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CC - Drain Calc Package
ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Modern Craftsman at Franklin �S\oN A L FNc �C.,\STFR� %F PROJECT NO: C2022-006 Q� 08'/29/2023� 01!�.8 82 DATE: 8/29/2023 9TF OFG\�` �F1"//V S. C�P\� Developer: Baron Properties 1401 171h St, Suite 700 Denver, CO 80202 1119 E. State St., Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013 Modern Craftsman at Franklin consists of approximately 11.5 acres located directly west of the Purdham Drain in Meridian, Idaho. Earthwork will consist of excavation for the site's drainage facilities and preparation of the site's drive aisles and building pads. Groundwater is present at shallow depths throughout the development site and is a driving factor in drainage calculations. Shallow drainage systems have been designed to accommodate the site's high groundwater table. Runoff from adjacent Franklin Rd and from the site's interior drive lanes will flow to subsurface vertical sand filters, designed per ACHD policy, although only a single sand filter will be owned and maintained by ACHD. Asphalt drive aisles are sloped at 1% to 4% towards catch basins located across the development site. Subsurface storm drainage piping connects these catch basins, routing towards sand and grease traps for pretreatment. Water then flows into a lined chamber prior to flowing horizontally through an 18"wide sand filter and being allowed into infiltrate into the earth. The horizontal sand filters do not require separation from the groundwater table, less the bottom being above said elevation. The Boise City Standard Method,using 1.0 inches of rainfall from a 50-year, one-hour storm,was used to determine the peak volume required for all private drainage areas. The 25 and 50 year peak flow rates were determined using Q=CiA, with a time of concentration of 10 minutes for areas to be routed. Pipe flows were checked using Manning's Equation showing that all subsurface storm drain lines are capable of a gravity flow regime in the 50-year storm event. Building drainage flows in small building conveyance swales to surface infiltration beds located between the structures. The surface infiltration beds do not have piped inlets,they are designed as depressions that can provide storage for stormwater in their voids (0.40 void ratio) while maintaining a relatively flat landscape and nuisance water below the finished grade elevation. These surface infiltration beds are all designed with shallow elevations (less than or equal to 18"). Each surface infiltration bed has a smaller sand infiltration window that provides infiltration into the earth within the required 48-hour period.Very few shallow surface swales with open `V' shape have been designed within the development site. Methodology and Assumptions 1. Geotechnical Report from Atlas,dated 02/25/2022 is attached a. Bedrock is not expected to be encountered. b. Groundwater is anticipated at relatively shallow depths and is a relevant design factor. 2. Calculations for ACHD storm water facilities. a. Rational Method used for peak flows: Qp =CiA i. Qp =Peak flow for 100 year design storm at storm duration equal to time of concentration. 1. C =Weighted runoff coefficient based on land use (Appendix 1) a. C for primarily asphalt drainage area= 0.95 2. i =Rainfall intensity of design storm in inches/hour—Intensity- Duration-Frequency table (Appendix 1) 3. A Area of drainage basin under consideration ii. Runoff Volume Calculation 1. V=CIAT a. C =Weighted runoff coefficient b. I=Rainfall intensity for 1 hour storm i. i =0.96 in/hr for 100 year storm ii. i =0.69 in/hr for 25 year storm c. A=Area of drainage in acres d. T=Duration of storm of 1 hour 3. Calculations for Private Storm Water Facilities a. Rational Method used for peak flows: Qp =CiA i. Qp =Peak flow for 50-year design storm at 1 inch of rainfall over 1 hour. 1. C =Runoff coefficient based on land use (Appendix 1) a. C for roof, concrete & asphalt=0.95 b. C for residential use =0.30 [weighted runoff coefficient with concrete still utilized for calculations... increased runoff coefficient used due to gravels, and artificial turf utilization rather than lawn areas in most detached unit areas. 2. i =Rainfall intensity of design storm in inches/hour—Intensity- Duration-Frequency table (Appendix 1) A=Area of drainage basin under consideration—The site is divided into basins as shown on attached drawing based on final site grading. (Appendix 2) ii. Runoff Volume Calculation 1. V=CIAT a. C =Weighted runoff coefficient based on land use b. I=Rainfall intensity for 50-year, 1 hour storm=1.0 in/hr c. A=Area of drainage in acres d. T=Duration of storm of 1 hour= 3600 seconds b. Infiltration Swale/Infiltration Bed Sizing calculations i. No infiltration during design storm ii. Design Infiltration Rate: 4.0 in/hr iii. System designed to drain in less than 48 hours c. Sand and Grease Trap Calculations i. Size for 50-Year Peak flow ii. Vault size: 1000 gallon iii. Baffle Spacing: 20 inches iv. Throat Width: 48 inches v. Velocity must be less than 0.5 ft/sec List of Appendices: IDF CURVE AND WEIGHTED RUNOFF CALCULATIONS —Appendix 1 DRAINAGE AREA MAP—Appendix 2 ACHD DRAINAGE CALCULATIONS—Appendix 3 PRIVATE DRAINAGE CALCULATIONS—Appendix 4 List of Attachments: GEOTECHNICAL REPORT—Prepared by Atlas, dated February 25, 2022 GROUNDWATER UPDATES—From Atlas, last updated May 17, 2023 BOISE AREA INTENSITY-DURATION-FREQUENCY,WITH REVISED IDF CURVES Intensity(inches per hour) Design Storm 2 5 10 25 50 100 Tc 0.17 10 min 0.69 1.15 1.45 1.85 2.20 2.58 0.25 15 min 0.59 0.97 1.22 1.56 1.86 2.18 0.33 20 min 0.49 0.81 1.01 1.30 1.54 1.81 0.42 25 min 0.43 0.71 0.89 1.14 1.35 1.58 0.50 30 min 0.41 0.67 0.85 1.08 1.29 1.51 0.58 35 min 0.34 0.56 0.70 0.90 1.07 1.25 0.67 40 min 0.31 0.51 0.64 0.82 0.98 1.15 0.75 45 min 0.29 0.48 0.60 0.77 0.91 1.07 0.83 50 min 0.27 0.45 0.56 0.72 0.85 1.00 0.92 55 min 0.26 0.43 0.54 0.69 0.82 0.96 1.00 1 hour 0.26 0.43 0.54 0.69 0.82 0.96 2.00 2 hours 0.16 0.25 0.31 0.39 0.46 0.54 3.00 3 hours 0.13 0.19 0.23 0.29 0.34 0.40 6.00 6 hours 0.09 0.12 0.14 0.18 0.21 0.25 12.00 12 hours 0.06 0.08 0.10 0.12 0.14 0.16 24.00 24 hours 0.04 0.06 0.06 0.08 0.09 0.10 Boise Area Intensity Duration Frequency (IDF) 3.00 ------.2year 2.50 -*-5 year 22.00 -x-10 year y -6 25 year s c1.50 x\ 50 year r V) X --0-100 year 21.00 --*\ X....................... \ 0.50X �� � ... �� 0.00 .