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CC - Drainage Report Storm Drainage Report-GrayclifF Subdivision Phase 3 701 W. Harris Street, Meridian, ID Prepared For: KB Home Prepared by: Kimley-Horn 950 W Bannock St. Suite 1100 Boise, ID 83702 Contact: Abbey Hahn, PE 208-917-4977 abbey.hahn@kimley-horn.com SS\aNAL FHA �\r ENSFD /yam � F 8670 0 03/04/2022 0 qTF OF \�P� �e�GA I L HP� KimleyMorn Kimley>>> Horn I. GENERAL LOCATION AND DESCRIPTION This drainage study is being prepared to describe the existing and proposed drainage conditions for the proposed Graycliff Estates Phase 3 located in Meridian, Idaho. The site is located at 710 West Harris Street. The site area is approximately 5.25 acres and is located within the Section 25, Township 3 North, Range 1 West of the Meridian, City of Meridian, Ada County, Idaho. The property is bounded two sides by development. The site is currently an open field and is located southeast of Phase 1 of Graycliff Estates Subdivision. Undeveloped land is located to the east and south of the property. Future Phase 4 of the Graycliff subdivision will be located southeast of Phase 3 and runoff from a portion of this phase was accounted for in Phase 3 improvements, as noted in Basin 2 description below. Proposed development of the site will consist of 35 buildable single family residential lots and 3 common lots with associated public roads, landscaping and utilities. II. EXISTING CONDITIONS The property is undeveloped. The site currently drains to the northwest corner of the site. The property is pervious and has no drainage structures located on site. Runoff from the property infiltrates into the ground. The majority of the existing ground cover consists of native grasses with the rest containing no vegetation. The site consists of 1-2ft of silty clay loam with pit run material below. Proposed drainage facilities have been designed to infiltrate into the pit run material. In areas where hardpan is encountered, the material will be removed, broken and returned to the trench where it will permeate with a similar rate of the pit run material. The site is in zone "X", or areas determined to be outside the 0.2% annual chance flood hazard, according to FEMA Map Number 16001CO234J, dated 06/19/2020. It is unlikely that any offsite water runoff will enter the proposed site. Area west of the site is undeveloped native grasses and sage brush. III. DRAINAGE DESIGN CRITERIA The storm drainage conveyance and storage systems are designed to meet ACHD's Stormwater Policy. Seepage beds are designed to store and infiltrate the 100-year storm event. The Water Quality storm will be treated through sand and grease traps prior dispersion into the seepage beds. Inlet piping for Seepage Bed 1 and 2 include diversion manholes which allow flows greater than the Water Quality storm to bypass the sand and grease traps. The Rational Method was used in calculating the required detention volume for the site. The site was delineated into hardscape areas and landscape areas and appropriate runoff coefficients were applied. A weighted runoff coefficient was calculated for the site using 0.20 for landscaping and 0.95 for hardscape areas. Two seepage beds will be constructed on this site and all water will be retained on site as shown on the Grading and Drainage plans. 