Loading...
CC - Storm Drainage Calcs Prepared For: Apex Northwest Subdivision No. 1 Brighton Development, Inc. & ACHD Meridian, Idaho Storm Drainage Report SS\OVAL fNC' E N Se 860 s� 12/18/20 o Q �C' qTF OF /N C. K\N�'F, Digitally signed by Lachlin C Kinsella,P.E. Date:2020.12.18 14:29:53 -07'00' Prepared By: Lachlin Kinsella, P.E. Project Engineer KM Engineering, LLP 9233 West State Street Boise, ID 83714 208.639.6939 Ikinsella@kmengllp.com Ian December 2020 Project No: 20-155 E N G I N E E R I N G TABLE OF CONTENTS Introduction ................................................................................................................................. 1 ProjectDescription ...................................................................................................................... 1 SiteDescription............................................................................................................................... 1 Scopeand Methods ...................................................................................................................... 1 Existing Drainage Conditions .......................................................................................................... 1 Proposed Drainage Conditions and Analysis .................................................................................. 1 Inletand Gutter Capacities............................................................................................................. 2 SeepageBeds.................................................................................................................................. 2 Summary......................................................................................................................................... 2 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 Appendix D - Geotechnical Engineering Report Limited Geotechnical Engineering Report- Pinnacle Subdivision (MIT, 4/6/2018) Final 2020 groundwater monitor report for Pinnacle site (NRS, 10/29/2020) INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Apex Northwest Subdivision No. 1 (Project) are designed to meet Ada County Highway District (ACHD) and the water quality requirements of the Idaho Department of Environmental Quality (DEQ). This report has been prepared at the request of the developer, Brighton Development, Inc. PROJECT DESCRIPTION The Project consists of the first phase of a residential subdivision that includes 77 lots: 56 single-family residential lots, 2 non-buildable lots, 12 commercial lots,and 7 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. SITE DESCRIPTION The Project site is located along the west side of S. Locust Grove Rd. and north of E. Lake Hazel Rd. in Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed Project area is 18.24 acres. SCOPE AND METHODS The stormwater system for the Project has been designed per the 2017 ACHD Stormwater Policy. The Rational Method is the standard method for small catchments and was used to calculate post-development peak runoff rates and runoff volumes. The Rational Method provided in the ACHD calculation sheets was used to calculate the storm water volumes and flow rates for this project (see Appendix C - Calculations). Flow rates and storm volumes were established for each basin for the 25-year and 100-year storms. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for a summary of flow rates and runoff volumes. Calculations for inlets and gutters and seepage beds were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre-project watershed consists primarily of agricultural land and is currently irrigated through open channels. The flow path for the existing drainage basin involves overland sheet flow from northeast to southwest with irrigation wastewater being collected through open channels and routed to the Watkins Drain. There are no existing storm drainage facilities in place to reduce the peak runoff volumes prior to discharging into the Watkins Drain. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of roadway inlets and gutters, and seepage beds. The post-development site was broken into 17 basins as shown in Appendix A, Figure 2 - Post-Development Drainage Map. For land use type and runoff coefficients (0.1 — open space, .95—impervious,0.40—lots)for each basin, refer to ACHD calculations in Appendix C. Each basin was delineated according to the tributary area draining to each drainage structure or facility such as gutter, catch basin inlet, etc. For individual sub-basin peak flow calculations, in addition to combined sub-basin peak flows used for downstream facility sizing and analysis, see Table 1 (Peak Flow Rates and Runoff Volumes). The proposed drainage basins include the front half of the lots and all the proposed roadway, curb and gutter, and sidewalks. Storm water runoff consists of overland sheet flow over short grass and is then conveyed with curb and gutter to catch basin inlets before entering a pipe network. Once runoff reaches the pipe network, it is conveyed to seepage beds. 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 seventeen (17) inlets, one for each drainage basin where storm water is routed to seepage beds. Based on our calculations,all inlets will require either a single sump grate inlet or dual on-grade inlets to intercept the flows. The gutter capacity of the proposed roadways was verified to ensure that overtopping of the curb would not occur in the 25-year and 100-year storm event (refer to Appendix C— Inlet and Gutter Capacities). SEEPAGE BEDS The Project includes ten (10) seepage beds (SB#1-10) that should be built per the details shown on the civil construction plans. Based on our calculations, the seepage beds are adequately sized to ensure that no ponding occurs on the surface and that the volumes required to retain the 100-year storm event are met. 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. An infiltration rate of 8.0 inch/hour was used in the design of the seepage beds. The calculations included with this report show the volumes that are required to be retained for the 100-year storm and the drain time through the bottom of the seepage beds, refer to Appendix B—Tables and Appendix C—Seepage Bed Calculations. 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. APPENDIX A - FIGURES E.LAKE HAZEL RD. MERIDIAN, IDAHO 0 LOCATION MAP Lu w O C7 Ln F U O J PROJECT `i 0 VICINITY MAP o NO SCALE 1 3 0 0 N O N a ti N c-I Q x N fL Q 0 U 0 2000 4000 6000 Plan Scale: 1" = 2000' 3 z N E N G I N E E R I N G ti 9233 WEST STATE STREET o BOISE,IDAHO 83714 G PHONE(208)639-6939 APEX NORTHWEST SUBDIVISION NO. 1 m kmengllp.com x MERIDIAN, IDAHO DATE: DECEMBER 2020 Q PROJECT: 20-155 SHEET: VICINITY MAP a 1 OF 1 DRAINAGE LEGEND DESIGN POINTS ® A BASIN DESIGNATION 1. INLET#1 2. INLET#2 0 60 120 180 2.5 AREA IN ACRES 3. INLET#3 (OPEN GRATE) 4. INLET#4(OPEN GRATE) Plan Scale:1"=60� DESIGN POINT 5. INLET INLET#5 EXISTING GRADE CONTOUR 7. INLET#7 —2470— 8. INLET#8 1 INLET#9 0.INLET#10 1 1 .I FINISHED GRADE CONTOUR 72,INLNLET#11 ET#12 2470 13.INLET#13 14.INLET#14 15.INLET#1 5 16.INLET#1 6 17.INLET#1 7(OPEN GRATE) 18.SEEPAGE BED#1 19.SEEPAGE BED#2 20.SEEPAGE BED#3 22.SEEPAGE BED#s \ \ \ \ C \ U 23.SEEPAGE BED#6 I24.25.SEEPAGE BED#8 27.SEEPAGE BED#110 v v O III 1 \ \ \ \ \ ,_ 25 \ \i_---- 126 I H_2 M+ EE-1 14 O 24 16 0.55 I I A 1 7 T39 0 21 - I 'I3s ;cs �a5 \��`0 2� E.TARGET ST. 2742 �Ao ,na` 2'I A2 2�as 1 e 1 6 023 \ TT v II I \ \ ilQl io __2 ` III 1 z x 02 > L1J Lu Q \ N1 20 Q \ E Q \ 10 \ \ \\ r \ \ \ I 1 Q z \ 2 e \ Ln Lu w a> 3e \ g � > zT3a > LL d w \\v \\V III 0 \ \\ \ p Q \� 19 \ 1 x 57 0. j p g 1 56 \ \ z 1 I -2 0-, o � A— 0.41 079 \ \ e 1 E e, 24 I \ V) Q 2 O 12 J3 � _ G1 ENGINEERING Ll W 9233WESTSTATE STREET — — — — — — — — — — ✓_ —__ _ BOISE,IDAHO 83714 =E.LAKE HAZEL RD__ \�\ -,C �_— — PHONE(208)639-6939 O e _ l a / kmengllP.com z $ ` \ DESIGN BY: LCK — — — — — — DRAWN BY: LCK CHECKED BY. LCK Q DATE: DECEMBER 2020 Z 0-155 SHEET NO. 1 OF 1Lu a APPENDIX B - TABLES Table 1 - Peak Flow Rates and Runoff Volumes Post-Development Peak Flow Rates (cfs) Tc (min.) 25-yr 100-yr Basin A-1 10.0 0.91 1.28 Basin A-2 10.0 0.83 1.15 Basins A-1-A-2 10.0 1.74 2.43 Basin B 14.6 1.40 1.96 Basin C 13.9 0.88 1.23 Basin D-1 10.0 0.33 0.46 Basin D-2 11.1 0.44 0.61 Basins D-1- D-2 11.1 0.77 1.07 Basin E-1 10.0 0.38 0.53 Basin E-2 11.2 0.43 0.60 Basins E-1 - E-2 11.2 0.81 1.13 Basin F-1 10.0 0.31 0.43 Basin F-2 10.0 0.43 0.60 Basins F-1 - F-2 10.0 0.74 1.04 Basin G-1 10.0 0.41 0.57 Basin G-2 12.0 0.49 0.68 Basins G-1 -G-2 12.0 0.90 1.25 Basin H-1 10.0 0.32 0.45 Basin H-2 10.0 0.35 0.49 Basins H-1- H-2 10.0 0.67 0.93 Basin 1-1 10.0 0.38 0.52 Basin 1-2 10.0 0.83 1.15 Basins 1-1 - 1-2 10.0 1.20 2.58 Basin J 10.0 0.49 0.68 Post-Development Runoff Volumes Total 100-yr Total Storage Runoff Volume Volume Provided Basins A-1-A-2 3,254 4,068 Basin B 2,622 21622 Basin C 1,649 1,649 Basins D-1- D-2 1,436 1,436 Basins E-1 - E-2 1,518 1,897 Basins F-1 - F-2 1,387 1,734 Basins G-1 -G-2 1,674 2,093 Basins H-1- H-2 1,252 1,252 Basins 1-1 - 1-2 2,245 2,245 Basin J 1 913 913 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 Apex NW No.1-Basin A-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 21,249 0 13,469 Acres 0.80 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.62 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i NOW 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.91 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 1,228 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,068 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 123 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,105 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,228 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin A.xlsm 12/14/2020,2:09 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,007 0 4,794 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.79 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.83 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 1,111 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 966 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 111 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,000 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,111 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin A.xlsm 12/14/2020,2:09 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins A-1-A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 41,256 J 0 11 18,262 Acres 1.37 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.69 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.74 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 2,339 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,034 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary I Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 234 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 2,105 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,339 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin A.xlsm 12/14/2020,2:09 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 Apex NW No.1-Basin B 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) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,158 47,476 6,139 Acres 1.56 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 min I User calculate 10 Min, Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet VelocityV Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0. Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0.90 0 b 0.006 0.619 508 1.6 5.4 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 50 0.150 5.4 9.2 Computed Tc= 14.6 User-Entered Tc= 14.6 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(Qeeak) Qpe.k 1.40 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,885 W 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 1,639 ft. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin Unimproved areas 0.10-0.30 Basin Forebay V 188 ft, streets Asphalt 0.95 Primary Treatment/StorageBasin V 1,696 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,885 ft' Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 0 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin B.xlsm 12/9/2020,4:28 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 Apex NW No.1-Basin C 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) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,025 28,918 6,414 Acres 1.02 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.47 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min I User calculate 10 Min, Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet VelocityV Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0. Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0.90 0 b 0.005 0.619 408 1.4 4.7 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 50 0.150 5.4 9.2 Computed Tc= 13.9 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post-Development peak discharge(Qeeak) Qpe.k 0.88 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,185 W 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 1,031 ft. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin Unimproved areas 0.10-0.30 Basin Forebay V 119 ft, Streets Asphalt 0.95 Primary Treatment/StorageBasin V 1,067 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,185 ft' Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 0 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin C.xlsm 12/9/2020,4:30 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 Apex NW No.1-Basin D-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 5 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,968 0 1,695 Acres 0.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 V 10 Calculate total runoff vol for sizin ft Residential ( )( g p rimar Y stora e g ) Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 384 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 arks,P Cem ie eters 0.1010-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 44 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 397 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 441 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin D.xlsm 12/9/2020,4:31 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,224 10,572 2,129 Acres 0.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 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 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.008 0.619 195 1.8 1.8 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 51 0.150 5.5 9.3 Computed Tc= 11.1 User-Entered Tc= 11.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.44 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 09ft 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 513 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 59 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 531 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 590 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin D.xlsm 12/9/2020,4:31 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins D-1-D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,192 J 10,572 J 3,823 Acres 0.66 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.63 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.619 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 0.150 0.0 Computed Tc= 0.0 User-Entered Tc= 11.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.77 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,032 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 897 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 103 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 929 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,032 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin D.xlsm 12/9/2020,4:31 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 Apex NW No.1-Basin E-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,233 0 1,745 Acres 0.25 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.81 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.38 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 510 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 444 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 51 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 459 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 510 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin E.xlsm 12/9/2020,4:32 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin E-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,936 10,555 3,212 Acres 0.45 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 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.006 0.619 180 1.6 1.9 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 51 0.150 5.5 9.3 Computed Tc= 11.2 User-Entered Tc= 11.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.43 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 581 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 505 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 58 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 523 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 581 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin E.xlsm 12/9/2020,4:32 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins E-1-E-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,169 J 10,555 J 4,956 Acres 0.70 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.62 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.619 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 0.150 0.0 Computed Tc= 0.0 User-Entered Tc= 11.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.81 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,091 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 948 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 109 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 982 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,091 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin E.xlsm 12/9/2020,4:32 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 Apex NW No.1-Basin F-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,483 0 1,935 Acres 0.22 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.31 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 416 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 362 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 42 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 375 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 416 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin F.xlsm 12/9/2020,4:33 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,710 6,369 3,062 Acres 0.39 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 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.43 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 580 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 505 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary I Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 58 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 522 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 580 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin F.xlsm 12/9/2020,4:33 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins F-1-F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,192 J 6,369 J 4,997 Acres 0.61 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.74 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 997 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 867 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 100 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 897 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 997 ft° Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin F.xlsm 12/9/2020,4:33 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 Apex NW No.1-Basin G-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,815 0 2,572 Acres 0.28 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.41 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 546 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 475 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 55 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 492 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 546 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin G.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin G-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,428 5,740 2,675 Acres 0.41 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 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.008 0.619 267 1.8 2.4 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 52 0.150 5.5 9.5 Computed Tc= 12.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.49 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 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) Vrr 571 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 66 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 591 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 657 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin G.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,243 J 5,740 J 5,247 Acres 0.69 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.619 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 0.150 0.0 Computed Tc= 0.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.90 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,203 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 1,046 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 120 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,083 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,203 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin G.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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 Apex NW No.1-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 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,703 0 2,205 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.95 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.32 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 430 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 374 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 43 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 387 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 430 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin H.xlsm 12/9/2020,4:35 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,459 0 2,069 Acres 0.24 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 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.35 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 470 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0..