------ 10 min 15 min 30 min 1 hour 2 hours 3 hours 6 hours 12 hours 24 hours Duration in minutes and hours C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023, 5:24 AM Version 10.0, May 2018 Hydrologic and Hydraulic Graphs APPENDIX D 10.0 8.0 6.0 4.0 2.o 1.7 RUNOFF EVENT FREQUENCY IN YEARS 1.0 O 0.8 °C W O.6 d Uj = 0.4 S S0 Z I� Z } 0.2 Z *INDICATES MAXIMUM PRECIPITATION Uj AT BOISE WEATHER STATION ~ BETWEEN 1902 AND 1961 Z 0.] INN .08 .o6 .o4 .o2 10 12 15 20 30 40 50 60 2 3 4 S 6 8 10 12 18 24 MINUTES 0 1 HOURS DURATION FIGURE D.1 RAINFALL INTENSITY, DURATION AND FREQUENCY RELATIONSHIP Boise Stormwater Design Manual U"1 TABLE A-1 RECOMMENDED"C"COEFFICIENTS FOR"RATIONAL METHOD EQUATION" Modified from ASCE(1972)and the Southeaster Wisconsin Regional Planning Commission Description of Runoff Area Runoff Coefficients"C" Business Central business areas 0.70-0.95 District and local areas 0.50-0.70 Residential Single-family 0.35-0.45 Multi-family,detached 0.40-0.60 Multi-family,attached 0.60-0.75 Residential.5 acre lots or larger 0.25-0.40 Industrial and Commercial Light areas 0.50-0.80 Heavy areas Parks,cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Landscaped areas 0.20 Gravel parking lots 0.45-0.75 For Impervious Surfaces Character of Surface Runoff Coefficient Streets(asphalt,concrete),Drives and Walks,Roofs 0.90-0.95 For Pervious Surfaces Runoff Coefficient Slope A soils B soils C soils D soils Flat 0-2% 0.04 0.07 0.11 0.15 Average 2-6% 0.09 0.12 0.15 0.20 Steep >6% 0.18 0.18 0.23 0.28 2015 Boise Stormwater Design Manual A-3 1 - / I �� __eke____==�:�_----_-_�-___--_-_---== --__- - - - - _ - - _ wm ------- 'Ell �I _ :�..._• - - :iii ---- -- - ---- •�-- - - - - -.� _ - ___JIII - -'!'vll - -'lhll - -•� !� - �_�. - - _ __III ' '-::�':' •I^ \ ■I• � -�' 'I.. �• -..o-v_ea,.s .. •. , - - ' - ' - ar.�r . .Ci C=3�-C=�-Cts�C=11••••• - - II - .. _ - �-.- -w_..I■" ..I\''r- ..I■"i ..I■" ���11111111 I■::: ..i■ ���- �ii. �_::.� - _ pi . � - .._•.:_::._:_ -JII .JII l --'-.r.I �' ..111 /� -�- ••••� ..r111' ..r11 _. � .,l i.l , .--_�I: I _---- - 111 ..a _5iii .5iii t• � I-�: C: _. ..I■" ..1� ::ul ��� ..lC::: ::._..._..1� ..li ..I■i:. ..II�-- ---- - r__9ee_ - - 1 Ilil JII .JII .JII � - _J. 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YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 1 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 4,214 15,753 Acres 0.46 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) Qpe k 1.12 ifs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,505 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 941 W 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 095 Basin Foreba V 150 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 1,354 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 1,505 ft' Fields:Sandy soil 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 C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023,5:23 AM Version 10.5,November 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 Modern Craftsman at Franklin 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.95 Link to: Lqv QV TR55 5 Area A(Acres) 0.46 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 1,505 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.0 ft 9 Set Total Design Depth of All Drain Rock D 5.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) 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 32.2 Oft 15 Calculate Design Length L 47 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 47 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 3.6 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 47 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 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum Sheet added only to show that overall capacity is adequate for vertical sand filter as designed. See add. drainage calculations for more detailed sand filter design. C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023,5:32 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps 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 Modern Craftsman at Franklin 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 1.12 20 48 6.67 0.17 0 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023,5:24 AM Version 10.0, May 2018 Modern Craftsman at Franklin Drainage Calculations Updated: 8/29/2023 Private Drainage Calculations Pretreatment Cell Treated Cell Wei hted Runoff Coefficient Time of Concentration 50 ch V50 subtract V2 Pretreatment Treated Cell Drainage Area Area sf Area(acres) 25 cfs QSO(cfs) Combined at SG V2impcu ft V2(Combined) V50 cu ft (Combined)VSO(Combined) Drains to.... Vold Ratio Width ft Depth ft Length ft Caoacity>V2 Capacity Icu ft) Width ft Depth ft Length ft Capacity Icu ft) Caoacity>V50 (estimated) (min))estimated) 7o ? subtract V2? 1.1 7965 0.183 0.95 10 0.38 0.45 250 625 0.40 8.00 3.50 116.00 1299.20 OK 11.00 3.50 116.00 1786.4 OK 1.2 2633 0.060 0.95 30 0.13 0.15 83 207 1.3 2071 0.048 0.95 10 0.10 0.12 212 65 1172 163 2929 1757 Horiz Sand Filter.) 