00 1 Boise, o 83702 �: Kimley>>> Horn The site was delineated into multiple drainage basins as shown on the Drainage Area Map Exhibit. These basins were divided into subbasins and a minimum time of concentration of 10 minutes was used to determine peak flows to each catch basin. The proposed storm pipes were sized according to the accumulative peak flows of each interconnected pipe and sub basin. See Appendix A for storm drainage calculations. III. PROPOSED DRAINAGE Basin 1: Basin 1 includes drainage from the right of way, sidewalks and lots along South Graycliff Way. Drainage from these areas will be directed to catch basins, treated through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 1. Basin 2: Basin 2 includes drainage from the right of way, sidewalks and lots along a portion of West Learmont Street. This basin includes 1.4 acres east of West Learmont Street from the future Phase 4 of Graycliff. Drainage from these areas will be directed to catch basins, treated through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 2. Name Width Depth (ft) Length (ft) Runoff Volume (cf) Seepage Bed#1 15 10 157 8,833 Seepage Bed#2 15 10 89 4'986 00 1 Boise, Idaho : �: Kimley>>> Horn V. APPENDIX A- Storm Drainage Calculations 950 W Bannock St.,Suite 00 1 Boise,Idaho 83702 �: 2 \� Ate,\ GRAYCLIFF SUBDIVSION PHASE 3 �\ 3 BLOCK \ FT DRAINAGE BASIN MAP \ 4 1C 2 3 1C 2 "BLOCK2 5 \\ \ \ 3 29 4 � 7 \ 5 22 6 8 a 28 27 26 25 \ 9 \ \ m \ m 24 7 10 \ \ 8 23 1 \� 22 '° BASIN 1 a — — — 21 / 11 m 12 1 2 3 4 20 13 14 \ \ t 19 BLOCK 3 q 14 \ \ \ - 18 \\ \ BLOCK 2 15 16 0 17 15 \ i v a� FUTURE ¢ BASIN 2 PHASE \ FT \\ 4 \ 1 Q. iu 1 12 `= NORTH 2 34 , 7 g OCK 3 35 BLOCK 4 \ N i 27 I 26 I 25 24 I 23 I 22 21 I 20 19 I 18 I 17 I 16 15 14 7 \� ro GRAPHIC SCALE IN FEET 4 36 — 6 r 0 75 150 300 8 a 5 37 �I 5 Kimley*Horn 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. st-develo 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 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) 2 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 109,246 65,054 Acres 4.00 6 Determine the Weighted Runoff Coefficient(C) 0.90 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate I min Estimated Runoff Coefficients for Various Surface J Type of Surface Runoff Coefficients"1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc Business 2.58 n/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Cy,eak 6.59 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 8,833 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 5,521 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0. 