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Storm Drainage CalcsStorm Drainage Calculations Timbergrove Subdivision Meridian, Idaho Spring 2015 Timbergrove Subdivision - Storm Drain Calculations Boise, Idaho Dsesign Criteria: Storage Design Storm: Conveyance Design Storm: Pre Development Discharge: Water Quality Design Storm: 100 -yr 100 -yr (conveyance system; pipes, etc.) none 2 -yr Storm Peak flow rates were calculated for each sub -basin using the rational method (equation 1-1). Storm rainfall intensities were derived from the 2 -year, 10 -year, 25 -year and 100 -year intensity duration frequency curves for Zone A using calculated times of concentration. The time of concentration was calculated for each sub -basin based on the runoff coefficient "C" as defined in the rational method peak flow rate equation, and the individual sub -basin slope and length (see equation 1-2). Q=CA where; Q = Peak Flow Rate (cis) C = Runoff Coefficient (dimensionless) i = Rainfall Intensity (inches/hour) A = Drainage Area (acres) t = t.81(1,1—C where; t,= Time of Concentration (minutes) C = Runoff Coefficient (dimensionless) (equation 1-1) (equation 1-2) D = Distance from Remotest Contributing Point (feet) S = Slope Along D The rational method for peak flow calculation assumes: 1) the rainfall occurs uniformly over the drainage area; 2) the peak rate of runoff can be reflected by the rainfall intensity averaged over a time period equal to the time of concentration of the drainage area; and 3) the frequency of runoff is the same as the frequency of rainfall used in the equation. C -Value Roof 0.95 Concrete & Asphalt 0.9 Pervious area 0.15 Existing Pasture 0.2 (FLAT PASTURE - TIGHT CLAY) Roof Drain Piping Location A (SE COR of Building 1) C -Value Roof 12304 Sq. Ft. 0.95 Concrete & Asphalt 0 Sq. Ft. 0.9 Landscape 22609 Sq. Ft. 0.15 Total Area 34,913 Sq. Ft. Run Off Coefficient 0.43 Basin Length: 426 feet Delta Z: 2.13 ft Average Basin Slope: 0.50 % Time of Concentration: 31.27 min Intensity (2 -year): 0.6 in/hr Qp (2 -year): 0.20 cfs Intensity (25 -year): 1.2 in/hr Qp (25 -year): 0.42 cfs Intensity (50 -year): 1.4 in/hr Qp (50 -year): 0.48 cfs Intensity 00 w. 00 Roof Drain Piping Location B (NE COR of Building 8) 0.50 % Time of Concentration: C -Value Roof 11230 Sq. Ft. 0.95 Concrete & Asphalt 0 Sq. Ft. 0.9 Landscape 13041 Sq. Ft. 0.15 Total Area 24,271 Sq. Ft. Run Off Coefficient 0.52 Basin Length: 300 feet Delta Z: 1.5 ft Average Basin Slope: 0.50 % Time of Concentration: 22.78 min Intensity (2 -year): 0.7 in/hr Qp (2 -year): 0.19 cfs Intensity (25 -year): 1.5 in/hr Qp (25 -year): 0.43 cfs Intensity (50 -year): 1.7 in/hr Qp (50 -year): 0.49 cfs Intensity r0 ii Roof Drain Piping Location C (NE COR of Building 12) C -Value Roof 9844 Sq. Ft. 0.95 Concrete & Asphalt 0 Sq. Ft. 0.9 Landscape 11354 Sq. Ft. 0.15 Total Area 21,198 Sq. Ft Run Off Coefficient 0.52 Basin Length: 328 feet Delta Z: 1.64 ft Average Basin Slope: 0.50 % Time of Concentration: 23.76 min Intensity (2 -year): 0.6 in/hr Qp (2 -year): 0.16 cfs Intensity (25 -year): 1.4 in/hr Qp (25 -year): 0.37 cfs Intensity (50 -year): 1.6 in/hr Op (50 -year): 0.42 cfs Intensity ri 00 Roof Drain Piping Location D (NW COR of Building 19) C -Value Roof 7585 Sq. Ft. 0.95 Concrete & Asphalt 0 Sq. Ft. 0.9 Landscape 8806 Sq. Ft. 0.15 Total Area 16,391 Sq. Ft. Run Off Coefficient 0.52 