1.4 5520 0.127 0.95 30 0.26 0.31 173 433 1.5 10588 0.243 0.85 10 0.45 0.54 298 744 1.6 9645 0.221 0.95 30 0.46 0.55 303 757 2.1 1 5303 0.122 0.85 10 0.23 1 0.27 149 373 0.40 6.00 3.50 120.00 1 1008.00 OK 8.00 3.50 120.00 1344 OK 2.2 12268 0.282 0.95 30 0.59 0.70 1.48 385 819 963 2049 1229 Horiz Sand Filter.2 2.3 9079 0.208 0.95 10 0.44 0.51 285 713 3.1 2243 0.051 0.95 30 0.11 0.13 70 176 0.40 8.00 3.50 125.00 1400.00 OK 11.00 3.50 125.00 1925 OK 3.2 7960 0.183 0.95 10 0.38 0.45 250 625 3.3 1924 0.044 0.95 30 0.09 0.11 60 151 3.4 1998 0.046 0.95 10 0.10 0.11 2.26 63 1249 157 3123 1874 Horiz Sand Filter.3 3.5 3991 0.092 0.95 30 0.19 0.23 125 313 3.6 14630 0.336 0.85 10 0.63 0.74 411 1028 3.7 8571 0.197 0.95 30 0.41 0.49 269 673 4.1 17208 0.395 0.95 10 0.83 0.98 540 1351 0.40 6.00 3.50 230.00 1932.00 OK 7.00 3.50 230.00 2254 OK 4.2 15972 0.367 0.85 30 0.69 0.81 2.67 449 1477 1122 3692 2215 Horiz Sand Filter.4 4.3 14322 0.329 0.95 10 0.69 0.81 450 1124 4.4 1200 0.028 0.95 30 0.06 0.07 38 94 5-Not Used 6.1 9226 0.212 0.95 30 0.44 0.52 290 724 0.40 6.00 3.50 65.00 546.00 OK 9.00 3.50 65.00 819 OK 6.2 1 4518 0.104 0.95 10 0.22 1 0.26 0.91 142 506 355 1265 759 Horiz Sand Filter.6 6.3 2371 0.054 0.95 30 0.11 0.13 74 186 7.1 10169 0.233 0.95 10 0.49 0.58 0.58 319 319 798 798 479 Horiz Sand Filter.7 0.40 6.00 3.50 50.00 420.00 OK 8.00 3.50 50.00 560 OK 8.1 2587 0.059 0.95 30 0.12 0.15 81 203 0.40 6.00 3.50 55.00 462.00 OK 8.00 1 3.50 55.00 616 OK 8.2 5722 0.131 0.95 10 0.27 0.32 0.73 180 404 449 1009 606 Horiz Sand Filter.8 8.3 4546 0.104 0.95 30 0.22 0.26 143 357 9.1 6367 0.146 0.95 10 0.31 0.36 200 500 0.40 5.00 4.00 126.00 1008.00 OK 6.00 4.00 126.00 1209.6 OK 9.2 4633 0.106 0.95 30 0.22 0.26 145 145 806 364 2014 1209 Horiz Sand Filter.9 9.3 8035 0.184 0.95 10 0.39 0.46 252 631 9.4 6620 0.152 0.95 30 0.32 0.38 208 520 10.1 2510 0.058 0.95 10 0.12 0.14 0.42 79 234 197 584 351 Horiz Sand Filter.10 0.40 9.00 3.50 20.00 252.00 OK 13.00 3.50 20.00 364 OK 10.2 5515 0.127 0.85 30 0.24 0.28 155 387 11.1 4409 0.101 0.95 10 0.21 0.25 0.69 138 380 346 951 570 Horiz Sand Filter.11 0.40 6.00 3.50 60.00 504.00 OK 7.00 3.50 60.00 588 OK 11.2 7700 0.177 0.95 30 0.37 0.44 242 605 12.1 11554 0.265 0.95 10 0.55 0.66 0.66 363 907 0.40 7.00 4.50 92.00 1159.20 OK 1 7.00 1 4.50 92.00 1159.2 OK 12.2 6270 0.144 0.95 10 0.30 0.36 197 0.64 717 492 1793 1076 Horiz Sand Filter.12 12.3 5012 0.115 0.95 1 10 1 0.24 0.28 157 394 ACHD Drainage Calculations Pretreatment Cell Treated Cell 300 cfs Treated Cell Wei hted Runoff Coefficient Time of Concentration V100 subtract V2 Pretreatment Drainage Area Area sf Area)acres) 25 ch 100 ch Combined at SGL�3�22 V2(Combined) V1001cu ft) V1001Combinedl Drains to.... Void Ratio Width ft Depth ft Length ft Capacity(cu ft) Width h Depth h Length h Capacity(cu ft) Caoacity>V100 )estimated) (min)(estimated) T� (Combined) Capacity>V2? subtract V2? ACHD West 4214 0.097 0.95 10 0.17 0.24 1.12 408 318 1505 1097 ACHD Sand Filter 0.40 6.00 5.00 92.00 1104.00 OK 6.00 5.00 92.00 1104 OK ACHD East 15753 0.362 0.95 10 0.64 0.89 1187 Boise IDF Tc 2-Year 25-Year 50-Year 10 1.0 2.20 2.60 15 20 25 30 35 40 45 50 55 60 1 0.40 1 1 1.00 ACHD Tc 2-Year 25-Year 300-Year 10 0.69 1.85 2.58 15 20 25 30 35 40 45 50 55 60 1 0.26 1 1 0.96 Modern Craftsman at Franklin Runoff Drainage Calculations-Infiltration Swale Drainage System Updated: 8/29/2023 Drainage Areas Surface Swale Calculations CaoacitV/Drain Time Summary Infiltration Infiltration Asphalt Concrete Roof Weighted Runoff Infiltration Infiltration Width at TOB Unit Area 1(cu Unit Area 2(cu Total Capacity Capacity Vs Time to Drain Drainaee Area Areas Area(acres) Areas Unpaved/Landscape Lot Area Isfl Coefficient restl Area Length Area Width Area(sf) Rate(in/hr) 1(ft) Length 1(ft) Depth 1(k) ft/ft) Void Ratio 1 Capacity 1(cu ft) Width at TOB 2(k) Length 2(ft) Depth 2(k) ft/ft) Void Ratio 1 Capacity 2(cu ft) V50(cu ft) (cf) V50 (hrs)(48 max) DA 101 1574 0.036 996 578 0.71 8 2 16 4.0 1.0 0 1.00 3.0 0.4 0.0 1.0 23 1.50 10.50 A. 96.6 93 97 Ok 17.3 DA 102 4125 0.095 2242 1883 0.65 15 2 30 4.0 6.0 38 1.33 8.0 0.4 121.3 5.0 46 1.33 6.65 0.40 122.4 223 244 Ok 22.3 DA 103 16232 0.373 7771 8461 0.61 60 2 120 4.0 6.0 195 1.50 9.0 0.4 702.0 4.0 109 1.50 6.00 0.40 261.6 820 964 Ok 20.5 DA 201 12269 0.282 6544 5725 0.65 45 2 90 4.0 6.0 117 1.50 9.0 0.4 421.2 8.0 54 1.50 12.00 0.40 259.2 656 680 Ok 21.9 DA 202 8966 0.206 3265 5701 0.54 25 2 50 4.0 4.0 102 1.50 6.0 0.4 244.8 8.0 36 1.50 12.00 0.40 172.8 398 418 Ok 23.9 DA 203 11766 0.270 6522 5244 0.66 45 2 90 4.0 6.0 112 1.50 9.0 0.4 403.2 8.0 85 1.50 12.00 0.40 408.0 642 811 Ok 21.4 DA 204 13522 0.310 6308 7214 0.60 45 2 90 4.0 6.0 95 1.50 9.0 0.4 342.0 10.0 60 1.50 15.00 0.40 360.0 674 702 Ok 22.5 DA 205 8748 0.201 3262 5486 0.54 35 2 70 4.0 8.0 55 1.50 12.0 0.4 264.0 12.0 40 1.50 18.00 0.40 288.0 392 552 Ok 16.8 DA 301 3576 0.082 2296 1280 0.72 15 2 30 4.0 5.0 36 0.83 2.08 1.0 75.0 12.0 12 2.00 12.00 1.00 144.0 212 219 Ok 21.2 OPEN DA 302 16348 0.375 5572 10776 0.52 60 2 120 4.0 6.0 0 1.0 3.0 1.0 0.0 10.0 122 1.67 8.33 1.00 1016.7 705 1017 Ok 17.6 OPEN DA 401 8305 0.191 2811 5494 0.52 30 2 60 4.0 6.0 0 1.50 9.0 0.4 0.0 9.0 89 1.50 13.50 0.40 480.6 357 481 Ok 17.8 DA 402 9118 0.209 3282 5836 0.53 35 2 70 4.0 6.0 39 1.50 9.0 0.4 140.4 8.0 91 1.50 12.00 0.40 436.8 402 577 Ok 17.2 DA 403 4129 0.095 1975 2154 0.61 15 2 30 4.0 6.0 21 1.50 9.0 0.4 75.6 8.0 35 1.50 12.00 0.40 168.0 208 244 Ok 20.8 DA 404 4983 0.114 2979 2004 0.69 20 2 40 4.0 6.0 42 1.50 9.0 0.4 151.2 8.0 35 1.50 12.00 0.40 168.0 284 319 Ok 21.3 DA 405 9012 0.207 1663 9003 0.48 35 2 70 4.0 6.0 230 1.0 3.0 1.0 690.0 0.0 0 0.00 0.00 1.00 0.0 354 690 Ok 15.2 OPEN DA 406 8881 0.204 4778 4103 