0-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets I Basin Forebay V 883 ft3 Asphalt 0.95 concrete 0.95 IPrimary Treatment/StorageBasin V 7,950 ft3 Brick 0.95 I Subsurface Storage Roofs 0.95 Gravel 0.75 I Volume Without Sediment Factor(See BMP 20 Tab) V 8,833 ft3 Fields:sandy soil Soil Type Slope A B C D Flat 0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 O. Steep:>G% 0.13 0.18 0.23 O. Adapted from ASCE ACHD Calcs-Ph3.xlsm 3/3/2022,4:43 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. `Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Basin 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 56,840 58,470 Acres 2.65 6 Determine the Weighted Runoff Coefficient(C) 0.90 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.55 7 User Calculate _I Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min " Estimated Runoff Coefficients for Various Surface J Type of Surface Runoff Coefficients"( Business 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc 1 2.58 in/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QPeA 3.72 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,986 W Multi-family 0.60-0.75 IV=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 I11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial I Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 IEnter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 3,117 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 499 W Concrete 0.95 Primary Treatment/StorageBasin V 4,488 W Brick 0.95 Subsurface Storage iiiiiiiiiiiiiMEN& Roofs 0. Gravel 0.75 5 Volume Without Sediment Factor(See BMP 20 Tab) V 4,986 Fields:Sandy soil soil Type ACHD Calcs-Ph3.xlsm 3/3/2022,9:49 PM Version 10.5,November 2018 ACHD Quick Calcs for Pipe and Ditch Capacity NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Basin 1 (WQ) 2 Pipes —PIPE I1 Enter Flow Q= 2.94 cfs -DEPTH OF FLOW I 2 Manning's n n= 0.015 Table on QV Tab 5 3 Slope S= 0.0100 ft/ft 4 4 Pipe Diameter D= 12 in 2 5 Uniform Flow Depth y„= 9.3 in 6 Normal Velocity V= 4.49 ft/s 4 5 7 Critical Flow Depth y�= 8.82 in 2 8 Critical Velocity V= 4.75 ft/s 3 I 8 Full Flow Qmll= 3.09 cfs I 4 9 Full Flow% 957 5 12"DIAMETER -7 0.015 MANNINGS FLOW 2.94 CFS 0.01 FT/FT SLOPE 1 Project Name Basin 1 (100 YEAR) 2 Pipes PIPE 1 Enter Flow Q= 6.59 cfs FULL GRAVITY 2 DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QV Tab 5 3 Slope S= 0.0377 ft/ft 4 4 Pipe Diameter D= 12 in 3 2 5 Uniform Flow Depth y = 12.0 in 1 6 Normal Velocity V= 8.39 ft/s 7 Critical Flow Depth yC= 11.62 in 2 8 Critical Velocity V= 8.47 ft/s 3 8 Full Flow Qfull= 6.00 cfs I 4 9 Full Flow% 5 12"DIAMETER -7 0.015 MANNINGS FLOW 6.59 CFS 0.0377 FT/FT SLOPE ACHD Calcs-Ph3.xlsm 2/22/2022,11:29 AM Version 10.0,May 2018 ACHD Quick Calcs for Pipe and Ditch Capacity NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Basin 2 (WQ) 2 Pipes —PIPE 1 Enter Flow Q= 3.17 cfs -DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QVTab 5 3 Slope S= 0.0150 ft/ft 4 4 Pipe Diameter D= 12 in 3 5 Uniform Flow Depth