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HomeMy WebLinkAboutSite Stormwater CalculationsMarch 5, 2014 Sonya Watters City of Meridian 33 E. Broadway Ave, Suite 210 Meridian, Idaho 83642 SUBJECT: Statement Regarding Groundwater Elevation for McLINDER SUBDIVISION NO. 1 (also known as Sawtooth Village) 4650 N. Linder Rd and 1437 W. McMillan Rd Meridian, Idaho Dear Sonya: ENGINEERS 485 W. Main St, Suite B PO Box 205 Kuna, Idaho 83634 (208) 466-8181 w .AspenEnglneers.com The purpose of this letter is to confirm there is at least 3 feet of vertical separation from the centerline of the proposeds road to the seasonal high groundwater. I have enclosed a copy of the groundwater monitoring information and site investigation report for your records that documents that groundwater is more than 8'-9' below ground surface. Feel free call me at (208) 466-8181 if you have any questions or need additional information. Respectfully, Aspen Engineers, Chartered Lance Warnick, P.E. Principal Engineer cc: Aspen 13019 Penelope Riley (Riley Planning Services) Attachments 1. Final groundwater monitor report on Sawtooth Village Site by Natural Resource (October 29, 2013) 2. Test hole evaluations on Sawtooth Village site by Natural Resource Solutions (May 20 P120131130191Corresp\Outgoing513019-1_City_2014-03-05.doc Solutions 2013) Site - Stormwater Management Calculations for 4650 N Linder Rd and 1437 W. McMillian Rd Meridian, Idaho 83646 Prepared for Tom Bevan TS Development, LLC 4202 N. Marcliffe Ave Boise, Idaho 83704 (208) 323-7873 Prepared by Lance Warnick, P.E. Principal Engineer Aspen Engineers, Chartered Date Prepared March 5, 2014 Aspen Engineers, Chartered 485 W. Main St, Suite B PO Box 205 Kuna, Idaho 83634 (208) 466-8181 Aspen File 13019 Wwww.AspenEngineers.com RM13\130190ocuments0rainage Report\RevA\1. Storm Calculation.doc Stormwater Management Calculations for McLinder Subdivision No. 1 4650 N. Linder Rd and 1437 W. McMillan Rd Meridian, Idaho 83646 Table of Contents f, -1 g ENGINEFRS Section and Description Page 1. Project Description............................................................................................................................. 3 2. Sources of Information....................................................................................................................... 3 3. Applicable Standards..........................................................................................................................4 4. Drawing Showing Site Drainage Areas............................................................................................... 5 5. Stormwater Runoff Calculations for Drainage Area#1...................................................................... 6 6. Stormwater Runoff Calculations for Drainage Area #2...................................................................... 8 7. Stormwater Runoff Calculations for Drainage Area #3.................................................................... 10 8. Stormwater Runoff Calculations for Drainage Area#4.................................................................... 12 9. Stormwater Runoff Calculations for Drainage Area #5.................................................................... 14 10. Stormwater Runoff Calculations for Drainage Area #6.................................................................... 16 Appendices A. Runoff Coefficient and Rainfall Intensity.................................................................................. 2 pages B. Soils Information....................................................................................................................... 8 pages C. Sand / Grease Trap Cut Sheet.....................................................................................................1 page P:t2013113019\Documents\Drainage RepodlRevA\1. Storm Calculation.doc Page 2 Stormwater Management Calculations for McLinder Subdivision No. 1 4650 N. Linder Rd and 1437 W. McMillan Rd Meridian, Idaho 83646 1. Project Description f `w A,1 1 .RaV. These calculations and attachments provide the background for the design for a new stormwater management system associated with the proposed McLinder Subdivision No. 1 located at 4650N. Linder Road and 1437 W. McMillan Road in Meridian, Idaho. This is the first phase of a 2 phase subdivision. This phase will include street, driveway and site improvements to support a proposed 84 unit apartment complex that will included 21 4-plex buildings and a clubhouse. Future phases of the subdivision will include commercial lots, which we expect will manage their stormwater runoff separately. These calculations, together with the associated civil plans are meant to provide information on the proposed size and location of the seepage beds that will be used to manage stormwater runoff from the proposed building, driveway and parking areas. The proposed stormwater system will use pavement grading and gutters to direct the stormwater runoff to several inlet catch basins and seepage beds. Six 1,000 gallon sand / grease traps will be used to help remove sediment and oil prior to entering the proposed seepage beds. The distance between the baffles of the sand / grease trap was selected to keep the velocity of the water below 0.50 ft/sec to help provide residence time so sediment can settle in the trap. The seepage beds were sized to handle the anticipated runoff from the 100 -year, 1 -hour storm event using a combination of internal storage in the drain rock and the calculated percolation volume during the 1 -hour design storm event. The seepage beds will be constructed with drain rock underlain by a 6-12" layer of ASTM C-33 filter sand. This will help provide some treatment before the stormwater infiltrates into the subsurface as well as promote infiltration into the subsurface. The site specific soils report indicated an infiltration of 8 in/hr however for the purpose of these calculations an infiltration rate of 4 in/hr was used which is about 1/2 of the rate observed for filter sand. The elevation of seasonal high groundwater was calculated to be at least 8-9 feet below existing grade using the information provided by Natural Resource Solutions. 