0.65 40 2 80 4.0 6.0 38 1.50 9.0 0.4 136.8 8.0 82 1.50 12.00 0.40 393.6 477 530 Ok 17.9 DA 407 5570 0.128 1992 3578 0.53 25 2 50 4.0 6.0 0 1.50 9.0 0.4 0.0 8.0 84 1.50 12.00 0.40 403.2 245 403 Ok 14.7 DA 408 9528 0.219 4993 4535 0.64 35 2 70 4.0 6.0 0 1.50 9.0 0.4 0.0 10.0 94 1.50 15.00 0.40 564.0 504 564 Ok 21.6 DA 501 10435 0.240 5531 4904 0.64 40 2 80 4.0 6.0 190 1.33 8.0 0.4 606.5 8.0 0 1.33 10.64 0.40 0.0 556 606 Ok 20.8 DA 502 8403 0.193 4694 3709 0.66 32 2 64 4.0 8.0 57 1.50 12.0 0.4 273.6 12.0 32 1.50 18.00 0.40 230.4 460 504 Ok 21.6 DA 503 9744 0.224 5304 4440 0.65 40 2 80 4.0 6.0 23 1.50 9.0 0.4 82.8 10.0 81 1.50 15.00 0.40 486.0 527 569 Ok 19.7 DA 504 3288 0.075 1982 1306 0.69 15 2 30 4.0 6.0 0 1.33 8.0 0.4 0.0 12.0 28 1.50 18.00 0.40 201.6 188 202 Ok 18.8 DA 505 5184 0.119 3067 2117 0.68 20 2 40 4.0 6.0 87 1.50 9.0 0.4 313.2 0.0 0 1.50 0.00 0.40 0.0 293 313 Ok 22.0 DA 601 9160 0.210 3725 5435 0.56 40 2 80 4.0 6.0 195 1.33 8.0 0.4 622.4 0.0 0 0.00 0.00 0.40 0.0 427 622 Ok 16.0 DA 701 5912 0.14 1370 4542 0.45 20 2 40 4.0 6.0 50 1.0 6.0 1.0 300.0 0.0 0 0.00 0.00 1.40 0.0 220 300 Ok 16.5 OPEN Boise IDF Tc 25-Year 50-Year Runoff Coefficients 10 2.20 2.60 Asphalt/Concrete,Roof: 0.95 15 Non-Paved/Roof Landscape Lot Area: 0.30 20 Lawn Landscape(exclusive): 0.20 25 30 35 40 45 50 55 60 1.00 Modern Craftsman at Franklin - Sand and Grease Trap Calculations 8/29/2023 Sand and Grease Traps Must Treat Q50 Number of SG Flow through each Throat Velocity(ft/s) Combined Q50(cfs) Traps Trapcfs SG Trap Size Baffle Spacing(in) Throat Width(in) <0.50 ft/s Re . SG Trap 1 2.12 1 2.12 1000 Gal 20 48 0.32 SG Trap 2 1.48 1 1.48 1000 Gal 20 48 0.22 SG Trap 3 2.26 1 2.26 1000 Gal 20 48 0.34 SG Trap 4 2.67 1 2.67 1000 Gal 20 48 0.40 5-Not Used SG Trap 6 0.91 1 0.91 1000 Gal 20 48 0.14 SG Trap 7 0.58 1 0.58 1000 Gal 20 48 0.09 SG Trap 8 0.73 1 0.73 1000 Gal 20 48 0.11 SG Trap 9 1.45 1 1.45 1000 Gal 20 48 0.22 SG Trap 10 0.42 1 0.42 1000 Gal 20 48 0.06 SG Trap 11 0.69 1 0.69 1000 Gal 20 48 0.10 SG Trap 12N 0.66 1 0.66 1000 Gal 20 48 0.10 SG Trap 12S 0.64 1 0.64 1000 Gal 20 48 0.10 Modern Craftsman at Franklin Storm Drainage Pipe Flow Calculations Updated: 8/29/2023 Formulas: Mannings Equation: Q 1.486 �z V=A=n Rnz Srz Where: Area,A=s D2 Wetted Perimeter,P=nD Hydraulic Radius,Rh=a Mannin¢s N Minimum Design slopes PVC 0.012 12 in 0.22 CMP 0.022 15 in 0.15 Concrete 0.014 18 in 0.12 21 in 0.1 24 in 0.08 Storm Event Wetted Hydraulic Flow Check Pipe Run Drainages �,r) CFS Pipe Size(in) Pipe Slope Area(tt"2) Perimeter Radius Hydraulic Full Flow percentage (Cap>Req) CB 1.1 to CB 1.2 1.1 50 0.45 12 0.25% 0.785 3.14 0.25 1.93 23.41% OK CB 1.2 to CB 1.3 1.1,1.2 50 0.60 12 0.25% 0.785 3.14 0.25 1.93 31.16% OK CB 1.3 to CB 1.4 1.1,1.2,1.3 50 0.72 12 0.25% 0.785 3.14 0.25 1.93 37.24% OK CB 1.4 to CB 1.5 1.1,1.2,1.3,1.4 50 1.03 12 0.25% 0.785 3.14 0.25 1.93 53.47% OK CB 1.5 to Junct MH-1 1.1,1.2,1.3,1.4,1.5 50 1.57 12 0.24% 0.785 3.14 0.25 1.89 83.00% OK CB 1.6 to Junct MH-1 1.6 50 0.55 12 0.64% 0.785 3.14 0.25 3.09 17.72% OK Junct MH-1 to SG Trap 1 1.1,1.2,1.3,1.4,1.5,1.6 50 2.12 12 0.77% 0.785 3.14 0.25 3.39 62.49% OK CB 2.1 to CB 2.2 2.1 50 0.27 12 0.25% 0.785 3.14 0.25 1.93 13.95% OK CB 2.2 to CB 2.3 2.1,2.2 50 0.96 12 0.25% 0.785 3.14 0.25 1.93 50.01% OK CB 2.3 to SG Trap 2 2.1,2.2,2.3 50 1.48 12 1.50% 0.785 3.14 0.25 4.72 31.31% OK CB 3.1 to Junct MH-3 3.1 50 0.13 12 0.85% 0.785 3.14 0.25 3.56 3.58% OK Junct MH-3 to 3.2 3.1 50 0.13 12 0.85% 0.785 3.14 0.25 3.56 3.58% OK CB 3.2 to CB 3.3 3.1,3.2 50 0.58 12 0.83% 0.785 3.14 0.25 3.51 16.46% OK CB 3.3 to CB 3.4 3.1,3.2,3.3 50 0.69 12 0.25% 0.785 3.14 0.25 1.93 35.65% OK CB 3.4 to CB 3.5 3.1,3.2,3.3,3.4 50 0.80 12 0.25% 0.785 3.14 0.25 1.93 41.52% OK CB 3.5 to CB 3.6 3.1,3.2,3.3,3.4,3.5 50 1.03 12 0.25% 0.785 3.14 0.25 1.93 53.26% OK CB 3.6 to CB 3.7 3.1,3.2,3.3,3.4,3.5,3.6 50 1.77 12 0.24% 0.785 3.14 0.25 1.89 93.63% OK CB 3.7 to SG Trap 3 3.1,3.2,3.3,3.4,3.5,3.6,3.7 50 2.26 12 2.50% 0.785 3.14 0.25 6.10 36.98% OK CB 4.1 to CB 4.2 4.1 50 0.98 12 0.25% 0.785 3.14 0.25 1.93 50.59% OK CB 4.2 to SG Trap 4 4.1,4.2 50 1.79 12 1.25% 0.785 3.14 0.25 4.31 41.41% OK CB 4.1 to CB 4.3 4.1 50 0.98 12 0.45% 0.785 3.14 0.25 2.59 37.71% OK CB 4.3 to CB 4.4 4.1,4.3 50 1.79 12 1.68% 0.785 3.14 0.25 5.00 35.76% OK DA 5 Not Used CB 6.1 to CB 6.2 6.1 50 0.52 12 0.26% 0.785 3.14 0.25 1.97 26.60% OK CB 6.2 to CB 6.3 6.1,6.2 50 0.78 12 0.25% 0.785 3.14 0.25 1.93 40.40% OK CB 6.3 to SG Trap 6 6.1,6.2,6.3 50 0.91 12 0.46% 0.785 3.14 0.25 2.62 34.92% OK CB 7.1 to SG Trap 7 7.1 50 0.58 12 0.36% 0.785 3.14 0.25 2.31 24.91% OK CB 8.3C to CB 8.38 8.3 50 0.26 12 0.40% 0.785 3.14 0.25 2.44 10.57% OK CB 8.313 to CS 8.3A 8.3 50 0.26 12 0.40% 0.785 3.14 0.25 2.44 10.77% OK CB 8.3A to CS 8.2 8.3 50 0.26 12 0.40% 0.785 3.14 0.25 2.44 10.77% OK CB 8.2 to CB 8.1 8.3,8.2 50 0.58 12 0.40% 0.785 3.14 0.25 2.44 23.86% OK CB 8.1 to Junct MH-8 8.3,8.2,8.1 50 0.73 12 0.40% 0.785 3.14 0.25 2.44 29.88% OK CB 9.1 to CB 9.2 9.1 50 0.36 12 0.25% 0.785 3.14 0.25 1.93 18.72% OK CB 9.2 to CB 9.3 9.1,9.2 50 0.62 12 0.24% 0.785 3.14 0.25 1.89 33.00% OK CB 9.3 to CB 9.4 9.1,9.2,9.3 50 1.08 12 0.29% 0.785 3.14 0.25 2.08 51.96% OK CB 9.3 to SG Trap 9 9.1,9.2,9.3 50 1.08 12 0.70% 0.785 3.14 0.25 3.23 33.44% OK CB 10.1 to CB 10.2 10.1 50 0.14 12 0.23% 0.785 3.14 0.25 1.85 7.69% OK CB 11.1 to CB 11.2 11.1 50 0.25 12 0.31% 0.785 3.14 0.25 2.15 11.64% OK CB 11.2 to SG Trap 11 11.1,11.2 50 0.69 12 0.24% 0.785 3.14 1 0.25 1.89 36.33% 1 OK CB 1 2.1 G 12N 12.1 50 0.66 12 0.77% 0.785 3.14 0.25 3.39 19.35% OK CB12 Tct 12 12.1 50 1 0.66 1 12 1 0.40% 1 0.785 1 3.14 1 0.25 1 2.44 1 26.85% 1 OK Junct 12 to SG Trap 12S 12.2,12.3 50 1 0.64 1 12 1 3.68% 1 0.785 1 3.14 1 0.25 1 7.40 1 8.64% 1 OK ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Modern Craftsman at Franklin �S\oN A L FNc �C.,\STFR� %F PROJECT NO: C2022-006 Q� 08'/29/2023� 01!