y„= 8.4 in 6 Normal Velocity V= 5.40 ft/s a 5 7 Critical Flow Depth yC= 9.15 in _2 8 Critical Velocity V= 4.93 ft/s 3 8 Full Flow QmII= 3.78 cfs 9 Full Flow% 84% 5 12"DIAMETER -7 0.015 MANNINGS FLOW 3.17 CFS 0.015 FT/FT SLOPE 1 Project Name Basin 2 (100 YEAR) 2 Pipes —PIPE 1 Enter Flow Q= 3.72 cfs 7 —DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QV Tab :4- 3 Slope S= 0.0377 ft/ft 4 Pipe Diameter D= 12 in 5 Uniform Flow Depth yn= 6.8 in 6 Normal Velocity V= 8.06 ft/s 11237 7 Critical Flow Depth y,= 9.86 in _y 8 Critical Velocity V= 5.39 ft/s 3 8 Full Flow Qr�u= 6.00 cfs 4 9 Full Flow% 62% _5 METER -7 0.015 MANNINGS FLOW 3.72 CFS 0.0377 FT/FT SLOPE ACHD Calcs-Ph3.xlsm 2/22/2022,11:27 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name SGT 1 2 Enter number of Sand/Grease Traps(25 max) 2 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 2.94 48 20 6.67 0.44 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 ACHD Calcs-Ph3.xlsm 2/22/2022, 11:32 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name SGT 2 2 Enter number of Sand/Grease Traps(25 max) 2 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 3.17 48 20 6.67 0.48 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 ACHD Calcs-Ph3.xlsm 2/22/2022, 11:34 AM 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 CV"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 Graycliff Phase 3 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 I 4 Weighted Runoff Coefficient C 0.64 Link to: J I Q,v2 I I 5 Area A(Acres) 4.00 acres Q,V TR55 6 Approved discharge rate(if applicable) 0.00 cfs J 7 Is Seepage Bed in Common Lot? No V 11,041 ft, 25%Sediment I 8 Set Total Design Width of All Drain Rock W 15.0 ft I 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover I 10 Void Ratio of Drain Rock Voids 0.4 I I0.4 for 1.5"-2"drain rock and 3/4"Chips I I 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr I I 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in I I 13 Size of Overflow Perf Pipe(Perfs 3601),READ if Q100>3.3 cfs in I I14 Calculate Total Storage per Foot Spf 70.2 ft3/ft I I 15 Calculate Design Length L 157 ft I IOverride Value Required for Chambers I 16 Variable Infiltration Window L SWL 157 ft I 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 6.3 hours I 90%volume in 48-hours minimum I 19 Length of WQ&Overflow Perf Pipes 157 ft I 20 Perf Pipe Checks.Qperf>=Qpeak; I!f 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 ft, 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 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 ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum ACHD Calcs-Ph3.xlsm 3/3/2022,9:51 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 CV"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 Graycliff Phase 3,Facility 2,Bed 2 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 I 4 Weighted Runoff Coefficient C 0.55 Link to: Q v J I I 5 Area A(Acres) 2.65 acres Q,V TR55 I 6 Approved discharge rate(if applicable) 