2. Sources of Information The following sources of data were used in preparing these calculations: A. Urban Runoff Control Handbook for Ada and Canyon Counties, Idaho Ada/Canyon Waste Treatment Management Committee (January 1977). B. Soils Investigation Report provided by Natural Resource Solutions (October 2013). P:\2013\13019\Documents\Drainage ReporWevX1. Storm Calculagon.doc Page 3 Stormwater Management Calculations for McLinder Subdivision No. 1 4650 N. Linder Rd and 1437 W. McMillan Rd Meridian, Idaho 83646 3. Applicable Standards ({ ,7 . \TFNGINEERS The following standards were used in preparing these calculations: A. Idaho Standard Public Works Construction Committee. Idaho Standards for Public Works Construction, Current Edition. B. City of Meridian, Ada County, Idaho. Supplementation Specification and Drawings to the Idaho Standards for Public Works Construction. 2008 and 2013. C. Linsley, Ray, et al, 1992. Water Resources and Environmental Engineering, Fourth Edition, McGraw-Hill, Publishers, Inc. P:\2013\13019\Documents\Drainage Repor RevX1. Storm Calculation.doc Page 4 A co m 0 z z D m m D N Project: McLinder Subdivision Subject: Stormwater Runoff Calculations' By: L.Warnick 5. RUNOFF CALCULATIONS FOR DRAINAGE AREA 1 A. FIND TIME OF CONCENTRATION (tc) Number: 13019 Date: 02/211144ENGINEERS Page: Assume: The time of concentration (tc) for this area is defined as the time needed to reach the inlets from the point that is farthest away. It is assumed the time is 10 minutes. B. FIND PEAK DISCHARGE (Q) Design Storm 100- r, 10 -min Using the Rational Method (Q = CIA) for the 100 -yr, 10 -min storm which is the estimated time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 3.1 in/hr See Appendix A.2 A Drainage Area 0.92 acres See Page 5 Solution: Q Peak Discharge = C*I*A 2.14 'of s--1 � � � 1 , ; • :177sV�l717 Given: Total Area D Pipe Diameter 12 in A Pipe flow area = pi * DA2 / 4 = 0.79 ft' n Roughness coefficient= 0.009 R Hydraulic Radius = D/4 0.250 feet s Slope = 0.40% Solution: q Flow = [1.49 / n * A * RA2/3 * sA0.5] q Flow = 1 3.26 cfs Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given: Grease Trap Size 1,000 gal See Appendix C.1 wt Trap Width 4.00 ft d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity = Q/a 0.43 fps Check: Velocity (v) < 0.5 fps? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs -13019 Project: McLinder Subdivision Number: Subject: Stormwater Runoff Calculations Date: By: L.Warnick Page: 13019 F 02/21/ENGINEERS 14+n — --- E. FIND EXPECTED RUNOFF VOLUME (Vr) AND DESIGN VOLUME (Vd) I Design Storm 100- r, 1 -hr Using the Rational Method (Q= CIA) for the 100 -yr, 1 -hr storm which is the estimated Solution: Vr Runoff Volume= Q*t 2,484 cf Vd Allow for 15% Sedimentation = Vr*1.15 2,857 cf 1090144;7_104=349➢;J391»;A 114: Given: H Height 3 ft Seepage Bed #1 = 3' x 18'x 86' W Width 18 ft L Length 86 ft Solution: Vb Bed (Rock) Volume = He*W*L 4,644 cf Vs Storage Volume = Vb*0.4 1,858 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1548 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration= As*(r/12)*t 1032 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 2,890 of Vd Required Volume 2,857 of Check: Available > Required? YES P:120131130191Documents\Drainage Report\RevA15. Storm Calcs - 13019 time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 1 in/hr See Appendix A.2 A Drainage Area 0.92 acres See Page 5 Q Discharge = C*I*A 0.69 cfs t Storm Duration 1 hr Solution: Vr Runoff Volume= Q*t 2,484 cf Vd Allow for 15% Sedimentation = Vr*1.15 2,857 cf 1090144;7_104=349➢;J391»;A 114: Given: H Height 3 ft Seepage Bed #1 = 3' x 18'x 86' W Width 18 ft L Length 86 ft Solution: Vb Bed (Rock) Volume = He*W*L 4,644 cf Vs Storage Volume = Vb*0.4 1,858 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1548 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration= As*(r/12)*t 1032 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 2,890 of Vd Required Volume 2,857 of Check: Available > Required? YES P:120131130191Documents\Drainage Report\RevA15. Storm Calcs - 13019 Project: McLinder Subdivision Number: 130191-1 r 1 ' i Subject: Stormwater Runoff Calculations Date: 02/21/14 By: L.Warnick Page: $ 6. RUNOFF CALCULATIONS FOR DRAINAGE AREA 2 A. FIND TIME OF CONCENTRATION (tc) Assume: The time of concentration (tc) for this area is defined as the time needed to reach the inlets from the point that is farthest away. It is assumed the time is 10 minutes. B. FIND PEAK DISCHARGE (Q) Design Storm 100 -yr, 10 -min Using the Rational Method (Q = CIA) for the 100 -yr, 10 -min storm which is the estimated time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 3.1 in/hr See Appendix A.2 A Drainage Area 0.67 acres See Page 5 Solution: Q Peak Discharge = C*I*A 1.56 cfs C. FIND FLOW THROUGH DRAIN PIPE Given: Total Area D Pipe Diameter 12 in A Pipe flow area = pi * DA2/4 = 0.79 ft' n Roughness coefficient = 0.009 R Hydraulic Radius = D/4 0.250 feet S Slope = 0.40% Solution: q Flow = [1.49 / n * A * RA2/3 *SAO, 51 q Flow = 3.26 cfs Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given: Grease Trap Size 1,000 gal wt Trap Width 4.00 ft d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity= Q/a 0.31 f s Check: Velocity (v) < 0.5 fps? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs - 13019 See Appendix CA Project: McLinder Subdivision Number: 13019 Subject: Stormwater Runoff Calculations Date: 02/21/14 ASPBNCrI1�F EERS By: L.Warnick Page: 9 E. FIND EXPECTED RUNOFF VOLUME (Vr) AND DESIGN VOLUME (Vd) Design Storm 100- r, 1 -hr Using the Rational Method (Q =CIA) for the 100 -yr, 1 -hr storm which is the estimated Solution: Vr Runoff Volume = Q*t 1,809 cf Vd Allow for 15% Sedimentation = Vr*1.15 2,080 cf F. FIND SEEPAGE BED PROPERTIES Given: H Height 3.2 ft Seepage Bed #2 = 3.2'x 21'x 51' W Width 21 ft L Length 51 It Solution: Vb Bed (Rock) Volume = He*W*L 3,427 cf Vs Storage Volume = Vb*0.4 1,371 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1071 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration = As*(r/12)*t 714 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 2,085 cf Vd Required Volume 2,080 cf Check: Available > Required? YES P:120131130191Documents%Drainage Report\RevA15. Storm Calcs -13019 time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 1 in/hr See Appendix A.2 A Drainage Area 0.67 acres See Page 5 Q Discharge = C*I*A 0.50 cis t Storm Duration 1 hr Solution: Vr Runoff Volume = Q*t 1,809 cf Vd Allow for 15% Sedimentation = Vr*1.15 2,080 cf F. FIND SEEPAGE BED PROPERTIES Given: H Height 3.2 ft Seepage Bed #2 = 3.2'x 21'x 51' W Width 21 ft L Length 51 It Solution: Vb Bed (Rock) Volume = He*W*L 3,427 cf Vs Storage Volume = Vb*0.4 1,371 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1071 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration = As*(r/12)*t 714 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 2,085 cf Vd Required Volume 2,080 cf Check: Available > Required? YES P:120131130191Documents%Drainage Report\RevA15. Storm Calcs -13019 Project: McLinder Subdivision Total Area Subject: Stormwater Runoff Calculations By: L.Warnick 7. RUNOFF CALCULATIONS FOR DRAINAGE AREA 3 A. FIND TIME OF CONCENTRATION (tc) Number: 13019*ASPEN Date: 02/21/14ENGINEERS Page: 10 Assume: The time of concentration (tc) for this area is defined as the time needed to reach the inlets from the point that is farthest away. It is assumed the time is 10 minutes. B. FIND PEAK DISCHARGE (Q) Design Storm 1 00- r, 10 -min Using the Rational Method (Q =CIA) for the 100 -yr, 10 -min storm which is the estimated time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 3.1 in/hr See Appendix A.2 A Drainage Area 0.38 acres See Page 5 Solution: Q Peak Discharge = C*1*A 0.88 cfs C. FIND FLOW THROUGH DRAIN PIPE Given: Total Area D Pipe Diameter 12 in A Pipe flow area = pi * DA2/4 = 0.79 ft' n Roughness coefficient = 0.009 R Hydraulic Radius = D/4 0.250 feet s Slope = 0.40% Solution: q Flow = [1.49 / n * A * RA2/3 * SAO. 5] q Flow = 3.26 cfs Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given Grease Trap Size 1,000 gal wt Trap Width 4.00 ft d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity = Qla 0.18 fps Check: Velocity (v) < 0.5 fps? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs -13019 See Appendix CA Project: McLinder Subdivision Number: 13019F f rt �', P F, i Subject: Stormwater Runoff Calculations Date: 02/21/14 By: L.Warnick Page: 11 ENGINEERS E. FIND EXPECTED RUNOFF VOLUME (Vr) AND DESIGN VOLUME (Vd) Design Storm 100 -yr, 1 -hr Using the Rational Method (Q =CIA) for the 100 -yr, 1 -hr storm which is the estimated time of concentration. Given: C Runoff Coefficient 0,75 See Appendix A.1 I Intensity 1 in/hr See Appendix A.2 A Drainage Area 0.38 acres See Page 5 Q Discharge = C*I*A 0.29 cfs I Storm Duration 1 hr Solution: Vr Runoff Volume = Q*t 1,026 cf Vd Allow for 15% Sedimentation = Vr*1.15 1,180 cf F. FIND SEEPAGE BED PROPERTIES Given: H Height 3.5 ft Seepage Bed #3 = 3.5'x 12'x 48' W Width 12 ft L Length 48 ft Solution: Vb Bed (Rock) Volume = He*W*L 2,016 cf Vs Storage Volume = Vb*0.4 —806-77-1 G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 576 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration= As*(r/12)*t 384 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 1,190 cf Vd Required Volume 1,180 cf Check: Available > Required? YES P:12013\130191Documents\Drainage Report\RevA15. Storm Calcs -13019 Project: McLinder Subdivision Subject: Stormwater Runoff Calculations By: L.Warnick 8. RUNOFF CALCULATIONS FOR DRAINAGE AREA 4 A. FIND TIME OF CONCENTRATION (tc) Number: 13019',. ASPEN Date: 02/21/14,.rriEEr��' Page: 12 Assume: The time of concentration (tc) for this area is defined as the time needed to reach the inlets from the point that is farthest away. It is assumed the time is 10 minutes. B. FIND PEAK DISCHARGE (Q) Design Storm 100 -yr, 10 -min Using the Rational Method (Q = CIA) for the 100 -yr, 10 -min storm which is the estimated time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 3.1 in/hr See Appendix A.2 A Drainage Area 0.83 acres See Page 5 Solution: Q Peak Discharge = C*I*A 1.93 cfs C. FIND FLOW THROUGH DRAIN PIPE Given: Total Area D Pipe Diameter 12 in A Pipe flow area = pi * DA2 / 4 = 0.79 ft' n Roughness coefficient = 0.009 R Hydraulic Radius = D/4 0.250 feet s Slope = 0.40% Solution: q Flow = [1.49 / n * A * RA2/3 * SAO .5] q Flow = 3.26 cfs Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given Grease Trap Size 1,000 gal See Appendix C.1 wt Trap Width 4.00 ft d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity= Q/a 0.39 fps Check: Velocity (v) < 0.5 fps? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Cates - 13019 Project: McLinder Subdivision Number: Subject: Stormwater Runoff Calculations Date: By: L.Warnick Page: 13019 r s`; y� g"9 +If.� -q t K' N I 02/21/14., ,y`�� 13rti Y��{sj(�YaJ E. FIND EXPECTED RUNOFF VOLUME (Vr) AND DESIGN VOLUME (Vd) I Design Storm 100 -yr, 1 -hr Using the Rational Method (Q = CIA) for the 100 -yr, 1 -hr storm which is the estimated Solution: Vr Runoff Volume= Q*t 2,241 cf Vd Allow for 15% Sedimentation = Vr*1.15 2,577 cf AWi'l11E]44;7_CH;4:141];J:Z61;14A11*1 Given: H Height 3.5 ft Seepage Bed #4 = 3.5'x 19'x 66' W Width 19 ft L Length 66 ft Solution: Vb Bed (Rock) Volume = He*W*L 4,389 cf Vs Storage Volume = Vb*0.4 1,756 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1254 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration = As*(rll2)*t 836 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 2,592 cf Vd Required Volume 2,577 cf Check: Available > Required? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs - 13019 time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 1 in/hr See Appendix A.2 A Drainage Area 0.83 acres See Page 5 Q Discharge = C*I*A 0.62 cfs I Storm Duration 1 hr Solution: Vr Runoff Volume= Q*t 2,241 cf Vd Allow for 15% Sedimentation = Vr*1.15 2,577 cf AWi'l11E]44;7_CH;4:141];J:Z61;14A11*1 Given: H Height 3.5 ft Seepage Bed #4 = 3.5'x 19'x 66' W Width 19 ft L Length 66 ft Solution: Vb Bed (Rock) Volume = He*W*L 4,389 cf Vs Storage Volume = Vb*0.4 1,756 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1254 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration = As*(rll2)*t 836 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 2,592 cf Vd Required Volume 2,577 cf Check: Available > Required? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs - 13019 Project: McLinder Subdivision Number: 13019 Subject: Stormwater Runoff Calculations Date: 02/21/14 { ° 14 �`R ` ENGINEERS By: L.Warnick Page: .�.� 9. RUNOFF CALCULATIONS FOR DRAINAGE AREA 5 A. FIND TIME OF CONCENTRATION (tc) Assume: The time of concentration (tc) for this area is defined as the time needed to reach the inlets from the point that is farthest away. It is assumed the time is 10 minutes. B. FIND PEAK DISCHARGE (Q) Using the Rational Method (Q = CIA) for the 100 -yr, 10 -min storm which is the estimated C�9@1795]rJi�:IZilIIC77ti77_11i!1717� Given: time of concentration. Total Area D Given: 12 in A Pipe flow area = pi * DA2 / 4 = C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 3.1 in/hr See Appendix A.2 A Drainage Area 0.59 acres See Page 5 Solution: Q Peak Discharge = C*I*A 1.37 cfs C�9@1795]rJi�:IZilIIC77ti77_11i!1717� Given: Total Area D Pipe Diameter 12 in A Pipe flow area = pi * DA2 / 4 = 0.79 ft2 n Roughness coefficient = 0.009 R Hydraulic Radius = D/4 0.250 feet s Slope = 0.40% Solution: q Flow = [1.49 / n * A * RA2/3 * 00.51 q Flow = F 3.26 cis Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given: Grease Trap Size 1,000 gal See Appendix C.1 wt Trap Width 4.00 ft d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity= We 0.27 fps Check: Velocity (v) < 0.5 fps? YES P:120131130191DocumentslDrainage ReportlRevA15. Storm Calcs -13019 Project: McLinder Subdivision Number: 13019 time of concentration. �t otz Subject: Stormwater Runoff Calculations Date: 02/21/14 r kit` ""r ENGINEERS By: L.Warnick Page: 15 0.75 See Appendix A.1 E. FIND EXPECTED RUNOFF VOLUME (Vr) AND DESIGN VOLUME (Vd) Intensity Desi n Storm 100- Using the Rational Method (Q= CIA) for the 100 -yr, 1 -hr storm which is the estimated Solution: Vr Runoff Volume= Wt 1,593 of Vd Allow for 15% Sedimentation = Vr*1.15 1,832 cf Iy191�1����7aTH���77 Z�7» �1�9 Given: H Height 3.5 ft Seepage Bed #5 = 3.5'x 15'x 60' W Width 15 ft L Length 60 ft Solution: Vb Bed (Rock) Volume = He*W*L 3,150 cf Vs Storage Volume = Vb*0.4 1,260 cf cAAIZU17L614141zly 701Ji11k'IAIUldc041[a] Given: As Area of bottom of infiltration window 900 sf r Infiltration Rate 8 in/hr Assumed I Duration 1 hr Solution: Vi Volume from Infiltration = As*(r/12)*t F 600 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 1,860 cf Vol Required Volume 1,832 cf Check: Available > Required? YES P:\2013\1 301 91DDcuments%Drainage Report\RevA15. Storm Calcs - 13019 time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 1 in/hr See Appendix A.2 A Drainage Area 0.59 acres See Page 5 Q Discharge = C*I*A 0.44 cfs I Storm Duration 1 hr Solution: Vr Runoff Volume= Wt 1,593 of Vd Allow for 15% Sedimentation = Vr*1.15 1,832 cf Iy191�1����7aTH���77 Z�7» �1�9 Given: H Height 3.5 ft Seepage Bed #5 = 3.5'x 15'x 60' W Width 15 ft L Length 60 ft Solution: Vb Bed (Rock) Volume = He*W*L 3,150 cf Vs Storage Volume = Vb*0.4 1,260 cf cAAIZU17L614141zly 701Ji11k'IAIUldc041[a] Given: As Area of bottom of infiltration window 900 sf r Infiltration Rate 8 in/hr Assumed I Duration 1 hr Solution: Vi Volume from Infiltration = As*(r/12)*t F 600 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 1,860 cf Vol Required Volume 1,832 cf Check: Available > Required? YES P:\2013\1 301 91DDcuments%Drainage Report\RevA15. Storm Calcs - 13019 Project: McLinder Subdivision Subject: Stormwater Runoff Calculations By: L.Warnick 10. RUNOFF CALCULATIONS FOR DRAINAGE AREA 6 A. FIND TIME OF CONCENTRATION (tc) Number: 13019S N Date: 02/21/14 ENGINEERS Page: 16 Assume: The time of concentration (tc) for this area is defined as the time needed to reach the inlets from the point that is farthest away. It is assumed the time is 10 minutes. B. FIND PEAK DISCHARGE (Q) Design Storm 100 -yr, 10 -min Using the Rational Method (Q = CIA) for the 100 -yr, 10 -min storm which is the estimated Solution: q Flow = [1.491 n * A * RA2/3 * SAO .5] q Flow = 3.26 cfs Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given: Grease Trap Size 1,000 gal See Appendix C.1 wt Trap Width 4.00 It d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity= Q/a 0.49 fps Check: Velocity (v) < 0.5 fps? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs -13019 time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 1 Intensity 3.1 in/hr See Appendix A.2 A Drainage Area 1.05 acres See Page 5 Solution: Q Peak Discharge = C*I*A 2.44 cfs C. FIND FLOW THROUGH DRAIN PIPE Given: Total Area D Pipe Diameter 12 in A Pipe flow area = pi * DA2 / 4 = 0.79 ft' n Roughness coefficient = 0.009 R Hydraulic Radius = D/4 0.250 feet S Slope = 0.40% Solution: q Flow = [1.491 n * A * RA2/3 * SAO .5] q Flow = 3.26 cfs Check: Flow (q) > Peak Discharge (Q)? YES D. FIND VELOCITY IN GREASE TRAP (v) Given: Grease Trap Size 1,000 gal See Appendix C.1 wt Trap Width 4.00 It d Distance Between Baffles 15 in a Flow Area = wt*d 5.00 sf Solution: v Velocity= Q/a 0.49 fps Check: Velocity (v) < 0.5 fps? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs -13019 Project: McLinder Subdivision Number: 13019'-3 T /« Subject: Stormwater Runoff Calculations Date: 02/21/14�a �} By: L.Warnick Page: 17E'NGINLLF2S E. FIND EXPECTED RUNOFF VOLUME (Vr) AND DESIGN VOLUME (Vd) I Design Storm 100 -yr, 1 -hr Using the Rational Method (Q =CIA) for the 100 -yr, 1 -hr storm which is the estimated Solution: Vr Runoff Volume= Q*t 2,835 cf Vd Allow for 15% Sedimentation = Vr*1.15 3,260 cf F. FIND SEEPAGE BED PROPERTIES Given: H Height 3.5 ft Seepage Bed #6 = 3.5'x 20'x 79' W Width 20 ft L Length 79 ft Solution: Vb Bed (Rock) Volume = He*W*L 5,530 cf Vs Storage Volume= Vb*0.4 2,212 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1580 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration = As*(r/12)*t 1053 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 3,265 cf Vd Required Volume 3,260 of Check: Available > Required? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs - 13019 time of concentration. Given: C Runoff Coefficient 0.75 See Appendix A.1 I Intensity 1 in/hr See Appendix A.2 A Drainage Area 1.05 acres See Page 5 Q Discharge = C*I*A 0.79 cfs t Storm Duration 1 hr Solution: Vr Runoff Volume= Q*t 2,835 cf Vd Allow for 15% Sedimentation = Vr*1.15 3,260 cf F. FIND SEEPAGE BED PROPERTIES Given: H Height 3.5 ft Seepage Bed #6 = 3.5'x 20'x 79' W Width 20 ft L Length 79 ft Solution: Vb Bed (Rock) Volume = He*W*L 5,530 cf Vs Storage Volume= Vb*0.4 2,212 cf G. FIND VOLUME FROM INFILTRATION Given: As Area of bottom of infiltration window 1580 sf r Infiltration Rate 8 in/hr Assumed t Duration 1 hr Solution: Vi Volume from Infiltration = As*(r/12)*t 1053 cf H. CHECK AVAILABLE STORAGE > REQUIRED STORAGE (V) Given: Va Available Storage Volume (Vs + Vi) 3,265 cf Vd Required Volume 3,260 of Check: Available > Required? YES P:\2013\13019\Documents\Drainage Report\RevA\5. Storm Calcs - 13019 Stormwater Management Calculations for McLinder Subdivision No. 1 4650 N. Linder Rd and 1437 W. McMillan Rd Meridian, Idaho 83646 f_177aOU]HI±1 RUNOFF COEFFICIENTS AND RAINFALL INTENSITY P:\2013113019\Documents\Drainage ReporWevX1. Storm Calculalon.doc t)FNGINEERS EXHIBIT "A" Recommended "C" Coefficients for "Rational Method Equation" Peak Rate of Discharge peseription .of Run -Off Area Runoff Coefficients "C" Business Downtown areas 0.95 Urban neighborhood areas 0.70 Residential Single-family 0.50 Multi -family 0.75 Residential (rural) 0.40 Apartment dwelling areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, cemeteries 0.10 Playgrounds 0.20 Railroad yard areas 0.20 Unimproved areas 0.10 Streets Asphalt 0.95 Concrete 0.95 Brick 0.85 Drives and walks 0.85 Roofs 0.95 Fields: Sandy soil Flat 2% 0.05 Average 2-7% 0.10 Steep 7% 0.15 Fields: Clay soil Flat 2% 0.13 Average 2-7% 0.18 Steep 7% 0.25 Adapted from ASCE (1972 A.1 USE 0.80 :. 2.0 0. .o{ A! T ! w U F G 3 H y�0 U R J N D U R A I 1 0 R mermoo R fourNcy ANALYSI$ �e�rwrw�r■�■it�t�� r�e���rr�rr�r�rrri■■�r�■r�rerrrrrr� m ONE �■��c ■ r N =MENno"r.r:��..�1..�..... ___.mom mmummmM�MC MMNN wonwa o11���t��i► T ! w U F G 3 H y�0 U R J N D U R A I 1 0 Consulting, Soil Evaluations & Data Collection Lance Warnick,P.E. Aspen Engineers 2422 121h Ave. Road Suite 323 Nampa, ID 83686 October 29, 2013 RE: Final groundwater monitor report on Sawtooth Village site XARLEYR. NOE Phone: 208.850.4926 Fax: 208.939-8602 Collection of groundwater readings has been completed on the Sawtooth Village site located at the southeast corner of McMillan Road and Linder Road. A table is attached showing all the observed readings. Also included is a map showing all test hole locations. Peak groundwater levels were measured at the August 20th and September 3rd site visits. I have prepared the following table to express the maximum levels as groundwater elevations. This has been a quite normal year for groundwater levels and these readings should represent normal conditions for this site. These should be suitable values to utilize in planning and design for this property. Please contact me if you have any questions or additional needs on this site. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/ attachments: Tom Bevan, TS Development, LLC, 4202 N. Marcliffe Ave., Boise, ID 83704 5740 N. APPLEBROOIC WAY BOISE, IDAHO 83713 peak depth peak depth Ground Groundwater Hole below ground below elevation elevation Number level (in ground level (in feet from (in feet) inches) in feet) topog map) 1-13 113 9.4 2573.8 2564.4 2-13 107 8.9 2575.1 2566.2 4-13 105 8.8 2574.0 2565.2 6-13 99 8.3 2573.6 2565.3 7-13 102 8.5 2575.4 2566.9 This has been a quite normal year for groundwater levels and these readings should represent normal conditions for this site. These should be suitable values to utilize in planning and design for this property. Please contact me if you have any questions or additional needs on this site. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/ attachments: Tom Bevan, TS Development, LLC, 4202 N. Marcliffe Ave., Boise, ID 83704 5740 N. APPLEBROOIC WAY BOISE, IDAHO 83713 Consulting, Soil Evaluations & Data Collection May 2o, 2013 Lance Warnick, P.E. Aspen Engineers 2422 12th Ave. Road Suite 323 Nampa, ID 83686 Ut- LXMARKE. JOHNSON Phone: 208.869.9099 Fax: 208.887.1212 RE: Test hole evaluations on Sawtooth Village site HARLEYR. NOE Phone: 208.850.4926 Fax: 208.939-8602 On Friday May 10th I observed seven test holes on an approximately 12 acre parcel at the southeast corner of the McMillan Road and Linder Road intersection. Copies of the detailed soil profile descriptions are attached along with a map showing the GPS locations of the test pits. The excavations were taken to depths ranging from 12 to 14.5 feet below ground level. Soil profiles were quite uniform across the parcel. There is typically a silt loam surface 8 to 13 inches thick over a heavier silty clay loam layer with 30 to 35 percent clay that extends to depths of 24 to 30 inches. The next layer is a moderately dense loam or silt loam layer generally 10 to 20 inches thick. A moderately to strongly cemented hardpan extends to a depth of 60 to 84 inches over dense gravelly loamy sand. Sand, gravel and cobbles are present beneath the soil starting at a depth ranging from 115 to 135 inches. Free water was observed in all test pits but 5-13 at the time of excavation. PVC pipes were placed in test holes 1, 2, 4, 6 and 7 prior to backfilling to allow for monitoring of groundwater levels. I collected readings in the pipes two days later on May 12. This allowed adequate time for water levels to stabilize. The measurements are reflected in the table below along with ground elevations and groundwater elevations on that date. The readings do not indicate that the levels at test holes 1 and 2 are significantly higher than any other location. I would conclude that the irrigation lateral along the north side of the property is not contributing excessive amounts of subsurface water to the site. 5740 N. APPLEBROOK WAY BOISE, IDAHO 83713 Sawtooth Village soils - page 2 This data does indicate that the groundwater elevation is about one foot higher on the east end of the property than on the west end. Total variation from low to high is only 2.3 feet with a nominal groundwater elevation of 2561.6. Based on current levels and the soil profiles, I would not expect groundwater levels to rise above a depth of 10 foot below ground level. This would equate to a groundwater elevation of 2366.9. This assumption is based on the single set of readings on May 12th. Monitoring through the irrigation season would provide actual peaks and define trends. Textures in the 16 to 30 inch portion of the soil profiles are generally silty clay loams and silt loams having clay contents of 25 to 35 percent. This texture/clay combination typically has low R -values. I would expect 200psi test values to be less than 15 and possibly less than 10. The silt loams and silty clay loams in the upper profile will have Unified classifications of ML, CL or CL -ML. Using the International Building Code table, the allowable bearing strengths would be 1,500 pounds per square foot. Based on the observed soil profiles, I see no apparent major soil -related concerns on this site. Although there were hardpans and moderately dense layers present, they created no significant difficulty in excavation. Please contact me if you have any questions or additional needs on this site. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/ attachments: Tom Bevan, TS Development, LLC, 4202 N. Marcliffe Ave., Boise, ID 83704 May 12 depth May 12 depth Ground Groundwater Hole below ground below ground elevation elevation Number level (in level (in feet) (In feet from (in feet) inches) topog) 1-13 159 13.3 2373.8 2360.5 2-13 150 12.5 2575.1 2562.6 4-13 153 12.8 2574.0 2561.2 6-13 141 11.8 2573.6 2561.8 7-13 151 12.6 2575.4 2562.8 This data does indicate that the groundwater elevation is about one foot higher on the east end of the property than on the west end. Total variation from low to high is only 2.3 feet with a nominal groundwater elevation of 2561.6. Based on current levels and the soil profiles, I would not expect groundwater levels to rise above a depth of 10 foot below ground level. This would equate to a groundwater elevation of 2366.9. This assumption is based on the single set of readings on May 12th. Monitoring through the irrigation season would provide actual peaks and define trends. Textures in the 16 to 30 inch portion of the soil profiles are generally silty clay loams and silt loams having clay contents of 25 to 35 percent. This texture/clay combination typically has low R -values. I would expect 200psi test values to be less than 15 and possibly less than 10. The silt loams and silty clay loams in the upper profile will have Unified classifications of ML, CL or CL -ML. Using the International Building Code table, the allowable bearing strengths would be 1,500 pounds per square foot. Based on the observed soil profiles, I see no apparent major soil -related concerns on this site. Although there were hardpans and moderately dense layers present, they created no significant difficulty in excavation. Please contact me if you have any questions or additional needs on this site. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/ attachments: Tom Bevan, TS Development, LLC, 4202 N. Marcliffe Ave., Boise, ID 83704 Natural Resource Storm Drain Test Hole Description & Solutions, LLC Evaluation Date Of Evaluation: 5/8/2013 Evaluated by: Harley Noe, Professional Soil Scientist Requested By: TS Development, LLC (Tom Bevan) Address: 4202 N. Marcliffe Ave. Phone: 323-7873 City: Boise State: ID Zip: 83704 Legal Desc: NW 1/4 of NW 1/4 Section 36, Township 4 North, Range 1 West, Boise Meridian, Ada County, ID General Desc: At the southeast comer of the McMillan & Linder intersection Depthu 10YR 312 silt loam 18 to 20 common very fine & fine; few medium none Est. friable moist 13 to 27 Color Texture Clay /e Roots Mottles Permeability Comments inches i ) 7.5YR 416 loam 12 to 13 few very fine & fine none (in/hr) moderately dense in place, friable moist Hole Number & Location: 1-13 0 to 13 10YR 312 silt loam 18 to 20 common very fine & fine; few medium none 1 to 2 friable moist 13 to 27 10YR 414 silty clay loam 33 to 35 few veryf ne & fine none 0.06 to 0.2 firm moist 27 to 37 7.5YR 416 loam 12 to 13 few very fine & fine none 2 to 3 moderately dense in place, friable moist 37 to 74 10YR 4/4 & 8/3 weakly cemented pan and soil - none none 0.5 to 1 about 30% soil mixed with hardpan; can not be textured 74 to 124 7.5YR 4/4 very gravelly loamy sand 5 to 8 none none 6 to 12 5 to 10 percent cobbles 124 to 160+ grayish variegated very gravelly sand <3 none none readable 12 to 15+ 15% cobbles; nearly loose in place; saturated below 160 inches 37 to 70 110YR 4/6 mix - none none 1 0.5 to 1 soil; can not be textured General Notes: Slope < 1 %. Pan digs with little difficulty. Dense but highly fractured and discontinuous. Free water in bottom of pit at 160 inches after 1 hour. Hole Number & Location: 2-13 General Notes: Slope less than 1 percent. Hardpan layer is dense with minimal cementation. No cobbles in the 97 inch layer. Free water in pit at 170 inches after 1 hour. common very fine & 0 to 8 7.5YR 314 silt loam 24 to 26 fine; few medium none 0.5 to 1 friable moist very firm moist; hard dry; strong 8 to 24 10YR 3/4 silty clay loam 34 to 35 few very fine & fine none 0.06 to 0.2 angular blocky structure 24 to 37 7.5YR 4/4 loam 10 to 12 few very fine & fine none 1 to 2 very friable moist hardpan and soil dense in place; weakly cemented; 30% 37 to 70 110YR 4/6 mix - none none 1 0.5 to 1 soil; can not be textured very gravelly sandy 70 to 97 10YR 4/4 loam 8 to 10 none none 0.5 to 1 dense in place very gravelly loamy 97 to 124 10YR 4/4 sand 5 to 7 none none 2 to 4 moderately dense in upper part grayish dominated by medium sands; 10% 124 to 175+ variegated very gravelly sand 3 to 5 none none readable 12 to 15+ cobbles; nearly loose in place General Notes: Slope less than 1 percent. Hardpan layer is dense with minimal cementation. No cobbles in the 97 inch layer. Free water in pit at 170 inches after 1 hour. Natural Resource Storm Drain Test Hole Description & Solutions, LLC Evaluation Continuation Sheet Date Of Evaluation: 5/8/2013 Project: Sawtooth Village Depth Color Texture Clay % Roots Mottles Est. Perm. Comments (inches) 10YR 3/3 silt loam 22 to 24 fine; few medium none (in/hr) very friable moist Hole Number & Location: 3-13 General Notes: Slope less than 1 percent. Free water in bottom of pit at 155 inches after 1 hour. Hole Number & Location: 4-13 common very fine & 0 to 12 10YR 3/3 silt loam 22 to 24 fine; few medium none 0.5 to 1 very friable moist 16 to 30 7.5YR 3/3 silty clay loam 32 to 34 few very fine & fine none 0.06 to 0.2 firm moist; strong angular blocky 12 to 20 10YR 3/4 silty clay loam 34 to 35 few very fine & fine none 0.06 to 0.2 structure 20 to 28 10YR 4/3 loam to silt loam 18 to 20 few very fine & fine none 1 to 2 very friable moist 46 to 84 10YR 3/4 & weakly cemented - few very fine & Flne in none 0.5 to 1 20% soil in lenses; upper foot strongly 28 to 58 8/3 hardpan & soil I - upper 6 inches none 1 0.5 to 1 cemented; very dense 58 to 93 7.5YR 4/4 sandy loam to loam 12 to 14 none none 0.5 to 1 dense in place very gravelly loamy dense in place; not cemented; no 93 to 130 7.5YR 4/6 sand 5 to 8 none none 4 to 6 cobbles grayish extremely gravelly loose in place; 10% cobbles; mostly 130 to 155+ variegated sand <3 none none readable 15 to 18+ mostly medium sand; nearly loose General Notes: Slope less than 1 percent. Free water in bottom of pit at 155 inches after 1 hour. Hole Number & Location: 4-13 General Notes: Slope less than 1 percent. Free water in pit at 155 inches after 1 hour. common very fine, 0 to 16 10YR 3/3 silt loam 20 to 22 fine & medlum none 0.5 to 1 very friable moist 16 to 30 7.5YR 3/3 silty clay loam 32 to 34 few very fine & fine none 0.06 to 0.2 firm moist 30 to 46 10YR 4/4 silt loam 18 to 20 few very fine & fine none 1 to 2 friable moist 10YR 4/6 & weakly cemented 30% soil in lenses; dense in place; pan 46 to 84 8/3 hardpan and soil - none none 0.5 to 1 part is fractured moderately dense in place; friable 84 to 121 10YR 4/6 sandy loam to loam 10 to 12 none none 1 to 2 moist very gravelly loamy 121 to 135 10YR 4/4 sand 5 to 7 none none 4 to 6 5% cobbles grayish extremely gravelly loose in place; 10% cobbles; mostly 135 to 160+ variegated sand <3 none none readable 15 to 18+ medium sands General Notes: Slope less than 1 percent. Free water in pit at 155 inches after 1 hour. Solutions, LLC Storm Drain Test Hole Description & Evaluation Continuation Sheet Date Of Evaluation: 5/8/2013 Project: Sawtooth Village Depth Color Texture Clay % Roots Mottles Est. Perm. Comments (inches) 10YR 3/3 silt loam 20 to 22 fine; few medium none (in/hr) friable moist Hole Number & Location: 5-13 General Notes: Slope less than 1 percent. No cobbles in the 58 inch layer. No free water in pit to bottom of excavation. Hole Number & Location: 6-13 common very fine & 0 to 9 10YR 3/3 silt loam 20 to 22 fine; few medium none 0.5 to 1 friable moist few very fine, fine & 9 to 21 10YR 3/4 silty clay loam 34 to 35 medium none 0.06 to 0.2 very firm moist few very fine, fine & very friable moist; some very fine 21 to 28 10YR 5/4 silt loam to loam 12 to 14 medium none 1 to 2 sands present 10YR 4/4 & hardpan and soil few very fine, fine & 30% loam soil w/ 12% clay; dense in 28 to 41 8/3 hardpan & soil mix I - medium none 1 0.5 to 1 place very gravelly loamy few very fine, fine & friable moist; moderately dense in 41 to 58 7.5YR 3/4 loam 12 to 14 medium none 0.5 to 1 place grayish very gravelly loamy few very fine, fine & 5% cobbles; nearly loose in place; 58 to 115 7.5YR 4/6 sand 10 to 12 medium to 85' none 6 to 12 no cobbles grayish extremely gravelly nearly loose in place; 5% cobbles; 115 to 145+ variegated sand <3 none none readable 15 to 18+ mostly medium sands General Notes: Slope less than 1 percent. No cobbles in the 58 inch layer. No free water in pit to bottom of excavation. Hole Number & Location: 6-13 General Notes: Slope less than I percent. Free water in pit at 145 inches. many vary fine 7 fine; 0 to 11 10YR 3/3 silt loam 22 to 24 few medium none 0.5 to 1 very friable moist common very fine & 11 to 26 10YR 4/4 silt loam 26 to 27 fine none 0.5 to 1 friable moist thin intermittent weak pan lenses 26 to 45 10YR 5/4 loam 10 to 12 few very fine & fine none 0.5 to 1 throughout; moderately dense 10YR 8/3 & hardpan and soil 30% loam soil w/ 12 to 14% clay; pan 45 to 97 4/4 mix - none none 0.2 to 0.6 is moderately to strongly cemented very gravelly loamy 97 to 128 7.5YR 4/6 sand 5 to 8 none none 0.5 to 1 no cobbles; dense in place grayish 5% cobbles; nearly loose in place; 128 to 150+ variegated very gravelly sand <3 none none readable 12 to 15+ mostly medium sands General Notes: Slope less than I percent. Free water in pit at 145 inches. Solutions, LLC Storm Drain Test Hole Description & Evaluation Continuation Sheet Date Of Evaluation: 5/9/2013 Project: Sawtooth Village Depth Color Texture Clay % Roots Mottles Est. Perm. Comments (inches) 10YR 3/2 silt loam 24 to 26 fine; few medium none (in/hr) friable to firm moist Hole Number & Location: 7-13 General Notes: Slope less than 1 % slope. Free water in pit at 155 inches after 1 hour. common very fine & 0 to 10 10YR 3/2 silt loam 24 to 26 fine; few medium none 0.5 to 1 friable to firm moist common very fine & firm moist; moderate angular blocky 10 to 35 10YR 3/4 silty clay loam 34 to 35 fine none 0.06 to 0.2 structure common very fine & 35 to 70 10YR 5/3 loam 10 to 12 fine none 1 to 2 very friable moist 10YR 8/3 to hardpan and soil 50% weak hardpan, highly fractured; 70 to 90 4/6 mix I - none none 0.2 to 0.6 loam soil w/ 10-12% clay very gravelly loamy 10% cobbles; moderately dense in 90 to 118 10YR 4/4 sand 5 to 8 none none 3 to 4 place grayish 15 to 20% cobbles; mostly medium 118 to 162+ variegated very gravelly sand <3 none none readable 12 to 15+ sands; nearly loose in place General Notes: Slope less than 1 % slope. Free water in pit at 155 inches after 1 hour. Stormwater Management Calculations for McLinder Subdivision No. 1 4650 N. Linder Rd and 1437 W. McMillan Rd Meridian, Idaho 83646 APPENDIX C SAND / GREASE TRAP CUT SHEETS P:\2013\13019\Documents\Drainage Report\RevA\1. Storm Calcula6on.doc �j� �Y '� i (fid � 1 ! yTI � .+ Ste: � ` V ENGINEERS C.1 m OUTLET FLOW PLAN VIEW ALLOWED CONSTRUCTION OUTLET BAFFLE WALL ®EL.B E , OUT ® ` EL IN, 7 INLET BAFFLE WALL xx I (see calculations and plan for distance between baffles) SECTION A—A NOTES O DESIGN LOAD: AASHTO HS -25 HIGHWAY LOADING. O ALL REINFORCING STEEL SHALL BE GRADE 60. © DETAILED DRAWING OF A PRECAST BOX OR A POURED IN PLACE BOX DESIGN MUST EE APPROVED BY THE ENGINEER PRIOR TO CON ETRUCTIOA'. OD HEIGHT OF OUTLET BAFFLE VL4LL 4VD LENGTH OF INLET BAFFLE WALL DETERMINED RY TANK CAPACIN AND FLOW RATE. OE BEFORE THESE BOXES ARE USED THE APPLICATION MUST BE APPROVED BY THE ENGINEER. MANHOLE FRAME, COLLAR AND CDVER SHALL BE PER SD -616 AND SD -617. © PROVIDE STEPS WHEN THE LKJANC- FRON TOP OF MANHOLE FRAME TO TOP G= BOX EXCEEDS 24". II INLET FLOW LEGEND O MANHOLE FRAME AND COVER PER SD -617 (TYPICAL) O LOCATION AND FL ELEV. PER DESIGN PLANS. (TYPICAL) Ci Hs12" USE GRADE RINGS (TYPICAL) 17'<H 24" USE 24 DIA RCP RISER 24`<H 120" USE MANHOLE CONE & 45" -IAs RI§ERS. 40 E_. IN > EL. 8 BY 1" MIN, FL. OUT < =L B BY 1' MIN. UV E55 OTHERWISE APPROVED BY ACHD WATERTIGHT SEAL PREAST BOX MANUFACTURER SHALL SARK FLOW DIRECTION AND LABEL INLET OR OUTLET ON SIDE OF BOX ACHO 2010 Revisions IDAHO STANDARDS FOR STANDARD DRAWING PuDuc Vo(_ SAND AND GREASE TRAP NO. CON�T�UCTIDN SD -624 (ACHO SUPPL£11E117J