�.8 82 DATE: 8/29/2023 9TF OFG\�` �F1"//V S. C�P\� Developer: Baron Properties 1401 171h St, Suite 700 Denver, CO 80202 1119 E. State St., Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013 Modern Craftsman at Franklin consists of approximately 11.5 acres located directly west of the Purdham Drain in Meridian, Idaho. Earthwork will consist of excavation for the site's drainage facilities and preparation of the site's drive aisles and building pads. Groundwater is present at shallow depths throughout the development site and is a driving factor in drainage calculations. Shallow drainage systems have been designed to accommodate the site's high groundwater table. Runoff from adjacent Franklin Rd and from the site's interior drive lanes will flow to subsurface vertical sand filters, designed per ACHD policy, although only a single sand filter will be owned and maintained by ACHD. Asphalt drive aisles are sloped at 1% to 4% towards catch basins located across the development site. Subsurface storm drainage piping connects these catch basins, routing towards sand and grease traps for pretreatment. Water then flows into a lined chamber prior to flowing horizontally through an 18"wide sand filter and being allowed into infiltrate into the earth. The horizontal sand filters do not require separation from the groundwater table, less the bottom being above said elevation. The Boise City Standard Method,using 1.0 inches of rainfall from a 50-year, one-hour storm,was used to determine the peak volume required for all private drainage areas. The 25 and 50 year peak flow rates were determined using Q=CiA, with a time of concentration of 10 minutes for areas to be routed. Pipe flows were checked using Manning's Equation showing that all subsurface storm drain lines are capable of a gravity flow regime in the 50-year storm event. Building drainage flows in small building conveyance swales to surface infiltration beds located between the structures. The surface infiltration beds do not have piped inlets,they are designed as depressions that can provide storage for stormwater in their voids (0.40 void ratio) while maintaining a relatively flat landscape and nuisance water below the finished grade elevation. These surface infiltration beds are all designed with shallow elevations (less than or equal to 18"). Each surface infiltration bed has a smaller sand infiltration window that provides infiltration into the earth within the required 48-hour period.Very few shallow surface swales with open `V' shape have been designed within the development site. Methodology and Assumptions 1. Geotechnical Report from Atlas,dated 02/25/2022 is attached a. Bedrock is not expected to be encountered. b. Groundwater is anticipated at relatively shallow depths and is a relevant design factor. 2. Calculations for ACHD storm water facilities. a. Rational Method used for peak flows: Qp =CiA i. Qp =Peak flow for 100 year design storm at storm duration equal to time of concentration. 1. C =Weighted runoff coefficient based on land use (Appendix 1) a. C for primarily asphalt drainage area= 0.95 2. i =Rainfall intensity of design storm in inches/hour—Intensity- Duration-Frequency table (Appendix 1) 3. A Area of drainage basin under consideration ii. Runoff Volume Calculation 1. V=CIAT a. C =Weighted runoff coefficient b. I=Rainfall intensity for 1 hour storm i. i =0.96 in/hr for 100 year storm ii. i =0.69 in/hr for 25 year storm c. A=Area of drainage in acres d. T=Duration of storm of 1 hour 3. Calculations for Private Storm Water Facilities a. Rational Method used for peak flows: Qp =CiA i. Qp =Peak flow for 50-year design storm at 1 inch of rainfall over 1 hour. 1. C =Runoff coefficient based on land use (Appendix 1) a. C for roof, concrete & asphalt=0.95 b. C for residential use =0.30 [weighted runoff coefficient with concrete still utilized for calculations... increased runoff coefficient used due to gravels, and artificial turf utilization rather than lawn areas in most detached unit areas. 2. i =Rainfall intensity of design storm in inches/hour—Intensity- Duration-Frequency table (Appendix 1) A=Area of drainage basin under consideration—The site is divided into basins as shown on attached drawing based on final site grading. (Appendix 2) ii. Runoff Volume Calculation 1. V=CIAT a. C =Weighted runoff coefficient based on land use b. I=Rainfall intensity for 50-year, 1 hour storm=1.0 in/hr c. A=Area of drainage in acres d. T=Duration of storm of 1 hour= 3600 seconds b. Infiltration Swale/Infiltration Bed Sizing calculations i. No infiltration during design storm ii. Design Infiltration Rate: 4.0 in/hr iii. System designed to drain in less than 48 hours c. Sand and Grease Trap Calculations i. Size for 50-Year Peak flow ii. Vault size: 1000 gallon iii. Baffle Spacing: 20 inches iv. Throat Width: 48 inches v. Velocity must be less than 0.5 ft/sec List of Appendices: IDF CURVE AND WEIGHTED RUNOFF CALCULATIONS —Appendix 1 DRAINAGE AREA MAP—Appendix 2 ACHD DRAINAGE CALCULATIONS—Appendix 3 PRIVATE DRAINAGE CALCULATIONS—Appendix 4 List of Attachments: GEOTECHNICAL REPORT—Prepared by Atlas, dated February 25, 2022 GROUNDWATER UPDATES—From Atlas, last updated May 17, 2023 BOISE AREA INTENSITY-DURATION-FREQUENCY,WITH REVISED IDF CURVES Intensity(inches per hour) Design Storm 2 5 10 25 50 100 Tc 0.17 10 min 0.69 1.15 1.45 1.85 2.20 2.58 0.25 15 min 0.59 0.97 1.22 1.56 1.86 2.18 0.33 20 min 0.49 0.81 1.01 1.30 1.54 1.81 0.42 25 min 0.43 0.71 0.89 1.14 1.35 1.58 0.50 30 min 0.41 0.67 0.85 1.08 1.29 1.51 0.58 35 min 0.34 0.56 0.70 0.90 1.07 1.25 0.67 40 min 0.31 0.51 0.64 0.82 0.98 1.15 0.75 45 min 0.29 0.48 0.60 0.77 0.91 1.07 0.83 50 min 0.27 0.45 0.56 0.72 0.85 1.00 0.92 55 min 0.26 0.43 0.54 0.69 0.82 0.96 1.00 1 hour 0.26 0.43 0.54 0.69 0.82 0.96 2.00 2 hours 0.16 0.25 0.31 0.39 0.46 0.54 3.00 3 hours 0.13 0.19 0.23 0.29 0.34 0.40 6.00 6 hours 0.09 0.12 0.14 0.18 0.21 0.25 12.00 12 hours 0.06 0.08 0.10 0.12 0.14 0.16 24.00 24 hours 0.04 0.06 0.06 0.08 0.09 0.10 Boise Area Intensity Duration Frequency (IDF) 3.00 ------.2year 2.50 -*-5 year 22.00 -x-10 year y -6 25 year s c1.50 x\ 50 year r V) X --0-100 year 21.00 --*\ X....................... \ 0.50X �� � ... �� 0.00 .