0.00 cfs J 7 Is Seepage Bed in Common Lot? No V 6,233 ft, 25%Sediment I 8 Set Total Design Width of All Drain Rock W 15.0 ft I 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover I 10 Void Ratio of Drain Rock Voids 0.4 I I0.4 for 1.5"-2"drain rock and 3/4"Chips I I 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr I I 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in I I 13 Size of Overflow Perf Pipe(Perfs 3601),READ if Q100>3.3 cfs in I I14 Calculate Total Storage per Foot Spf 70.2 ft3/ft I I 15 Calculate Design Length L 89 ft I IOverride Value Required for Chambers I 16 Variable Infiltration Window L SWL 89 ft I 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 6.3 hours I 90%volume in 48-hours minimum I 19 Length of WQ&Overflow Perf Pipes 89 ft I 20 Perf Pipe Checks.Qperf>=Qpeak; I!f 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 ft, 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 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 ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum ACHD Calcs-Ph3.xlsm 3/3/2022,9:53 PM Version 10.0,May 2018 Kimley>>> Horn V. APPENDIX B- Grading and Drainage Plan Sheets PAVING CONSTRUCTION NOTES ❑1 CONSTRUCT 6" VERTICAL CURB AND GUTTER PER o ACHD SUPPLEMENTAL STD DWG SD-701. ❑2 CONSTRUCT 3" ROLLED CURB AND GUTTER PER ACHD SUPPLEMENTAL STD DWG SD-702. ❑3 CONSTRUCT 5' LONG ROLLED CURB TO VERTICAL 2715.28 2715.33 2715.28 CURB AND GUTTER TRANSITION PER ISPWC STD DWG 2715.38 SD-707. 2715.38 2715.14 2715.43 2714 94 ® CONSTRUCT 5' DETACHED CONCRETE SIDEWALK PER o ACHD SUPPLEMENTAL STD DWG SD-709. 2%MAX. CROSS SLOPE. 2715.14 2714.94 © CONSTRUCT PEDESTRIAN RAMP WITH DETECTABLE WARNING FOR PEDESTRIAN ACCESS PER ACHD SUPPLEMENTAL STD DETAIL SD-712&MODIFIED 2715.33 °' 2715.43 ISPWC STD DETAIL SD-712A, TYPE"A". SEE SHEET o °2715.35 2714.96 ?'•`, 2715.45 C8.10. rc � 2715.22 2714.96 �7 CONSTRUCT TYPE IV CATCH BASIN FOR ROLLED CURB 2715.45 2715.22 1 2715.39 2p PER ACHD SUPPLEMENTAL STD DWG SD-604A. 2715.40 2715.49 - �Ty 2715.50 �9 INSTALL 1000G SAND&GREASE TRAP PER ISPWC STD DWG SD-624 WITH 20" BAFFLE SEPARATION. INSTALL 12" SDR35 PVC PIPE. LENGTH AND SLOPE PER PLAN. o 0 10' 20' 40 12 INSTALL 12" PERFORATED PVC PIPE. LENGTH AND SLOPE PER PLAN. SCALE: 1" = 10' 13 CONSTRUCT SEEPAGE BED PER DETAIL ON SHEET C7.10 15 ADJUST MANHOLE RIM TO GRADE. m nat rvn raa r� av ryn n0 raw F�� ------------- raa Rnl aaa r� rEa r� rEa r,tat 19 INSTALL 48" DIA. STORM DRAIN MANHOLE TYPE A��� ❑ PER ISPWC STD DWG SD-612. O R Z N O STA:10+00.00 / STA:10+00.00 OFF:24.50'LT w OFF:24.50'RT TC:2713.69 PT TC:2713.55 2 STA:11+14.66 3 4 5 6 7 8 9 10 11 12 13 14 NOTE: 7 CB-1 OFF.6.50LT 1S Qf" 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET Z STA:10+01.50,-23.30LT TC:2714.07 PC A' RIM: 2713.13 STA:11+32.39 STA:11+78.39 STA:12+24.39 I STA:12+70.39 I STA:13+1fi.39 STA:13+77.39 STA:14+23.39 STA:14+69.39 I STA:15+15.39 STA:15+61.39 STA:16+07.39 / CENTERLINE. W INV OUT: 2710.50 OFF:16.50'LT OFF:16.5OLT