-0.15 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 409 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 47 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 423 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 470 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin H.xlsm 12/9/2020,4:35 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,162 J 0 J 4,275 Acres 0.47 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 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.67 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 900 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 783 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary I Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 90 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 83o ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 900 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin H.xlsm 12/9/2020,4:35 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 Apex NW No.1-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 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,072 0 2,426 Acres 0.26 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i OW 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.38 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 505 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) o.zs-o.aD Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 439 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 51 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 455 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 505 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin I.xlsm 12/14/2020,2:11 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,030 0 4,012 Acres 0.55 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.81 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc 1 1.85 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.83 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 1,108 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 963 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 111 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 997 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,108 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin I.xlsm 12/14/2020,2:11 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 29,103 J 0 1 6,438 Acres 0.82 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.8S in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.20 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 1,613 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,403 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 161 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,452 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,613 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin I.xlsm 12/14/2020,2:11 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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 Apex NW No.1-Basin 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,108 16,207 1,763 Acres 0.53 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.49 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 656 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 571 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 66 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 591 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 656 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin J.xlsm 12/9/2020,4:37 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 Apex NW No.1-Basin A-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 21,249 0 13,469 Acres 0.80 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.62 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MOP 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.28 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 1,708 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,068 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 171 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,538 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,708 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin A.xlsm 12/14/2020,2:07 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. i 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 Apex NW No.1-Basin A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,007 0 4,794 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.79 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.15 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 1,546 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0..-0.15 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 966 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 155 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,391 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,546 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin A.xlsm 12/14/2020,2:07 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. i 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 Apex NW No.1-Basins A-1-A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 41,256 J 0 11 18,262 Acres 1.37 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.69 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.43 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 3,254 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,034 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 325 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 2,929 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,254 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin A.xlsm 12/14/2020,2:07 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 Apex NW No.1-Basin B 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) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,158 47,476 6,139 Acres 1.56 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 min I User calculate 10 Min, Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet VelocityV Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0. Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0.90 0 b 0.006 0.619 508 1.6 5.4 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 50 0.150 5.4 9.2 Computed Tc= 14.6 User-Entered Tc= 14.6 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(Qeeak) QpeA 1.96 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,622 W 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 1,639 ft. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin Unimproved areas 0.10-0.30 Basin Forebay V 262 ft, streets Asphalt 0.95 Primary Treatment/StorageBasin V 2,360 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,622 ft' Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 0 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin B.xlsm 12/9/2020,4:29 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 Apex NW No.1-Basin C 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) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,025 28,918 6,414 Acres 1.02 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.47 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min I User calculate 10 Min, Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet VelocityV Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0. Segment 2:Gutter Shallow Concentrated Flow Heavy areas 0.90 0 b 0.005 0.619 408 1.4 4.7 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 50 0.150 5.4 9.2 Computed Tc= 13.9 User-Entered Tc= 13.9 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post-Development peak discharge(Qeeak) QpeA 1.23 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,649 W 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 1,031 ft. 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin Unimproved areas 0.10-0.30 Basin Forebay V 165 ft, streets Asphalt 0.95 Primary Treatment/StorageBasin V 1,484 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,649 ft' Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 0 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin C.xlsm 12/9/2020,4:30 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 Apex NW No.1-Basin D-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 5 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,968 0 1,695 Acres 0.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MOP 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.46 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 614 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) o.zs-o.aD Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 384 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 61 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 553 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 614 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin D.xlsm 12/9/2020,4:31 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,224 10,572 2,129 Acres 0.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 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 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.008 0.619 195 1.8 1.8 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 51 0.150 5.5 9.3 Computed Tc= 11.1 User-Entered Tc= 11.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.61 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 822 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 513 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 82 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 739 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 822 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin D.xlsm 12/9/2020,4:31 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins D-1-D-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,192 J 10,572 J 3,823 Acres 0.66 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.63 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.619 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 0.150 0.0 Computed Tc= 0.0 User-Entered Tc= 11.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.07 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 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 897 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 144 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,292 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,436 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin D.xlsm 12/9/2020,4:31 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 Apex NW No.1-Basin E-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,233 0 1,745 Acres 0.25 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.81 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.53 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 710 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 444 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 71 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 639 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 710 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin E.xlsm 12/9/2020,4:32 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin E-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,936 10,555 3,212 Acres 0.45 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 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.006 0.619 180 1.6 1.9 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 51 0.150 5.5 9.3 Computed Tc= 11.2 User-Entered Tc= 11.