------ 10 min 15 min 30 min 1 hour 2 hours 3 hours 6 hours 12 hours 24 hours Duration in minutes and hours C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023, 5:24 AM Version 10.0, May 2018 Hydrologic and Hydraulic Graphs APPENDIX D 10.0 8.0 6.0 4.0 2.o 1.7 RUNOFF EVENT FREQUENCY IN YEARS 1.0 O 0.8 °C W O.6 d Uj = 0.4 S S0 Z I� Z } 0.2 Z *INDICATES MAXIMUM PRECIPITATION Uj AT BOISE WEATHER STATION ~ BETWEEN 1902 AND 1961 Z 0.] INN .08 .o6 .o4 .o2 10 12 15 20 30 40 50 60 2 3 4 S 6 8 10 12 18 24 MINUTES 0 1 HOURS DURATION FIGURE D.1 RAINFALL INTENSITY, DURATION AND FREQUENCY RELATIONSHIP Boise Stormwater Design Manual U"1 TABLE A-1 RECOMMENDED"C"COEFFICIENTS FOR"RATIONAL METHOD EQUATION" Modified from ASCE(1972)and the Southeaster Wisconsin Regional Planning Commission Description of Runoff Area Runoff Coefficients"C" Business Central business areas 0.70-0.95 District and local areas 0.50-0.70 Residential Single-family 0.35-0.45 Multi-family,detached 0.40-0.60 Multi-family,attached 0.60-0.75 Residential.5 acre lots or larger 0.25-0.40 Industrial and Commercial Light areas 0.50-0.80 Heavy areas Parks,cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Landscaped areas 0.20 Gravel parking lots 0.45-0.75 For Impervious Surfaces Character of Surface Runoff Coefficient Streets(asphalt,concrete),Drives and Walks,Roofs 0.90-0.95 For Pervious Surfaces Runoff Coefficient Slope A soils B soils C soils D soils Flat 0-2% 0.04 0.07 0.11 0.15 Average 2-6% 0.09 0.12 0.15 0.20 Steep >6% 0.18 0.18 0.23 0.28 2015 Boise Stormwater Design Manual A-3 1 - / I �� __eke____==�:�_----_-_�-___--_-_---== --__- - - - - _ - - _ wm ------- 'Ell �I _ :�..._• - - :iii ---- -- - ---- •�-- - - - - -.� _ - ___JIII - -'!'vll - -'lhll - -•� !� - �_�. - - _ __III ' '-::�':' •I^ \ ■I• � -�' 'I.. �• -..o-v_ea,.s .. •. , - - ' - ' - ar.�r . .Ci C=3�-C=�-Cts�C=11••••• - - II - .. _ - �-.- -w_..I■" ..I\''r- ..I■"i ..I■" ���11111111 I■::: ..i■ ���- �ii. �_::.� - _ pi . � - .._•.:_::._:_ -JII .JII l --'-.r.I �' ..111 /� -�- ••••� ..r111' ..r11 _. � .,l i.l , .--_�I: I _---- - 111 ..a _5iii .5iii t• � I-�: C: _. ..I■" ..1� ::ul ��� ..lC::: ::._..._..1� ..li ..I■i:. ..II�-- ---- - r__9ee_ - - 1 Ilil JII .JII .JII � - _J. 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YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 1 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 4,214 15,753 Acres 0.46 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) Qpe k 1.12 ifs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,505 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 941 W 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 095 Basin Foreba V 150 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 1,354 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 1,505 ft' Fields:Sandy soil 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 C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023,5:23 AM Version 10.5,November 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 Modern Craftsman at Franklin 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.95 Link to: Lqv QV TR55 5 Area A(Acres) 0.46 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 1,505 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.0 ft 9 Set Total Design Depth of All Drain Rock D 5.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) 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 32.2 Oft 15 Calculate Design Length L 47 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 47 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 3.6 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 47 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 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum Sheet added only to show that overall capacity is adequate for vertical sand filter as designed. See add. drainage calculations for more detailed sand filter design. C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023,5:32 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps 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 Modern Craftsman at Franklin 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 1.12 20 48 6.67 0.17 0 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Modern at Franklin Local\Modern at Franklin ACHD Calcs.xlsm 8/29/2023,5:24 AM Version 10.0, May 2018 Modern Craftsman at Franklin Drainage Calculations Updated: 8/29/2023 Private Drainage Calculations Pretreatment Cell Treated Cell Wei hted Runoff Coefficient Time of Concentration 50 ch V50 subtract V2 Pretreatment Treated Cell Drainage Area Area sf Area(acres) 25 cfs QSO(cfs) Combined at SG V2impcu ft V2(Combined) V50 cu ft (Combined)VSO(Combined) Drains to.... Vold Ratio Width ft Depth ft Length ft Caoacity>V2 Capacity Icu ft) Width ft Depth ft Length ft Capacity Icu ft) Caoacity>V50 (estimated) (min))estimated) 7o ? subtract V2? 1.1 7965 0.183 0.95 10 0.38 0.45 250 625 0.40 8.00 3.50 116.00 1299.20 OK 11.00 3.50 116.00 1786.4 OK 1.2 2633 0.060 0.95 30 0.13 0.15 83 207 1.3 2071 0.048 0.95 10 0.10 0.12 212 65 1172 163 2929 1757 Horiz Sand Filter.) 