OFF:16.50LT 1,7:16.50LT OFF:16.50'LT OFF:16.50'LT [OFF:16.50'LT OFF:1650'LT 16.50LT OFF:16.51" OFF:16.50'LT 2. ALL SIDEWALKS SHALL COMPLY W1TH THE LATEST ADA025:2.49cfs PC TC:2714.15 TC:2714.36 TC:2714.58 I TC:2714.79 TC:2715.00 TC:2715.28 TC:2715.50 TC:2715.71 [OFF, TC:2715.92 TC:2716.14 TQ 2716.35 / e�OC / STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. N 0100:3.47cfs STA:10+48.11 k3 Ly OFF:23.06'LT 5 STA:16+41.58 LONGITUDINAL SHALL BE LESS THAN 5%UNLESS AT A y O TC:2713.63 N $�W OFF:16.501T �- RAMP. 1 6 m J 4 TC2716.51 /� `a LL $ 1 3 STA::16+69.01 O 11 47 LF OF 12"� a .. ■ W OFF.6.50'LT 2 O 0.50R 8"W / ,(TG 2718.64 \ \ SD-1 3"W 8"W 11L 8"W 8"W 8"W /� PT O 11 40 LF OF 18" O 1.91R STA: :713.7 36,26.95RT 2 RIM: 2713.74 12 13+0o U 1N00 S.GRAYCL FF WAY 15+00 1fi+oo STA: VT Q/ e 19 INV IN: 2709.00 -I - - - M\-�\ - + - - F - f� 15 OFF:16.50'Lt p INV OUT: 2709.78 15 m TC:2716.78 C7,1 0 INV OUT: 2709.00 8' S5 R"SS ""ss ss,.9 ss"9 5S.B SS"9,.H SS"9 SS.9 SS"9 \ 15 12152 LF OF 12" O 0.00% 16' Q OS OS OS To J 2 11 11 LF OF 12" PT •• 4 6 - / 2 11 R n W LU z c O O.00R �STA:10+68.72 ' 13 12152 LF OF 18" O 0.00% 3 TA:16+55.26 STA:17 c51.06 ® C7'20 J � (n M p OFF:17.82'RT in\ OFF:16.50'RT ,x$ HP LL w Q W Q 7 TC:2713.83 STA:11+07,10 to TC:2716.56 STA:11+96.09 /f =O ' >? CB2 1111 LF OF 18" OFF:16.50'RT STA:11+99.10 OFF:22.36'LT/ Q ~ d= STA:10+01.30,23.30RT ®O.00R 1 TC;2714.03 6TA:11+53.10 OFF:16.50'RT STA:12+55.10 1 STA:13+01.10 1 STA:13+62.10 STA:14+08.10 I STA:14+54.10 IVSTA:115+00.10 1 STA:15+46.10 TC:271746 KEY MAP of Q o¢RIM: 2713.13 SOT 1 OFF:16.50'RT TC:2711 IS OFF:1650'RT OFF:1fi50'RT OFF:1fi.50'RT OFF:16.50'RT OFF:16.50'RT OFF:6.50'RT OFF:16.50'RT N.T.S. z INV IN: 2770.27 9 STA: 10+40.39,32.36RT TC:2714.25 I TC:2714.72 TC:2714.93 ' TC:2715.20 TC:271E43 I TC:2715.64 I TC:2715.85 TC:2716.07 B PT d< \ 6 Cl) O Z O E IN OUT: 2709,77 RIM:2713.85 PC T ^' 025:2.25cfs INV IN:2708.94 STA:16+07.39 /STA:16+99.25 e RT LL.I Q 0700: 3.14cfa 31 INV OUT: 2708.54 °• 4 OFF:16.%3T / OTC�2756.78 4 / Z of 28 27 26 25 24 23 22 21 20 TC:2716.35 STA:17+46.58 E ECRQ L� w LLI OFF:16.50'RT 30 1 1 I I 19 / TC 2716.ECISTA:11+51 37 1 \ Q$COFF:36.50'LT e CL J c N LL.I 7 OTC 27137.27 6 G�' 717.55 U co I I / 8 sTA:n+sl.ol 1 (i } LL E 29 BLOCK 2 OFF:�2716.90 / ��� Z N �Q - ® ® STA:17+71.06 / /!!5BCR � �' > ,N1�1 U= O s ® d OFF:36.50'RT Vv O 30' 60' 12� Q V Q 3LL TC:2717.08 Cj \/ SCALE: 1" = 30' o a c 2720 M 2720 o n� nN z 9 w Q w 1 _- - - - +200% a 2716 in _ --- 2716 ai N� c6m N m mN o GRADE aJ O R 5J } Y W OAD q tJ� w 0 m 2 W � m o 2712 a oa_ _ _ 2712 3 r wo +„ oN +^ w i rc rc J O ❑ U a � E� �w SEAL 12 SID C INV:2711.40 ,108AL c 2708 2708 "-_T/04F/�2191 SEi2706 2706TP N N N N N N N o 1 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 x SHEET ❑ a$�� 7.1 PAVING CONSTRUCTION NOTES ® CONSTRUCT 5' DETACHED CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL STD DWG SD-709. 