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.60 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 808 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 505 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 81 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 727 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 808 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin E.xlsm 12/9/2020,4:32 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins E-1-E-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,169 J 10,555 J 4,956 Acres 0.70 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.62 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.619 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 0.150 0.0 Computed Tc= 0.0 User-Entered Tc= 11.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.13 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,518 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 948 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 152 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,366 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,518 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin E.xlsm 12/9/2020,4:32 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 Apex NW No.1-Basin F-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,483 0 1,935 Acres 0.22 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MOP 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.43 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 579 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) o.zs-o.aD Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 362 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 58 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 521 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 579 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin F.xlsm 12/9/2020,4:33 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,710 6,369 3,062 Acres 0.39 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 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpexk 0.60 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primarY storag e) V 807 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 505 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 81 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 727 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 807 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin F.xlsm 12/9/2020,4:33 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basins F-1-F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,192 J 6,369 J 4,997 Acres 0.61 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpexk 1.04 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primarY storag e) V 1,387 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 867 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 139 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,248 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,387 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin F.xlsm 12/9/2020,4:33 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 Apex NW No.1-Basin G-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,815 0 2,572 Acres 0.28 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.57 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 760 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 475 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 76 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 684 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 760 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin G.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin G-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,428 5,740 2,675 Acres 0.41 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 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.008 0.619 267 1.8 2.4 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 52 0.150 5.5 9.5 Computed Tc= 12.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.68 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 914 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 571 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 91 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 823 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 914 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin G.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,243 J 5,740 J 5,247 Acres 0.69 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lUserCalculate 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients" Business Hydraulic Downtown areas 0.70-0.95 Radius Flow Urban neighborhoods 0.50-0.70 Intercept A/Wet Velocity Flow Time Residential Single Family 0.35-0.50 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60-0.75 Segment 1:Pipe Flow Residential(rural) 0.25-0.40 a Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0 Segment 2:Gutter Shallow Concentrated Flow .0 Heavy areas .90 b 0.619 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Segment 3:Overland Sheet Flow By TR-55,<300-ft Railroad yard areas 0.20-0.40 c 0.020 0.150 0.0 Computed Tc= 0.0 User-Entered Tc= 12.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.25 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,674 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 1,046 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 167 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,507 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,674 ft' Roofs 0.95 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:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin G.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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 Apex NW No.1-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 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,703 0 2,205 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.95 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.45 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 598 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 374 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 60 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 538 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 598 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin H.xlsm 12/9/2020,4:36 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-Basin H-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,459 0 2,069 Acres 0.24 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 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpexk 0.49 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primarY storag e) V 654 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 409 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 65 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 589 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 654 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin H.xlsm 12/9/2020,4:36 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,162 J 0 J 4,275 Acres 0.47 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 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.93 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 1,252 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 783 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 125 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,127 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,252 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin H.xlsm 12/9/2020,4:36 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 Apex NW No.1-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 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,072 0 2,426 Acres 0.26 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MOP 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.52 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 703 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) o.zs-o.aD Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 439 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 70 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 633 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 703 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin I.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,030 0 4,012 Acres 0.55 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.81 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc 1 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.15 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primary storage) 1,542 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0..-0.15 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 963 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 154 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 1,387 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,542 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin I.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. i 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 Apex NW No.1-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 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 29,103 J 0 1 6,438 Acres 0.82 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.40 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min user calculate [to Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc 1 2.58 in hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpexk 1.68 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 10 Calculate total runoff vol(V)(for sizing primarY storag e) V 2,245 ft Residential Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,403 ft. Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 224 ft' streets Asphalt 0.95 Primary Treatment/Storage Basin V 2,020 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,245 ft, Roofs 0.95 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 O Steep:>6% 0.13 0.18 0.23 O Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin I.xlsm 12/14/2020,2:10 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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 Apex NW No.1-Basin 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 Subbasin 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,108 16,207 1,763 Acres 0.53 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 min user Calculate rio Min. Estimated Runoff Coefficients for Various Surfac 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MOP 2.58 in/hr Type of Surface Runoff Coefficients" Business 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.68 cfs Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primarystorage) 913 ft Single Family 0.35-0.50 V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75 11 Calculate Volume of Runoff Reduction Vrr Residential(rural) o.zs-o.aD Apartment Dwelling Areas 0.70 Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Industrial and Commercial Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 571 ft' Light areas 0.80 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 13 Volume Summary Railroad yard areas 0.20-0.40 Surface Storage:Basin unimproved areas 0.10-0.30 Basin Forebay V 91 ft' Streets Asphalt 0.95 Primary Treatment/Storage Basin V 822 ft' Concrete 0.95 Subsurface Storage Brick 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 913 ft' Roofs 0.95 Gravel 0.75 Fields:Sandy soil Soil Type Slope A B Ifl Flat:0-2% 0.04 0.07Average:2-6% 0.09 0.12Steep:>6% 0.13 0.18 Adapted from ASCE P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Cale Basin J.xlsm 12/9/2020,4:37 PM Version 10.5,November 2018 INLET AND GUTTER CAPACITIES Hydraulic Analysis Report Project Data Project Title: ANW Subdivision No. 1 Designer: Project Date: Monday, December 14, 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: 0.0050 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 Design Flow: 1.2800 cfs Gutter Result Parameters Width of Spread: 9.0449 ft Gutter Depression: 0.3411 in Area of Flow: 0.8365 ft^2 Eo (Gutter Flow to Total Flow): 0.3690 Gutter Depth at Curb: 2.5119 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 #2 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 Design Flow: 1.1500 cfs Gutter Result Parameters Width of Spread: 8.6753 ft Gutter Depression: 0.3411 in Area of Flow: 0.7710 ft^2 Eo (Gutter Flow to Total Flow): 0.3835 Gutter Depth at Curb: 2.4232 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2152 ft Computed Width of Spread at Sag: 10.5670 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #3 (OPEN GRATE) 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: 11.1334 ft Gutter Result Parameters Design Flow: 1.9600 cfs Gutter Depression: 0.3411 in Area of Flow: 1.2579 ft^2 Eo (Gutter Flow to Total Flow): 0.3037 Gutter Depth at Curb: 3.0131 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.3070 ft Computed Width of Spread at Sag: 15.1596 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #4 (OPEN GRATE) 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: 9.3005 ft Gutter Result Parameters Design Flow: 1.2300 cfs Gutter Depression: 0.3411 in Area of Flow: 0.8834 ft^2 Eo (Gutter Flow to Total Flow): 0.3596 Gutter Depth at Curb: 2.5732 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2251 ft Computed Width of Spread at Sag: 11.0604 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: 5.8101 ft Gutter Result Parameters Design Flow: 0.4600 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3559 ft^2 Eo (Gutter Flow to Total Flow): 0.5445 Gutter Depth at Curb: 1.7355 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1168 ft Computed Width of Spread at Sag: 5.6486 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #6 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Width of Spread: 6.5131 ft Gutter Result Parameters Design Flow: 0.6100 cfs Gutter Depression: 0.3411 in Area of Flow: 0.4426 ft^2 Eo (Gutter Flow to Total Flow): 0.4948 Gutter Depth at Curb: 1.9042 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1410 ft Computed Width of Spread at Sag: 6.8578 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: 0.0060 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: 6.1543 ft Gutter Result Parameters Design Flow: 0.5300 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3971 ft^2 Eo (Gutter Flow to Total Flow): 0.5191 Gutter Depth at Curb: 1.8181 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1284 ft Computed Width of Spread at Sag: 6.2271 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: 0.0060 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: 6.4700 ft Gutter Result Parameters Design Flow: 0.6000 cfs Gutter Depression: 0.3411 in Area of Flow: 0.4370 ft^2 Eo (Gutter Flow to Total Flow): 0.4976 Gutter Depth at Curb: 1.8939 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 3.0000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 5.3400 ft Effective Perimeter: 5.3400 ft Area: 3.1590 ft12 Effective Area: 3.1590 ft^2 Depth at center of grate: 0.1119 ft Computed Width of Spread at Sag: 5.4044 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: 0.0050 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: 5.8666 ft Gutter Result Parameters Design Flow: 0.4300 cfs Gutter Depression: 0.3411 in Area of Flow: 0.3625 ft^2 Eo (Gutter Flow to Total Flow): 0.5402 Gutter Depth at Curb: 1.7491 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1117 ft Computed Width of Spread at Sag: 5.3918 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #10 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: 6.7109 ft Gutter Result Parameters Design Flow: 0.6000 cfs Gutter Depression: 0.3411 in Area of Flow: 0.4687 ft^2 Eo (Gutter Flow to Total Flow): 0.4822 Gutter Depth at Curb: 1.9517 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1395 ft Computed Width of Spread at Sag: 6.7806 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: 0.0160 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.5700 cfs Gutter Result Parameters Width of Spread: 5.1854 ft Gutter Depression: 0.3411 in Area of Flow: 0.2872 ft^2 Eo (Gutter Flow to Total Flow): 0.5964 Gutter Depth at Curb: 1.5856 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1348 ft Computed Width of Spread at Sag: 6.5461 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #12 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0160 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.2920 ft Design Flow: 0.6800 cfs Gutter Result Parameters Width of Spread: 5.5780 ft Gutter Depression: 0.3411 in Area of Flow: 0.3295 ft^2 Eo (Gutter Flow to Total Flow): 0.5629 Gutter Depth at Curb: 1.6798 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1516 ft Computed Width of Spread at Sag: 7.3874 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: 0.0130 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: 4.9055 ft Gutter Result Parameters Design Flow: 0.4500 cfs Gutter Depression: 0.3411 in Area of Flow: 0.2590 ft^2 Eo (Gutter Flow to Total Flow): 0.6224 Gutter Depth at Curb: 1.5184 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1151 ft Computed Width of Spread at Sag: 5.5636 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: 0.0130 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: 5.0839 ft Gutter Result Parameters Design Flow: 0.4900 cfs Gutter Depression: 0.3411 in Area of Flow: 0.2768 ft^2 Eo (Gutter Flow to Total Flow): 0.6056 Gutter Depth at Curb: 1.5612 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1219 ft Computed Width of Spread at Sag: 5.8998 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: 0.0050 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 Design Flow: 0.5200 cfs Gutter Result Parameters Width of Spread: 6.3362 ft Gutter Depression: 0.3411 in Area of Flow: 0.4198 ft^2 Eo (Gutter Flow to Total Flow): 0.5065 Gutter Depth at Curb: 1.8618 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1268 ft Computed Width of Spread at Sag: 6.1461 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: 0.0050 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 Design Flow: 1.1500 cfs Gutter Result Parameters Width of Spread: 8.6753 ft Gutter Depression: 0.3411 in Area of Flow: 0.7710 ft^2 Eo (Gutter Flow to Total Flow): 0.3835 Gutter Depth at Curb: 2.4232 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.2152 ft Computed Width of Spread at Sag: 10.5670 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis INLET #17 (OPEN GRATE) 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: 6.4216 ft Gutter Result Parameters Design Flow: 0.6800 cfs Gutter Depression: 0.3411 in Area of Flow: 0.4307 ft^2 Eo (Gutter Flow to Total Flow): 0.5008 Gutter Depth at Curb: 1.8823 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1700 ft Grate Length: 1.5000 ft Local Depression: 0.0620 in Inlet Result Parameters Perimeter: 3.8400 ft Effective Perimeter: 3.8400 ft Area: 1.5795 ft12 Effective Area: 1.5795 ft^2 Depth at center of grate: 0.1516 ft Computed Width of Spread at Sag: 7.3874 ft Flow type: Weir Flow Efficiency: 1.0000 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 Apex NW No.1-Basins A-1-A2(SB#1) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.69 Unkto: QV Qvz 5 Area A(Acres) 1.37 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QvTR55 7 Is Seepage Bed in Common Lot? No V 4,068 ft3 25%Sediment 8 Infiltartion Volume in the First Hour V 673 9 Set Total Design Width of All Drain Rock W 14.5 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 69 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 69 ft 17 Variable Infiltration Window W SWW 14.5 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 69 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 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin A.xlsm 12/14/2020,2:08 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 Apex NW No.1-Basin B(SB#2) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.49 Link to: [Q.v� QV TR55 5 Area A(Acres) 1.56 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 2,622 ft3 0%Sediment 8 Infiltartion Volume in the First Hour V 434 9 Set Total Design Width of All Drain Rock W 12.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 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 12.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 54 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 ft, 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin B.xlsm 12/9/2020,4:29 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 Apex NW No.1-Basin C(SB#3) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.47 Unkto: LQV QV TR55 5 Area A(Acres) 1.02 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 1,649 ft3 0%Sediment 8 Infiltartion Volume in the First Hour V 273 9 Set Total Design Width of All Drain Rock W 12.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 34 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 34 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 34 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin C.xlsm 12/9/2020,4:30 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 Apex NW No.1-Basins D-1-D-2(SB#4) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.63 Link to: QV Qvz 5 Area A(Acres) 0.66 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs Qv4 Qvs _ 7 Is Seepage Bed in Common Lot? Yes V 1,436 ft3 0%Sediment 8 Infiltartion Volume in the First Hour V 238 9 Set Total Design Width of All Drain Rock W 12.