1.4 5520 0.127 0.95 30 0.26 0.31 173 433 1.5 10588 0.243 0.85 10 0.45 0.54 298 744 1.6 9645 0.221 0.95 30 0.46 0.55 303 757 2.1 1 5303 0.122 0.85 10 0.23 1 0.27 149 373 0.40 6.00 3.50 120.00 1 1008.00 OK 8.00 3.50 120.00 1344 OK 2.2 12268 0.282 0.95 30 0.59 0.70 1.48 385 819 963 2049 1229 Horiz Sand Filter.2 2.3 9079 0.208 0.95 10 0.44 0.51 285 713 3.1 2243 0.051 0.95 30 0.11 0.13 70 176 0.40 8.00 3.50 125.00 1400.00 OK 11.00 3.50 125.00 1925 OK 3.2 7960 0.183 0.95 10 0.38 0.45 250 625 3.3 1924 0.044 0.95 30 0.09 0.11 60 151 3.4 1998 0.046 0.95 10 0.10 0.11 2.26 63 1249 157 3123 1874 Horiz Sand Filter.3 3.5 3991 0.092 0.95 30 0.19 0.23 125 313 3.6 14630 0.336 0.85 10 0.63 0.74 411 1028 3.7 8571 0.197 0.95 30 0.41 0.49 269 673 4.1 17208 0.395 0.95 10 0.83 0.98 540 1351 0.40 6.00 3.50 230.00 1932.00 OK 7.00 3.50 230.00 2254 OK 4.2 15972 0.367 0.85 30 0.69 0.81 2.67 449 1477 1122 3692 2215 Horiz Sand Filter.4 4.3 14322 0.329 0.95 10 0.69 0.81 450 1124 4.4 1200 0.028 0.95 30 0.06 0.07 38 94 5-Not Used 6.1 9226 0.212 0.95 30 0.44 0.52 290 724 0.40 6.00 3.50 65.00 546.00 OK 9.00 3.50 65.00 819 OK 6.2 1 4518 0.104 0.95 10 0.22 1 0.26 0.91 142 506 355 1265 759 Horiz Sand Filter.6 6.3 2371 0.054 0.95 30 0.11 0.13 74 186 7.1 10169 0.233 0.95 10 0.49 0.58 0.58 319 319 798 798 479 Horiz Sand Filter.7 0.40 6.00 3.50 50.00 420.00 OK 8.00 3.50 50.00 560 OK 8.1 2587 0.059 0.95 30 0.12 0.15 81 203 0.40 6.00 3.50 55.00 462.00 OK 8.00 1 3.50 55.00 616 OK 8.2 5722 0.131 0.95 10 0.27 0.32 0.73 180 404 449 1009 606 Horiz Sand Filter.8 8.3 4546 0.104 0.95 30 0.22 0.26 143 357 9.1 6367 0.146 0.95 10 0.31 0.36 200 500 0.40 5.00 4.00 126.00 1008.00 OK 6.00 4.00 126.00 1209.6 OK 9.2 4633 0.106 0.95 30 0.22 0.26 145 145 806 364 2014 1209 Horiz Sand Filter.9 9.3 8035 0.184 0.95 10 0.39 0.46 252 631 9.4 6620 0.152 0.95 30 0.32 0.38 208 520 10.1 2510 0.058 0.95 10 0.12 0.14 0.42 79 234 197 584 351 Horiz Sand Filter.10 0.40 9.00 3.50 20.00 252.00 OK 13.00 3.50 20.00 364 OK 10.2 5515 0.127 0.85 30 0.24 0.28 155 387 11.1 4409 0.101 0.95 10 0.21 0.25 0.69 138 380 346 951 570 Horiz Sand Filter.11 0.40 6.00 3.50 60.00 504.00 OK 7.00 3.50 60.00 588 OK 11.2 7700 0.177 0.95 30 0.37 0.44 242 605 12.1 11554 0.265 0.95 10 0.55 0.66 0.66 363 907 0.40 7.00 4.50 92.00 1159.20 OK 1 7.00 1 4.50 92.00 1159.2 OK 12.2 6270 0.144 0.95 10 0.30 0.36 197 0.64 717 492 1793 1076 Horiz Sand Filter.12 12.3 5012 0.115 0.95 1 10 1 0.24 0.28 157 394 ACHD Drainage Calculations Pretreatment Cell Treated Cell 300 cfs Treated Cell Wei hted Runoff Coefficient Time of Concentration V100 subtract V2 Pretreatment Drainage Area Area sf Area)acres) 25 ch 100 ch Combined at SGL�3�22 V2(Combined) V1001cu ft) V1001Combinedl Drains to.... Void Ratio Width ft Depth ft Length ft Capacity(cu ft) Width h Depth h Length h Capacity(cu ft) Caoacity>V100 )estimated) (min)(estimated) T� (Combined) Capacity>V2? subtract V2? ACHD West 4214 0.097 0.95 10 0.17 0.24 1.12 408 318 1505 1097 ACHD Sand Filter 0.40 6.00 5.00 92.00 1104.00 OK 6.00 5.00 92.00 1104 OK ACHD East 15753 0.362 0.95 10 0.64 0.89 1187 Boise IDF Tc 2-Year 25-Year 50-Year 10 1.0 2.20 2.60 15 20 25 30 35 40 45 50 55 60 1 0.40 1 1 1.00 ACHD Tc 2-Year 25-Year 300-Year 10 0.69 1.85 2.58 15 20 25 30 35 40 45 50 55 60 1 0.26 1 1 0.96 Modern Craftsman at Franklin Runoff Drainage Calculations-Infiltration Swale Drainage System Updated: 8/29/2023 Drainage Areas Surface Swale Calculations CaoacitV/Drain Time Summary Infiltration Infiltration Asphalt Concrete Roof Weighted Runoff Infiltration Infiltration Width at TOB Unit Area 1(cu Unit Area 2(cu Total Capacity Capacity Vs Time to Drain Drainaee Area Areas Area(acres) Areas Unpaved/Landscape Lot Area Isfl Coefficient restl Area Length Area Width Area(sf) Rate(in/hr) 1(ft) Length 1(ft) Depth 1(k) ft/ft) Void Ratio 1 Capacity 1(cu ft) Width at TOB 2(k) Length 2(ft) Depth 2(k) ft/ft) Void Ratio 1 Capacity 2(cu ft) V50(cu ft) (cf) V50 (hrs)(48 max) DA 101 1574 0.036 996 578 0.71 8 2 16 4.0 1.0 0 1.00 3.0 0.4 0.0 1.0 23 1.50 10.50 A. 96.6 93 97 Ok 17.3 DA 102 4125 0.095 2242 1883 0.65 15 2 30 4.0 6.0 38 1.33 8.0 0.4 121.3 5.0 46 1.33 6.65 0.40 122.4 223 244 Ok 22.3 DA 103 16232 0.373 7771 8461 0.61 60 2 120 4.0 6.0 195 1.50 9.0 0.4 702.0 4.0 109 1.50 6.00 0.40 261.6 820 964 Ok 20.5 DA 201 12269 0.282 6544 5725 0.65 45 2 90 4.0 6.0 117 1.50 9.0 0.4 421.2 8.0 54 1.50 12.00 0.40 259.2 656 680 Ok 21.9 DA 202 8966 0.206 3265 5701 0.54 25 2 50 4.0 4.0 102 1.50 6.0 0.4 244.8 8.0 36 1.50 12.00 0.40 172.8 398 418 Ok 23.9 DA 203 11766 0.270 6522 5244 0.66 45 2 90 4.0 6.0 112 1.50 9.0 0.4 403.2 8.0 85 1.50 12.00 0.40 408.0 642 811 Ok 21.4 DA 204 13522 0.310 6308 7214 0.60 45 2 90 4.0 6.0 95 1.50 9.0 0.4 342.0 10.0 60 1.50 15.00 0.40 360.0 674 702 Ok 22.5 DA 205 8748 0.201 3262 5486 0.54 35 2 70 4.0 8.0 55 1.50 12.0 0.4 264.0 12.0 40 1.50 18.00 0.40 288.0 392 552 Ok 16.8 DA 301 3576 0.082 2296 1280 0.72 15 2 30 4.0 5.0 36 0.83 2.08 1.0 75.0 12.0 12 2.00 12.00 1.00 144.0 212 219 Ok 21.2 OPEN DA 302 16348 0.375 5572 10776 0.52 60 2 120 4.0 6.0 0 1.0 3.0 1.0 0.0 10.0 122 1.67 8.33 1.00 1016.7 705 1017 Ok 17.6 OPEN DA 401 8305 0.191 2811 5494 0.52 30 2 60 4.0 6.0 0 1.50 9.0 0.4 0.0 9.0 89 1.50 13.50 0.40 480.6 357 481 Ok 17.8 DA 402 9118 0.209 3282 5836 0.53 35 2 70 4.0 6.0 39 1.50 9.0 0.4 140.4 8.0 91 1.50 12.00 0.40 436.8 402 577 Ok 17.2 DA 403 4129 0.095 1975 2154 0.61 15 2 30 4.0 6.0 21 1.50 9.0 0.4 75.6 8.0 35 1.50 12.00 0.40 168.0 208 244 Ok 20.8 DA 404 4983 0.114 2979 2004 0.69 20 2 40 4.0 6.0 42 1.50 9.0 0.4 151.2 8.0 35 1.50 12.00 0.40 168.0 284 319 Ok 21.3 DA 405 9012 0.207 1663 9003 0.48 35 2 70 4.0 6.0 230 1.0 3.0 1.0 690.0 0.0 0 0.00 0.00 1.00 0.0 354 690 Ok 15.2 OPEN DA 406 8881 0.204 4778 4103 0.65 