2%MAX. CROSS SLOPE. ❑5 CONSTRUCT 4' WIDE VALLEY GUTTER PER ISPWC STD DWG SD-708 AND ACHD SUPPLEMENTAL SPECIFICATIONS. © CONSTRUCT PEDESTRIAN RAMP WITH DETECTABLE WARNING FOR PEDESTRIAN ACCESS PER ACHD SUPPLEMENTAL STO DETAIL SD-712&MODIFIED ISPWC STD DETAIL SD-712A, TYPE"A". SEE SHEET C8.10. �7 CONSTRUCT TYPE IV CATCH BASIN FOR ROLLED CURB PER ACHD SUPPLEMENTAL STD DWG SD-604A. �9 INSTALL 1000G SAND&GREASE TRAP PER ISPWC zo STD DWG SD-624 WITH 20" BAFFLE SEPARATION. INSTALL SDR35 PVC PIPE. LENGTH AND SLOPE PER PLAN. 8 + 12 INSTALL 12" PERFORATED PVC PIPE. LENGTH AND / SLOPE PER PLAN. 13 CONSTRUCT SEEPAGE BED PER DETAIL ON SHEET ECR STA:11+57.23 BCR 2717.14 G7.1D CB-3 OFF:36.50'LT SEE SHEET C7.10 STA:11+90.23 1 STA:12+57.73 I 7 OFF:36.5o'LT I 2717.24 a _ _ _ _ _ 14 ADJUST WATER VALVE BOX AND COVER TO GRADE. A STA: 10+01.50,-2716.3T TC:2716.90 TC:2716.96 OFF:16'O'LT 2717.14 RIM: 2716.36 _ HP 1[TQ27n.n I 15 ADJUST MANHOLE RIM TO GRADE. INV OUT:2713.70 STA:11+51.37 HP 2717.24 v OFF:22.36'LT STA:11+96.09 / \ 4 TC:2717.27 °6 OFF:22.36'LT 17 2717.25 4 BCR / \ TC 2717.46 4 STA:13+05.24 - 2717.32 2717.00 / \ 2717.pp 17 INSTALLTYPE II TERMINUS BARRICADE PER ACHD m STA:10+00.00 STA:10+51.36 �sTA:11+3 BCR ECR OFF:16.50'LT 2717.39 m OFF:16.50'LT OFF:16.50'LT OFF:16.50'LT 6 6 STA:12+10.23 TC:2717.98 / 2716.89 2716.89 2717.25 a Tc:2716.61 ° TC:2716.8a TC:271z00 OFFl 16.50'L7 2717 49 2716.84/ \ 2716.84 2717.40 \ 18 SDINSTALL6 E III TERMINUS BARRICADE PER ACHD Tc:z7nss 2717.40 Z e"w e"w e"w w 2717.51 19 INSTALL 48" DIA. STORM DRAIN MANHOLE TYPE A O 3t LF OF 12" ®3.77X 71 �� _ PER ISPWC STD DWG SD-612. 2717.40 2717.67 srA:ln+oo.o0 1 o W.LEARMONT ST. 11+00 14 m 5 2+00 _ 3 13+0 1e 2717.63 OFF:16.50'RT - 15 - - 2717.45 2716.93 2716.93 TC:2716.61 13 5 a 2717.$3 13 c a S5 n S.a a 2717.35 2717.24 2717.39 4 U CB-4 1284 LF OF�12' ®0.00% 2717.73 STA:10+01.50.15.30RT- 1111 LF OF 12" NOTE: RIM: 2716.36 S s 6 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET - INV IN: 2712.55 7 °p 2717.53 CENTERLINE. m INV OUT: 2712.55 - ` s e STA:13+05.24 2717.36 025:1.63cfa 12 84 LF OF 18" OFF:16.50'RT tixkr 2. ALL SIDEWALKS SHALL COMPLY WITH THE LATEST ADA 0100: 2.270. 11 LF OF 18" O 2.18% ° STA:11+43.36 TC:2717.98 2717.29 STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. �� Z SD-2 11®O.00R OFF:16.50'RT 3 2717.03 LONGITUDINAL SHALL BE LESS THAN 5%UNLESS AT A STA:10+01.50,19.50RT TC 2717.03 N 17 2717.21 RAMP. O RIM: 2716.45 STA:10+97.36 w U IN IN: 2712.5319 STA:10+51.36 OFF:16.5o'ftT STA:11+89.38 STA:12+35.36 STA:12+81.36 2717.06 INV OUT: 2713.00 I TC:2717.05 2717.01 INV OUT: 2712.33 OFF:16.50'RT OFF:16.50'RT DFF:16.50'RT OFF:16.50'RT TC:2716.84 I 1:2717,41 1:2717,17 1:2717.67 scr-z 2 3 4 5 6 7 O STA: 10+01RIM:24.SO7T g RIM: 2716. 