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 29 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 29 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 29 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 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin D.xlsm 12/9/2020,4:31 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 Apex NW No.1-Basins E-1-E-2(SB#5) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.62 Unkto: QV Qvz 5 Area A(Acres) 0.70 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QvTR55 7 Is Seepage Bed in Common Lot? No V 1,897 ft3 25%Sediment 8 Infiltartion Volume in the First Hour V 314 9 Set Total Design Width of All Drain Rock W 9.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 52 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 52 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 52 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 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin E.xlsm 12/9/2020,4:32 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 Apex NW No.1-Basins F-1-F-2(SB#6) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.66 Unkto: QV Qvz 5 Area A(Acres) 0.61 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? No V 1,734 ft3 25%Sediment 8 Infiltartion Volume in the First Hour V 287 9 Set Total Design Width of All Drain Rock W 14.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 30 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 30 ft 17 Variable Infiltration Window W SWW 14.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum EEVrMMW 19 Length of WQ&Overflow Perf Pipes 30 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin F.xlsm 12/9/2020,4:33 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 Apex NW No.1-Basins G-1-G-2(SB#7) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.70 Unkto: QV Qvz 5 Area A(Acres) 0.69 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QvTR55 7 Is Seepage Bed in Common Lot? No V 2,093 ft3 25%Sediment 8 Infiltartion Volume in the First Hour V 346 9 Set Total Design Width of All Drain Rock W 14.5 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 35 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 35 ft 17 Variable Infiltration Window W SWW 14.5 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum EEVrMMW 19 Length of WQ&Overflow Perf Pipes 35 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 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin G.xlsm 12/14/2020,2:10 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 Apex NW No.1-Basins H-1-H-2(SB#8) 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.77 Unkto: QV Qvz 5 Area A(Acres) 0.47 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QvTR55 7 Is Seepage Bed in Common Lot? Yes V 1,252 ft3 0%Sediment 8 Infiltartion Volume in the First Hour V 207 9 Set Total Design Width of All Drain Rock W 10.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 31 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 31 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 31 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 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin H.xlsm 12/9/2020,4:36 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 Apex NW No.1-Basins 1-1-1-2(SB#9) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.80 Unkto: QV Qvz 5 Area A(Acres) 0.82 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? Yes V 2,245 ft3 0%Sediment 8 Infiltartion Volume in the First Hour V 371 9 Set Total Design Width of All Drain Rock W 10.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 55 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 55 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 55 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin I.xlsm 12/14/2020,2:11 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 Apex NW No.1-Basin 1(SB#10) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: LQV QV TR55 5 Area A(Acres) 0.53 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 913 ft3 0%Sediment 8 Infiltartion Volume in the First Hour V 151 9 Set Total Design Width of All Drain Rock W 8.0 ft 10 Set Total Design Depth of All Drain Rock D 8.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 11 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 12 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 13 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 14 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cfs in 15 Calculate Design Length L 28 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 28 ft 17 Variable Infiltration Window W SWW 8.0 ft 18 Time to Drain 5.5 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 28 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 P:\20-155\Documents\Reports\Storm Drainage\Calcs\20-155 Storm Drain Calc Basin J.xlsm 12/9/2020,4:38 PM Version 10.0,May 2018 APPENDIX D - GEOTECHNICAL ENGINEERING REPORT LIMITED GEOTECHNICAL ENGINEERING REPORT- PINNACLE SUBDIVISION (MTI, 4/6/2018) MATERIALS 6 April 2018 TESTI NG & Page# 1 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Mr. Kameron Nauahi Brighton Development,Inc. 12601 West Explorer Drive, Suite 200 Boise, ID 83713 208-378-4000 Re: Limited Geotechnical Engineering Report Pinnacle Subdivision Near Locust Grove Road and Lake Hazel 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 on 21 and 23 March 2018. The proposed development is in the southern portion of the City of Meridian, Ada County, ID, and occupies a portion of Sections 31 and 32, Township 3 North, Range 1 East, and Sections 5 and 6, Township 2 North, Range 1 East, Boise Meridian. This project will consist of construction of a residential subdivision. Details of the proposed subdivision are unknown at this time. 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. Jonathan D. Wardle of Brighton Development, Inc. to Elizabeth Brown of Materials Testing and Inspection (MTI), on 5 March 2018. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Development,Inc. and MTI. Our scope of services for the proposed development has been provided in our proposal dated 5 March 2018 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 and evaluation of subsurface materials. Our scope of work did not include foundation design,pavement 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#2 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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. The project site is underlain by"Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. General Site Characteristics This proposed development consists of approximately 426 acres of gently rolling terrain in the northwest to relatively flat and level terrain from the central to southeastern portion of the site. Throughout the majority of the site, surficial soils consist of fine-grained clay-sand mixtures. Vegetation primarily consists of agricultural crop remnants, bunchgrass, and other native grass varieties typical of and to semi-arid environments. The Farr Lateral trends northwest/southeast along the northern property boundary. In the central portion of the site, the McBimey Lateral trends west to east. The western and southern border of the site is bounded by the Rawson Canal. Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. In the most northwestern portion of the property, intermittent off-site site stormwater may drain onto the site from the north. Stormwater drainage collection and retention systems are not in place on the project site and do not currently exist 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 locations were predetermined by Brighton Construction and marked in the field. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. 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 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 3 of 27 INSPECTION b 180364g_hmitedgeo ❑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 and Grain Size Analysis—ASTM C 117/C 136. 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. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Amity Terrace. Surficial soils were predominately lean clays; though sandy silty clay and borderline lean clay/fat clay was noted in test pits 3 and 16, respective. Clays were brown to dark brown or grey, dry to moist, soft to very stiff, and contained fine to coarse-grained sand. In test pit 12, gravels were also noted within the lean clays. In test pits 6 and 7, surficial materials were silty gravel fills and sandy organic silt fill, respectively. The fills were brown, dry, dense/very soft, and contained fine to coarse-grained sand and fine to coarse gravel. Below the surficial soils throughout most of the site were silty sands. These sediments were brown to light brown, dry to moist, medium dense to very dense, and contained fine to coarse-grained sand. At depth in most test pits were poorly graded sand with silt, poorly graded gravel with sand, and poorly graded gravel with silt and sand. These sediments were brown to light brown to tan, dry, very dense, and contains fine to coarse-sand, fine to coarse gravel,and 12-inch-minus cobbles.Test pit 16 met with refusal on basalt.This basalt was blackish, slightly weathered to fresh, very closely fractured, very strong to extremely strong, and contained vesicles. 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 16.7 feet bgs. Soil moistures in the test pits were generally dry to moist within surficial soils and dry below. 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. During previous investigations performed in March 2013 and November 2015 within approximately '/4-mile to the west and south of the project site, groundwater was not encountered to depths as great as 10.5 to 16.6 feet bgs. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#4 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections For construction purposes,groundwater depth can be assumed to remain greater than 15 feet bgs throughout the year. However,leakage from the laterals on or adjacent to the site may influence groundwater levels. 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 all the test pits. 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 not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean/fat clay soils and sandy silty clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Silty sand sediments usually display rates of 4 to 8 inches per hour;though calcium carbonate cementation may reduce this value to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Infiltration testing is generally not required within these sediments because of their free-draining nature. Ada County Highway District (ACHD) will require onsite percolation testing once the proposed locations of infiltration facilities are determined. The quantity of testing will be dependent on the size and number of infiltration facilities planned, and can be determined from Section 8000 of the ACHD Policy Manual. The estimated infiltration rates listed above are to be considered preliminary and are only provided to determine feasibility for onsite infiltration. 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 5 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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. 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 II/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. General Comments 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 would be pleased in providing 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 be pleased to 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mtiCcDmti-id.com ght©Testing g&Inspection M ATE RI ALS 6 April 2018 TESTI NG & Page # 6 of 27 INSPECTION b180364g_limitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Respectfully Submitted, Materials Testing& Inspection en Tanber E.I.T. Reviewed b : Eli abeth Lw-n, P.E. Mar g, y Staff Engineer Geotechnical Services Mana 55��NAL�NCi f N8 Reviewed by: X*onicaaculles, P. :°- 149i9 Geotechnical Engine.r 11'�U-� o i srgr�Of Enclosures: QN�CA SACv\� Geotechnical General Notes Rock Classification System Geotechnical Investigation Test Pit Logs Vicinity Map Site Map 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti@mti-id.com MATERIALS 6 April 2018 TESTI NG & Page# 7 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts (N) Fine-Grained Soils SPT Blow Counts(N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff. 8-15 Very Dense: >50 Very Stiff: 15-30 Hard: >30 Moisture Content V Cementation Description Field Test Description Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or slight finger pressure Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable finger pressure Wet Visible free water,usually soil is below Strongly Will not crumble or break with finger water table g pressure PARTICLE SIZE Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in.to 5 mm Fine-Grained Sand: 0.2 to 0.075 mm IINIFIED SOIL CLASSIFICATION SYSTEM 7"Major Divisions Symbol Soil Descriptions Gravel&Gravelly GW Well-graded gravels; gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels; gravel/sand mixtures with little or no fines Coarse-Grained <50% coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures <50% passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines >50% 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 CL Lean clays;inorganic,gravelly,sandy,or silty,low to medium-plasticity clays Fine Grained LL<50 Soils>50% OL Organic,low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts;sandy,gravelly or clayey elastic silts sieve Silts&Clays LL>50 CH Fat clays;high-plasticity,inorganic clays OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,hydric soils with high organic content 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mtiC@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 8 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections ROCK CLASSIFICATION SYSTEM WEATHERING WEATHERING FIELD TEST Fresh No sign of decomposition or discoloration. Rings under hammer impact. Slightly Weathered Slight discoloration inwards from open fractures,otherwise similar to Fresh. Discoloration throughout. Weaker minerals such as feldspar decomposed. Strength Moderately Weathered somewhat less than fresh rock but cores cannot be broken by hand or scraped with a knife. Texture preserved. Most minerals somewhat decomposed. Specimens can be broken by hand with effort or Highly Weathered shaved with knife. Core stones present in rock mass. Texture becoming indistinct but fabric preserved. Completely Weathered Minerals decomposed to soil but fabric and structure preserved. Specimens easily crumbled or penetrated. FRACTURING ROCK QUALITY DESIGNATION(RQD) SPACING DISCRIPTION RQD(%) ROCK QUALITY 6 ft. Very widely 90— 100 Excellent 2—6 ft. Widely 75—90 Good 8—24 in. Moderately 50—75 Fair 2 'h-8 in. Closely 25—50 Poor 1/4-2 `h in. Very Closely L0-25 Very Poor ismCOMPETENCY APPROXIMATE RANGE OF STRENGTH CLASS FIELD TEST UNCONFINED COMPRESSIVE STRENGTH (tsf) Extremely Strong I Many blows with geologic hammer required to break >2000 intact specimen. Very Strong II Hand-held specimen breaks with pick end of hammer 2000- 1000 under more than one blow. Cannot be scraped or peeled with knife, hand-held Strong III specimen can be broken with single moderate blow 1000-500 with pick end of hammer. Moderately Can just be scraped or peeled with knife. Indentations Strong IV 1 mm to 3 mm show in specimen with moderate blow 500-250 with pick end of hammer. Material crumbles under moderate blow with pick end Weak V of hammer and can be peeled with a knife,but is hard 250- 10 to hand-trim for tri-axial test specimen. Friable VI Material crumbles in hand. N/A 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 9 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5567614 Longitude: -116.3878797 Depth to Water Table: Not Encountered Total Depth: 7.0 Feet bgs Notes: Piezometer installed to 7.0 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID 0.0-3.2 Lean Clay(CL):Brown, dry to slightly moist, GS 2.0-2.5 1.25-2.5 A stiff to very stiff. Silty Sand (SM): Brown to light brown, dry, 3.2-5.4 very dense, with fine to coarse-grained sand. --Weak to moderate calcium carbonate cementation noted throughout. Poorly Graded Sand with Silt (SP-SM): Brown, dry, very dense, with fine to coarse- grained sand. 5.4-7.0 --Moderate to strong induration throughout. --Fine to coarse gravel noted from 6.5 to 7.0 feet bgs. --Refusal because of strong induration. Lab Test ID M PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 A 27.3 43 28 100 100 98 96 91.4 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 10 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5537091 Longitude: -116.3842380 Depth to Water Table: Not Encountered Total Depth: 16.4 Feet bgs Notes: Piezometer installed to 16.4 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 (CL): Brown to dark brown, dry, medium stiff to very stiff, with fine-grained 0.0-2.5 sand. 1.0-2.25 --Organic and plow zone noted to 1.3 feet bgs. Poorly Graded Gravel with Sand(GP): Light brown to tan, dry, very dense, with fine to 2.5-16.4 coarse-grained sand, fine to coarse gravel, and 6-inch-minus cobbles. --Strong calcium carbonate cementation noted from 2.5 to 7.0 feet bgs. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 11 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5537725 Longitude: -116.3790808 Depth to Water Table: Not Encountered Total Depth: 13.7 Feet bgs Notes: Piezometer installed to 13.7 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Sandy Silty Clay(CL-ML): Brown, dry, very 0.0-3.7 stiff, with fine-grained sand. GS 2.5-3.0 2.25-4.0 B --Organics noted to 2.0 feet bgs. Silty Sand (SM): Light brown, dry, very 3.7-8.0 dense, with fine to coarse-grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): 8.0-13.7 Brown, dry, very dense, with fine to coarse- grained sand,fine to coarse gravel, and I I- inch-minus cobbles. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 B 23.2 26 6 100 95 84 76 69.6 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 12 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.553776 Longitude: -116.3761296 Depth to Water Table: Not Encountered Total Depth: 14.7 Feet bgs Notes: Piezometer installed to 14.7 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 (CL): Brown, dry, very stiff, with _ 0.0-1.7 fine-grained sand. 3.25 5 --Organics noted to 0.5 foot bgs. Silty Sand (SM): Brown, dry, very dense, with fine to coarse-grained sand. 1.7-14.7 --Weak to moderate calcium carbonate cementation noted throughout. --Silt content decreases with depth below 6.0 feet bgs. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 13 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5534931 Longitude: -116.3799381 Depth to Water Table: Not Encountered Total Depth: 15.7 Feet bgs Notes: Piezometer installed to 15.7 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 (CL): Dark brown to brown, dry, 0.0-3.4 stiff to very stiff, with fine-grained sand. GS 2.0-3.0 2.0-3.0 C --Organics noted to 0.3 foot bgs. Poorly Graded Gravel with Sand (GP): Brown, dry, very dense, with fine to coarse- 3.4-15.7 grained sand, fine to coarse gravel, and 6- inch-minus cobbles. --Strong calcium carbonate cementation noted from 3.4 to S.0 feet bgs. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 C 20.7 39 25 100 98 95 92 88.5 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 14 of 27 INSPECTION b180364g hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5519963 Longitude: -116.3841857 Depth to Water Table: Not Encountered Total Depth: 12.6 Feet bgs Notes: Piezometer installed to 12.6 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Silty Gravel Fill (GM-FILL): Brown, dry, 0.0-1.9 dense, with fine to coarse-grained sand and fine to coarse gravel. --Organics noted to 0.5 foot bgs. Silty Sand (SM): Light brown, dry, very 1.9-5.2 dense, with fine to coarse-grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): 5.2-12.6 Brown, dry, dense to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 12-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 15 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5517270 Longitude: -116.3709335 Depth to Water Table: Not Encountered Total Depth: 15.4 Feet bgs Notes: Piezometer installed to 15.4 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Sandy Organic Silt Fill (OL-FILL): Dark brown, dry, very soft, with fine to coarse- grained sand. 0.0-1.6 0.0 --Organics noted throughout. --A hard clay pocket was noted in eastern portion of the test pit. 1.6-4.0 Silty Sand (SM): Light brown, dry, very dense, with fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): 4.0-15.4 Brown, dry, very dense, with fine to coarse- grained sand,fine to coarse gravel, and I I- inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 16 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Date Advanced: 21 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5500625 Longitude: -116.3743195 Depth to Water Table: Not Encountered Total Depth: 16.3 Feet bgs Notes: Piezometer installed to 16.3 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(CL):Brown, dry, stiff to very stiff, 0.0-1.2 with fine to coarse-grained sand. 1.5-2.25 --Organics and plow zone noted throughout. Silty Sand (SM): Light brown, dry, very 1.2-4.0 dense, with fine to coarse-grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): 4.0-16.3 Brown, dry, very dense, with fine to coarse- grained sand,fine to coarse gravel, and 12- inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 17 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-9 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5485960 Longitude: -116.3843094 Depth to Water Table: Not Encountered Total Depth: 16.0 Feet bgs Notes: Piezometer installed to 16.0 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 (CL): Dark brown, dry, stiff, with 0.0-2.6 fine-grained sand. GS 1.5-2.0 1.25 D --Organics and plow zone noted to 1.0 foot bgs. Silty Sand (SM): Light brown, dry to moist, very dense, with fine to coarse-grained sand. 2.6-10.8 --Strong calcium carbonate cementation noted from 2.6 to 3.2 feet bgs and weak to moderate calcium carbonate cementation from 3.2 to 4.0 feet bgs. Poorly Graded Gravel with Sand (GP): 10.8-16.0 Brown, dry, dense to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 11-inch-minus cobbles. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 D 24.3 38 21 7100 100 99 97 92.3 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 18 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-10 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5467287 Longitude: -116.3812413 Depth to Water Table: Not Encountered Total Depth: 16.7 Feet bgs Notes: Piezometer installed to 16.7 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 (CL): Greyish to dark brown, moist, stiff to very stiff, with fine to coarse- 0.0-3.0 grained sand. GS 1.5-2.0 1.5-2.5 E --Organics noted to 0.8 foot bgs. --Plow zone noted to 1.6 feet bgs. Silty Sand (SM): Brown to light brown, dry, very dense, with fine to coarse-grained sand. --Strong calcium carbonate cementation 3.0-15.0 noted from 3.0 to 4.0 feet bgs and weak to moderate calcium carbonate cementation from 4.0 to 15.0 feet bgs. --Color change to orange-brown in the weak to moderate cementation. Poorly Graded Gravel with Silt and Sand 15.0-16.7 (GP-GM): Brown, dry, very dense, with fine to coarse-grained sand,fine to coarse gravel, and 6-inch-minus cobbles. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 E 23.5 42 277 100 100 98 94 88.0 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page# 19 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-11 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.546588 Longitude: -116.374618 Depth to Water Table: Not Encountered Total Depth: 5.3 Feet bgs Notes: Piezometer installed to 5.3 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(CL):Brown, dry to slightly moist, stiff to very stiff, with fine to coarse-grained 0.0-2.5 sand. GS 1.5-2.0 1.5-2.75 F --Organics and plow zone noted to 1.4 feet bgs. Silty Sand (SM): Light brown, dry, very dense, with fine to coarse-grained sand. 2.5-5.3 --Strong calcium carbonate cementation noted from 3.0 to 5.3 feet bgs. --Refusal because of strong calcium carbonate cementation. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 F 23.5 41 28 99 99 96 93 86.3 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#20 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-12 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5474874 Longitude: -116.3696310 Depth to Water Table: Not Encountered Total Depth: 14.3 Feet bgs Notes: Piezometer installed to 14.3 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Sandy Lean Clay with Gravel (CL): Brown, 0.0-1.6 moist, soft to stiff, with fine to coarse-grained GS 1.0-1.5 0.5-1.5 G sand. --Organics and plow zone noted throughout. Silty Sand (SM): Light brown, moist, very 1.6-3.2 dense,fine to coarse-grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): Light 3.2-14.3 brown, dry, very dense, with fine to coarse- grained sand, fine to coarse gravel, and 8- inch-minus cobbles. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 G 23.2 36 14 74 71 63 59 54.6 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#21 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-13 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5463032 Longitude: -116.3695116 Depth to Water Table: Not Encountered Total Depth: 3.8 Feet bgs Notes: Piezometer installed to 3.8 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) .111116,Qp Test ID Sandy Lean Clay (CL): Brown, moist, medium stiff to very stiff, with fine to coarse- 0.0-1.8 1.0-2.25 grained sand. --Organics and plow zone noted throughout. Silty Sand(SM): Light brown, dry to slightly moist, very dense, with fine to coarse-grained 1.8-3.8 sand. --Strong calcium carbonate cementation noted throughout. --Refusal because of strong cementation. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#22 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-14 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5451562 Longitude: -116.3756314 Depth to Water Table: Not Encountered Total Depth: 14.0 Feet bgs Notes: Piezometer installed to 14.0 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, moist, 0.0-1.4 stiff to very stiff, with fine to coarse-grained 1.5-3.75 sand. --Plow zone noted to 0.7 foot bgs. Silty Sand (SM): Brown to light brown, dry to slightly moist, very dense, with fine to coarse-grained sand. 1.4-12.6 --Strong calcium carbonate cementation noted from 3.8 to 5.2 feet bgs and weak to moderate calcium carbonate cementation from 5.2 to 12.6 feet bgs. Poorly Graded Gravel with Silt and Sand 12.6-14.0 (GP-GM): Red brown, dry, very dense, with fine to coarse-grained sand, fine to coarse gravel, and 7-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#23 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-15 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.542059 Longitude: -116.3694040 Depth to Water Table: Not Encountered Total Depth: 11.7 Feet bgs Notes: Piezometer installed to 11.7 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 (CL): Brown, moist, stiff to very 0.0-1.0 stiff, with fine to coarse-grained sand. 1.5-3.75 --Plow zone noted to 0.7 foot bgs. Silty Sand (SM): Brown to light brown, dry to slightly moist, very dense, with fine to 1.0-9.5 coarse-grained sand. --Weak to moderate calcium carbonate cementation noted from 3.8 to 5.2 feet bgs. Poorly Graded Gravel with Silt and Sand (GP-GM): Brown, dry, very dense, with fine 9.5-11.7 to coarse-grained sand,fine to coarse gravel, and 12-inch-minus cobbles. --Refusal on large rounded boulders. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#24 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-16 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5413676 Longitude: -116.3774194 Depth to Water Table: Not Encountered Total Depth: 14.5 Feet bgs Notes: Piezometer installed to 14.5 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Borderline Fat Clay/Lean Clay (CH/CL): Brown, slightly moist, stiff to very stiff, with 0.0-2.0 fine to coarse-grained sand. GS l.6-2.0 1.5-2.0 H --Organics and plow zone noted to 1.5 feet bgs. Silty Sand (SM): Brown to light brown, dry, 2.0-14.5 very dense, with fine to coarse-grained sand. --Weak to moderate calcium carbonate cementation noted from 3.8 to 5.2 feet bgs. Below Basalt: Blackish, slightly weathered to fresh, 14.5 very closely fractured, very strong to extremely strong, with vesicles. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 H 27.5 50 34 100 100 100 99 95.7 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection MATERIALS 6 April 2018 TESTI NG & Page#25 of 27 INSPECTION b 180364g_hmitedgeo ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-17 Date Advanced: 23 Mar 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5391781 Longitude: -116.3740623 Depth to Water Table: Not Encountered Total Depth: 16.5 Feet bgs Notes: Piezometer installed to 16.5 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 (CL): Brown, slightly moist, stiff to very stiff, with fine to coarse-grained sand. 0.0-1.7 1.5-4.0 --Organics and plow zone noted to 1.0 foot bgs. Silty Sand (SM): Brown to light brown, dry, medium dense to very dense, with fine to 1.7-16.5 coarse-grained sand. --Weak to moderate calcium carbonate cementation noted throughout. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(@mti-id.com ght©Testing g&Inspection Vicinity Map Plate 1 MAP NOTES: F CIVERLAND Ro OVE •Delorme Street Atlas rn r •Not to Scale Q LEGEND E 3 I Approximate Site E VICTORY Rp W VICTORY RI7 Location � An iu Site Locatioll tA F ° N a m m p 47 I 4-4) O Pinnacle Subdivision CALIJMBL4 R7� �Coi_m'91A R6J Near Locust Grove Road u, &Lake Hazel Road Meridian,ID Modified from Delorme by:MJT 4 April 2018 Drawing:B180364g 69 MATERIALS TESTING Fr INSPECTION M 7° 2791 S.Victory View Way Phone: 208 376-4748 G Boise,ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com Site Map Plate 2 NOTES: •Not to Scale TP-1 8 \ LEGEND TP 3 Approximate Site TP-2 Boundary 8 ® TP-4 TP5 8 Approximate MTI Test 8 Pit Location TP\ Canal TP-7 8 � \CB/RNE��Al �C TP-8 TP-9 ® N \ TP-10 TP-11 TP-128 \ FARRLATERA` 8 8 LAKE HAZEL ROAD \ TP-13 8 \ RAW SO/V TFR TB Pinnacle Subdivision o Near Locust Grove Road& c Lake Hazel Road Cn Meridian,ID TP-15 I 0 B Drawn by:MJT / M 4 April 2018 TP-16 o Drawing:B180364g 8 0 MATERIALS TP-17 Co TESTING & B INSPECTION \ 2791 S.Victory View Way Phone: 208 376-4748 Boise,ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com FINAL 2020 GROUNDWATER MONITOR REPORT FOR PINNACLE SITE (NRS, 10/29/2020) NATuR,4L _REs o uR cE Sm JL4": Consulting, Soil Evaluations & Data Collection HARLEYR.NOE October 29, 2020 Phone: 208.850.4926 Fax: 208.939-.939-8602 Jon Wardle Brighton Corporation 2775 W. Navigator Drive Meridian, ID 83642 RE: Final 2020 groundwater monitor report for Pinnacle site I have completed 6 monthly groundwater monitor cycles on the Pinnacle site located near the intersection of Lake Hazel and Locust Grove Roads. A map is attached which shows the locations of 17 piezometers placed on the site. Included is the data sheet which 3 readings collected in 2019 and 6 from 2020. For reference the data sheet is also attached. Free water was encountered only in piezometers 8-18 and 11-18 during data collection. Excess irrigation water ponding around the monitor pipes and poor irrigation practices are the source of water at those two locations. All other monitor locations have remained dry to the "bottom depth" shown in the data table. This is a very distinct and "readable" higher position alluvial fan terrace landscape position and groundwater is just not present. It should be noted that all test pits were dry to the excavated depth when the pipes were placed and backfilled by MTI on March 21,2018. This is another indicator that these are dry, rolling, upland topographic positions and there is no "normal" groundwater within at least 15 feet of the surface. In 2006 I collected monitoring data at ten locations that lie within this project area. Those holes were also dry throughout the irrigation season. If you have any questions, please call me at 850-4926 or by e-mail at harleynoe@cableone.net. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/attachments via e-mail: Kameron Nauhi, Brighton Corporation 5740 N. APPLEBRooK WAY BoisE,IDAHo 83713 Pinnacle 2019-2020 Final GW Monitor Data All readings are depth below ground level in inches Hole Bottom 3/22/19 7/11/19 10/2/19 3/7 6/27 7/29 8/25 9/23 10/21 Number Depth TP1-18 A 86+ na na DEST DEST DEST DEST DEST DEST TP2-18 196 196+ 196+ 196+ 196+ 196+ 196+ 196+ 196+ 196+ TP3-18 161 161+ 161+ 161+ 161+ 161+ 161+ 161+ 161+ 161+ TP4-18 173 173+ 173+ 173+ 173+ 173+ 173+ 173+ 173+ 173+ TP5-18 192 DEST DEST DEST DEST DEST DEST DEST DEST DEST TP6-18 153 153+ 153+ 153+ 153+ 153+ 153+ 153+ 153+ 153+ TP7-18 186 186+ 186+ 186+ 186+ 186+ 186+ 186+ 186+ 186+ TP8-18 204 204+ 204+ 204+ 204+ 204+ 204+ DEST DEST TP9-18 201 201+ 201+ 201+ 201+ DEST DEST DEST DEST DEST TP10-18 201 201+ 201+ 201+ 201+ 201+ 201+ 201+ 201+ 201+ TP11-18 57 57+ 46 57+ 57+ 57+ 57+ 57+ 57+ TP12-18 185 185+ 185+ 185+ 185+ DEST DEST DEST DEST DEST TP13-18 33 33+ DEST DEST DEST DEST DEST DEST DEST DEST TP14-18 162 162+ 162+ 162+ 162+ 162+ 162+ 162+ 162+ 162+ TP15-18 136 136 136 136+ DEST DEST DEST DEST DEST DEST TP16-18 171 171+ 171+ 171+ 171+ 166 171+ 171+ 171+ 171+ TP17-18 "" 184+ 184+ 184+ 184+ 184+ 184+ 184+ 184+ 184+ BOTTOM DEPTH value is from top of main pipe to bottom of pipe in test pit READ ONLY 3 TIMES THIS SEASON -START, MII NOTE: a "+"following the readings indicates pipe was dry to the bottom 7129120-pipes at#8&#11 have standing water