40 2 80 4.0 6.0 38 1.50 9.0 0.4 136.8 8.0 82 1.50 12.00 0.40 393.6 477 530 Ok 17.9 DA 407 5570 0.128 1992 3578 0.53 25 2 50 4.0 6.0 0 1.50 9.0 0.4 0.0 8.0 84 1.50 12.00 0.40 403.2 245 403 Ok 14.7 DA 408 9528 0.219 4993 4535 0.64 35 2 70 4.0 6.0 0 1.50 9.0 0.4 0.0 10.0 94 1.50 15.00 0.40 564.0 504 564 Ok 21.6 DA 501 10435 0.240 5531 4904 0.64 40 2 80 4.0 6.0 190 1.33 8.0 0.4 606.5 8.0 0 1.33 10.64 0.40 0.0 556 606 Ok 20.8 DA 502 8403 0.193 4694 3709 0.66 32 2 64 4.0 8.0 57 1.50 12.0 0.4 273.6 12.0 32 1.50 18.00 0.40 230.4 460 504 Ok 21.6 DA 503 9744 0.224 5304 4440 0.65 40 2 80 4.0 6.0 23 1.50 9.0 0.4 82.8 10.0 81 1.50 15.00 0.40 486.0 527 569 Ok 19.7 DA 504 3288 0.075 1982 1306 0.69 15 2 30 4.0 6.0 0 1.33 8.0 0.4 0.0 12.0 28 1.50 18.00 0.40 201.6 188 202 Ok 18.8 DA 505 5184 0.119 3067 2117 0.68 20 2 40 4.0 6.0 87 1.50 9.0 0.4 313.2 0.0 0 1.50 0.00 0.40 0.0 293 313 Ok 22.0 DA 601 9160 0.210 3725 5435 0.56 40 2 80 4.0 6.0 195 1.33 8.0 0.4 622.4 0.0 0 0.00 0.00 0.40 0.0 427 622 Ok 16.0 DA 701 5912 0.14 1370 4542 0.45 20 2 40 4.0 6.0 50 1.0 6.0 1.0 300.0 0.0 0 0.00 0.00 1.40 0.0 220 300 Ok 16.5 OPEN Boise IDF Tc 25-Year 50-Year Runoff Coefficients 10 2.20 2.60 Asphalt/Concrete,Roof: 0.95 15 Non-Paved/Roof Landscape Lot Area: 0.30 20 Lawn Landscape(exclusive): 0.20 25 30 35 40 45 50 55 60 1.00 Modern Craftsman at Franklin - Sand and Grease Trap Calculations 8/29/2023 Sand and Grease Traps Must Treat Q50 Number of SG Flow through each Throat Velocity(ft/s) Combined Q50(cfs) Traps Trapcfs SG Trap Size Baffle Spacing(in) Throat Width(in) <0.50 ft/s Re . SG Trap 1 2.12 1 2.12 1000 Gal 20 48 0.32 SG Trap 2 1.48 1 1.48 1000 Gal 20 48 0.22 SG Trap 3 2.26 1 2.26 1000 Gal 20 48 0.34 SG Trap 4 2.67 1 2.67 1000 Gal 20 48 0.40 5-Not Used SG Trap 6 0.91 1 0.91 1000 Gal 20 48 0.14 SG Trap 7 0.58 1 0.58 1000 Gal 20 48 0.09 SG Trap 8 0.73 1 0.73 1000 Gal 20 48 0.11 SG Trap 9 1.45 1 1.45 1000 Gal 20 48 0.22 SG Trap 10 0.42 1 0.42 1000 Gal 20 48 0.06 SG Trap 11 0.69 1 0.69 1000 Gal 20 48 0.10 SG Trap 12N 0.66 1 0.66 1000 Gal 20 48 0.10 SG Trap 12S 0.64 1 0.64 1000 Gal 20 48 0.10 Modern Craftsman at Franklin Storm Drainage Pipe Flow Calculations Updated: 8/29/2023 Formulas: Mannings Equation: Q 1.486 �z V=A=n Rnz Srz Where: Area,A=s D2 Wetted Perimeter,P=nD Hydraulic Radius,Rh=a Mannin¢s N Minimum Design slopes PVC 0.012 12 in 0.22 CMP 0.022 15 in 0.15 Concrete 0.014 18 in 0.12 21 in 0.1 24 in 0.08 Storm Event Wetted Hydraulic Flow Check Pipe Run Drainages �,r) CFS Pipe Size(in) Pipe Slope Area(tt"2) Perimeter Radius Hydraulic Full Flow percentage (Cap>Req) CB 1.1 to CB 1.2 1.1 50 0.45 12 0.25% 0.785 3.14 0.25 1.93 23.41% OK CB 1.2 to CB 1.3 1.1,1.2 50 0.60 12 0.25% 0.785 3.14 0.25 1.93 31.16% OK CB 1.3 to CB 1.4 1.1,1.2,1.3 50 0.72 12 0.25% 0.785 3.14 0.25 1.93 37.24% OK CB 1.4 to CB 1.5 1.1,1.2,1.3,1.4 50 1.03 12 0.25% 0.785 3.14 0.25 1.93 53.47% OK CB 1.5 to Junct MH-1 1.1,1.2,1.3,1.4,1.5 50 1.57 12 0.24% 0.785 3.14 0.25 1.89 83.00% OK CB 1.6 to Junct MH-1 1.6 50 0.55 12 0.64% 0.785 3.14 0.25 3.09 17.72% OK Junct MH-1 to SG Trap 1 1.1,1.2,1.3,1.4,1.5,1.6 50 2.12 12 0.77% 0.785 3.14 0.25 3.39 62.49% OK CB 2.1 to CB 2.2 2.1 50 0.27 12 0.25% 0.785 3.14 0.25 1.93 13.95% OK CB 2.2 to CB 2.3 2.1,2.2 50 0.96 12 0.25% 0.785 3.14 0.25 1.93 50.01% OK CB 2.3 to SG Trap 2 2.1,2.2,2.3 50 1.48 12 1.50% 0.785 3.14 0.25 4.72 31.31% OK CB 3.1 to Junct MH-3 3.1 50 0.13 12 0.85% 0.785 3.14 0.25 3.56 3.58% OK Junct MH-3 to 3.2 3.1 50 0.13 12 0.85% 0.785 3.14 0.25 3.56 3.58% OK CB 3.2 to CB 3.3 3.1,3.2 50 0.58 12 0.83% 0.785 3.14 0.25 3.51 16.46% OK CB 3.3 to CB 3.4 3.1,3.2,3.3 50 0.69 12 0.25% 0.785 3.14 0.25 1.93 35.65% OK CB 3.4 to CB 3.5 3.1,3.2,3.3,3.4 50 0.80 12 0.25% 0.785 3.14 0.25 1.93 41.52% OK CB 3.5 to CB 3.6 3.1,3.2,3.3,3.4,3.5 50 1.03 12 0.25% 0.785 3.14 0.25 1.93 53.26% OK CB 3.6 to CB 3.7 3.1,3.2,3.3,3.4,3.5,3.6 50 1.77 12 0.24% 0.785 3.14 0.25 1.89 93.63% OK CB 3.7 to SG Trap 3 3.1,3.2,3.3,3.4,3.5,3.6,3.7 50 2.26 12 2.50% 0.785 3.14 0.25 6.10 36.98% OK CB 4.1 to CB 4.2 4.1 50 0.98 12 0.25% 0.785 3.14 0.25 1.93 50.59% OK CB 4.2 to SG Trap 4 4.1,4.2 50 1.79 12 1.25% 0.785 3.14 0.25 4.31 41.41% OK CB 4.1 to CB 4.3 4.1 50 0.98 12 0.45% 0.785 3.14 0.25 2.59 37.71% OK CB 4.3 to CB 4.4 4.1,4.3 50 1.79 12 1.68% 0.785 3.14 0.25 5.00 35.76% OK DA 5 Not Used CB 6.1 to CB 6.2 6.1 50 0.52 12 0.26% 0.785 3.14 0.25 1.97 26.60% OK CB 6.2 to CB 6.3 6.1,6.2 50 0.78 12 0.25% 0.785 3.14 0.25 1.93 40.40% OK CB 6.3 to SG Trap 6 6.1,6.2,6.3 50 0.91 12 0.46% 0.785 3.14 0.25 2.62 34.92% OK CB 7.1 to SG Trap 7 7.1 50 0.58 12 0.36% 0.785 3.14 0.25 2.31 24.91% OK CB 8.3C to CB 8.38 8.3 50 0.26 12 0.40% 0.785 3.14 0.25 2.44 10.57% OK CB 8.313 to CS 8.3A 8.3 50 0.26 12 0.40% 0.785 3.14 0.25 2.44 10.77% OK CB 8.3A to CS 8.2 8.3 50 0.26 12 0.40% 0.785 3.14 0.25 2.44 10.77% OK CB 8.2 to CB 8.1 8.3,8.2 50 0.58 12 0.40% 0.785 3.14 0.25 2.44 23.86% OK CB 8.1 to Junct MH-8 8.3,8.2,8.1 50 0.73 12 0.40% 0.785 3.14 0.25 2.44 29.88% OK CB 9.1 to CB 9.2 9.1 50 0.36 12 0.25% 0.785 3.14 0.25 1.93 18.72% OK CB 9.2 to CB 9.3 9.1,9.2 50 0.62 12 0.24% 0.785 3.14 0.25 1.89 33.00% OK CB 9.3 to CB 9.4 9.1,9.2,9.3 50 1.08 12 0.29% 0.785 3.14 0.25 2.08 51.96% OK CB 9.3 to SG Trap 9 9.1,9.2,9.3 50 1.08 12 0.70% 0.785 3.14 0.25 3.23 33.44% OK CB 10.1 to CB 10.2 10.1 50 0.14 12 0.23% 0.785 3.14 0.25 1.85 7.69% OK CB 11.1 to CB 11.2 11.1 50 0.25 12 0.31% 0.785 3.14 0.25 2.15 11.64% OK CB 11.2 to SG Trap 11 11.1,11.2 50 0.69 12 0.24% 0.785 3.14 1 0.25 1.89 36.33% 1 OK CB 1 2.1 G 12N 12.1 50 0.66 12 0.77% 0.785 3.14 0.25 3.39 19.35% OK CB12 Tct 12 12.1 50 1 0.66 1 12 1 0.40% 1 0.785 1 3.14 1 0.25 1 2.44 1 26.85% 1 OK Junct 12 to SG Trap 12S 12.2,12.3 50 1 0.64 1 12 1 3.68% 1 0.785 1 3.14 1 0.25 1 7.40 1 8.64% 1 OK