9 ■ 3 Q g INV IN: 271 25 2 INV OUT: 2711,101.90 L\.I I 0 x I BLOCK P 2717.211 2717.208 O M N LLI W z ILL LU Q 0 2717.40 } 2717.40 2717.42 Q d? J 2717.35 4 d Q Z Z 2717.45 ° a 4 2717.46 a a (n Q Z Q Ci7.1 0 Ozs W U) $g 2717.52 z ILL of Lu >O Lu 2717.50 CL J DON W CURB RAMP BLOWUP DETAIL N.T.S. C7.20 l7 } LL c 1 Ux O s KEY MAP Q U Q 3 LL" 2720 2720 N.T.S. o 4z �n s� +iz sw S J iz PROP.GRADE 0 O ROAD PL a BP: 10+0 L: 2716.9 w +0.45% __-- --- p° 2716 ----- ---- --- --- ,om 2716 NORTH o } „ 0 GRADE N o j 5 ROAD Q N u a' 12 SD 0 M 31 61 120' n? INV:2714.64 w w � U g? 2712 2712 SCALE: 1" = 30' w€ N 2710 2710 usi o in so �ri u N N N N Z Z W U 3 w o 10+00 11+00 12+00 13+00 w 0 Of rc ❑ ❑ U 0- E SEAL LL C C ,,\o AL ENC t\CENS� 7y�� i �a 8670 8 ^�lE DZ\OP OF m e NejOAIL NPR > 5 "�>< SHEET ❑ a$ 7.20 RNJ RAN 60' PUBLIC RIGHT-OF-WAY _ I( oL 5' SIDEWALK 8' PLANTER 16.50' 16.50' 8' PLANTER 5' SIDEWALK 3"ROLLED CURB AND GUTTER PER ACHD SD-702 TYP. o_ �2.0% 2.0% 1.5% 2' FLAT LANDING O O O O _ _ _ _ 5" THICK CONCRETE OVER 4" BEHIND SIDEWALK, TYP. — —_—III—III—I III III III—III—III—III—III—_ _ _O AGGREGATE SD BASE —O o ACH COURSE -709 2.5" ASPHALT PAVEMENT 4" OF COMPACTED " CRUSHED AGGREGATE BASE COURSE 11" OF COMPACTED 6" MINUS m PIT RUN SUBBASE O m COMPACTED SUBGRADE Z O 33'TYPICAL LOCAL STREET SECTION WITH DETACHED SIDEWALK ~ s U m � Z IDFLOCAL ROAD TYPICAL SECTION SCALE:NTS 2 NOT USED SCALE:NTS � � U O NO TREES OR SHRUBS OVER SEEPAGE BED �+ Q NATIVE BACKFlLL OR Z LLI 4 STRUCTURAL PAVEMENT SECTION m > PLACED AND COMPACTED PER GEOTECHNICAL REPORT o O 'E INLET FROM SAND AND SOLID WALL PVC PIPE PERFORATED PVC PIPE p GREASE TRAP INVERT PER PLAN - - - - - INVERT PER PLAN 5' MIN. o OBSERVATION WELL = M O N w LU Z 3'WASHED DRAIN ROCK i LLJ d= } Q Z Z J U) o O Z Q LL > ASTA C33 FILTER SAND r'J 1-- LL W LLI - Q W SEEPAGE BED PROFILE VIEW HIGH GROUND WATER J coN } LL K Q �a - LENGTH- L U Oa3 LL O Of ------------------------------------------------------------- - INLET FROM SAND AND— 18"SOLID WALL PVC PIPE 18"PERFORATED PVC PIPE GREASE TRAP INVERT PER PLAN INVERT PER PLAN 2 3 II 6 o INLET FROM DIVERSION 12'SOLID WALL PVC PIPE - - - -- 12'PERFORATED PVC PIPE- --- -- - -- 3 v O MANHOLE INVERT PER P. INVERT PER PLAN LAN "'l = V 9? OBSERVATION WELL W Q w SEEPAGE BED AREA 5' Q U 3 a M 10' MIN. "s O w� N SEEPAGE BED PLAN VIEW y o o NOTESL MONITORING WELL � 0 m Z� 1.SEE TABLE FOR SEEPAGE BED DIMENSIONS m W W U w 5 2.CONTACT DESIGN ENGINEER FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE MAX HSGW ELEVATION. 3 U W vs 3.ALL VAULTS,MANHOLES,&SAND AND GREASE TRAPS SHALL BE HS25 OR GREATER LOAD RATED. Q v 4.ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 E00T MINIMUM O O U a I. rc 5.EL IN-EL BOTTOM PERFORATIONS IN 12"PERFORATED PIPE. iw 6.BED WIDTH SHALL REMAIN CONSTANT SEAL ' ds STORM WATER RETENTION SUMMARY TABLE �SS1°"A``"� s �04 VICENS� /y^ o LENGTH WIDTH DEPTH TOP OF ROCK BOTTOM OF GROUNDWATER REQ'D SEPARATION DESIGN INFILTRATION NAME (ft) (ft) (ft) ELEV. ROCK ELEV. ELEV. (3' MIN) RATE (IN/HR) 8670 v'03/04i22 $ SEEPAGE BED 1 157 15 10 2712.8 2702.8 ±2689.5 YES 8.00OF m 9 SEEPAGE BED 2 89 15 10 2715.0 2705.0 ±2691.5 YES 8.00 �ejGq ILN P 5 SHEET o a$ C8.10 3 SEEPAGE BED DETAIL SCALE:NTS 4 NOT USED SCALE:NTS Kimley>>> Horn VI. APPENDIX C- Geotechnical Report and Addendum 00 1 Boise, Idaho : �: