psi) 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 als www.mti-id.com•mti(cDmti-id.com Copyright©g&Inspection Testing&Inspection IMPOPIRRI InfoPmation Out ■ eolechn -Enol neeping Repo Subsurface problems are a principal e of construction . . . overruns, d disputes.While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) will not likely meet the needs of a civil-works constructor or even a has prepared this advisory to help you -assumedly different civil engineer.Because each geotechnical-engineering study a client representative-interpret and apply this is unique,each geotechnical-engineering report is unique,prepared geotechnical-engineering report as effectively as solely for the client. possible. In that way, you can benefit from a lowered Likewise,geotechnical-engineering services are performed for a specific exposure to problems associated with subsurface project and purpose.For example,it is unlikely that a geotechnical- conditions at project sites and development of engineering study for a refrigerated warehouse will be the same as them that,for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during of construction delays, cost overruns, claims, a preliminary study to evaluate site feasibility will not be adequate to and disputes. If you have questions or want more develop geotechnical design recommendations for the project. information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Do not rely on this report if your geotechnical engineer prepared it: Active engagement in GBA exposes geotechnical • for a different client; engineers to a wide array of risk-confrontation • for a different project or purpose; techniques that can be of genuine benefit for • for a different site(that may or may not include all or a portion of everyone involved with a construction project. the original site);or before important events occurred at the site or adjacent to it; e.g.,man-made events like construction or environmental Understand the Geotechnical-Engineering Services remediation,or natural events like floods,droughts,earthquakes, Provided for this Report or groundwater fluctuations. Geotechnical-engineering services typically include the planning, collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it.A minor amount and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is proposed construction are also important considerations.Geotechnical required at all-could prevent major problems. engineers apply their engineering training,experience,and judgment to adapt the requirements of the prospective project to the subsurface Read this Report in Full model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical- will likely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and affected by construction activities. refer to the report in full. The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geotechnical Engineer geotechnical-engineering report providing the data obtained,a discussion About Change of the subsurface model(s),the engineering and geologic engineering Your geotechnical engineer considered unique,project-specific factors assessments and analyses made,and the recommendations developed when developing the scope of study behind this report and developing to satisfy the given requirements of the project.These reports may be the confirmation-dependent recommendations the report conveys. titled investigations,explorations,studies,assessments,or evaluations. Typical changes that could erode the reliability of this report include Regardless of the title used,the geotechnical-engineering report is an those that affect: engineering interpretation of the subsurface conditions within the context . the site's size or shape; of the project and does not represent a close examination,systematic . the elevation,configuration,location,orientation, inquiry,or thorough investigation of all site and subsurface conditions. function or weight of the proposed structure and Geotechnical-Engineering Services are Performed the desired performance criteria; the composition of the design team;or for Specific Purposes, Persons, and Projects, . project ownership. and At Specific Times Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their geotechnical-engineering study conducted for a given civil engineer impact.The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes engineer was not informed about developments the engineer otherwise only.To avoid misunderstanding,you may also want to note that would have considered. "informational purposes"means constructors have no right to rely on the interpretations,opinions,conclusions,or recommendations in the Most Of the "Findings" Related in This Report report.Be certain that constructors know they may learn about specific Are Professional Opinions project requirements,including options selected from the report,only Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors subsurface using various sampling and testing procedures.Geotechnical that they may perform their own studies if they want to,and be sure to engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in locations where sampling and testing is performed.The data derived from a position to give constructors the information available to you,while that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect. conditions may differ-maybe significantly-from those indicated in this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely to serve on the design team through project completion to obtain Some client representatives,design professionals,and constructors do informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other engineering disciplines.This happens in part because soil and rock on This Report's Recommendations Are project sites are typically heterogeneous and not manufactured materials Confirmation-Dependent with well-defined engineering properties like steel and concrete.That The recommendations included in this report-including any options or lack of understanding has nurtured unrealistic expectations that have alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes. final,because the geotechnical engineer who developed them relied heavily To confront that risk,geotechnical engineers commonly include on judgement and opinion to do so.Your geotechnical engineer can finalize explanatory provisions in their reports.Sometimes labeled"limitations,' the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers' exposed during construction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own engineer confirms that the conditions assumed to exist actually do exist, responsibilities and risks.Read these provisions closely.Ask questions. the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly. occurred.The geotechnical engineer who prepared this report cannot assume responsibility or liabilityfor confirmation-dependent recommendations fyou Geoenvironmental Concerns Are Not Covered fail to retain that engineer to perform construction observation. The personnel,equipment,and techniques used to perform an environmental study-e.g.,a"phase-one"or"phase-two"environmental This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering engineering reports has resulted in costly problems.Confront that risk report does not usually provide environmental findings,conclusions,or by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface confer with other design-team members; environmental problems have led to project failures.If you have not help develop specifications; obtained your own environmental information about the project site, review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find specifications;and environmental risk-management guidance. be available whenever geotechnical-engineering guidance is needed. Obtain Professional Assistance to Deal with You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater, prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's phase observations. services were not designed,conducted,or intended to prevent migration of moisture-including water vapor-from the soil Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies. unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's the information they provide for bid preparation.To help prevent recommendations will not of itself be sufficient to prevent the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team. or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists. DAM GEOPROFESSIONAL BUSINESS / - ASSOCIATION Telephone:301/565-2733 e-mail:info@geoprofessional.org wwwgeoprofessional.org Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent or intentional(fraudulent)misrepresentation.