Basin Length: 251 feet Delta Z: 1.26 ft Average Basin Slope: 0.50 % Time of Concentration: 20.80 min Intensity (2 -year): 0.7 in/hr Qp (2 -year): 0.14 cfs Intensity (25 -year): 1.6 in/hr Qp (25 -year): 0.31 cfs Intensity (50 -year): 1.8 in/hr Qp (50 -year): 0.35 cfs Intensity 00 • 00 -i cis Roof Drain Piping Location E (NW COR of Building 16) C-Value Roof 6922 Sq. Ft. 0.95 Concrete & Asphalt 0 Sq. Ft. 0.9 Landscape 8296 Sq. Ft. 0.15 Total Area 15,218 Sq. Ft. Run Off Coefficient 0.51 Basin Length: 246 feet Delta Z: 1.23 ft Average Basin Slope: 0.50% Time of Concentration: 20.85 min Intensity (2-year): 0.7 in/hr Qp (2-year): 0.12 cfs Intensity (25-year): 1.6 in/hr Qp (25-year): 0.28 cfs Intensity (50-year): 1.8 in/hr Qp (50-year): 0.32 cfs 00 0i Roof Drain Piping Location F (SE COR of Building 13) C -Value Roof 3995 Sq. Ft. 0.95 Concrete & Asphalt 1593 Sq. Ft. 0.9 Landscape 5406 Sq. Ft. 0.15 Total Area 10,994 Sq. Ft. Run Off Coefficient 0.55 Basin Length: 142 feet Delta Z: 0.71 It Average Basin Slope: 0.50% Time of Concentration: 14.88 min Intensity (2 -year): 0.8 in/hr Qp (2 -year): 0.11 cfs Intensity (25 -year): 1.9 in/hr Qp (25 -year): 0.27 cfs Intensity (50 -year): 2.2 in/hr Qp (50 -year): 0.30 cfs Intensity rr • rr 0.35 cfs Basin -1 (Private) Pretreatment: 1000 Gallon Sand and Grease Trap Storage: Infiltration Gallery C -Value Roof 12304 Sq. Ft. 0.95 Concrete & Asphalt 8150 Sq. Ft. 0.9 Landscape 25927 Sq. Ft. 0.15 Total Area 46,381 Sq. Ft. Run Off Coefficient 0.49 Basin Length: 590 feet Delta Z: 3 ft Average Basin Slope: 0.51 % Time of Concentration: 33.19 min Intensity (2 -year): 0.5 in/hr Qp (2 -year): 0.29 cfs Intensity (25 -year): 1.2 in/hr Qp (25 -year): 0.61 cfs Intensity (50 -year): 1.3 in/hr Qp (50 -year): 0.70 cfs Intensity r0 • 00 82 cfs Basin -2 (Private) Pretreatment: 1000 Gallon Sand and Grease Trap Storage: Infiltration Gallery C -Value Roof 0 Sq. Ft. 0.95 Concrete & Asphalt 13737 Sq. Ft. 0.9 Landscape 12514 Sq. Ft. 0.15 Total Area 26,251 Sq. Ft. Run Off Coefficient 0.54 Basin Length: 150 feet Delta Z: 0.75 ft Average Basin Slope: 0.50% Time of Concentration: 15.49 min Intensity (2 -year): 0.8 in/hr Qp (2 -year): 0.26 cfs Intensity (25 -year): 1.9 in/hr Qp (25 -year): 0.62 cfs Intensity (50 -year): 2.1 in/hr Qp (50 -year): 0.69 cfs Intensity 00 00 0.80 cfs Basin -3 (Private) Pretreatment: DB -350 Sand and Grease Trap Storage: Infiltration Gallery C -Value Roof 0 Sq. Ft. 0.95 Concrete & Asphalt 1593 Sq. Ft. 0.9 Landscape 5406 Sq. Ft. 0.15 Total Area 6,999 Sq. Ft. Run Off Coefficient 0.32 Basin Length: 172 feet Delta Z: 0.86 ft Average Basin Slope: 0.50% Time of Concentration: 23.18 min Intensity (2 -year): 0.7 in/hr Qp (2 -year): Intensity (25 -year): 1.5 in/hr Qp (25 -year): Intensity (50 -year): 1.7 in/hr Qp (50 -year): 0.03 cfs 0.08 cfs 0.09 cfs Basin -4 (Private) Pretreatment: 1000 Gallon Sand and Grease Trap Storage: Infiltration Gallery C -Value Roof 18152 Sq. Ft. 0.95 Concrete & Asphalt 25804 Sq. Ft. 0.9 Landscape 21290 Sq. Ft. 0.15 Total Area 65,246 Sq. Ft. Run Off Coefficient 0.67 Basin Length: 348 feet Delta Z: 1.74 ft Average Basin Slope: 0.50 % Time of Concentration: 18.23 min Intensity (2 -year): 0.7 in/hr Qp (2 -year): 0.75 cfs Intensity (25 -year): 1.7 in/hr Qp (25 -year): 1.71 cfs Intensity (50 -year): 1.9 in/hr Qp (50 -year): 1.93 cfs Intensity ri Q. 0i Basin -5 (Private) Pretreatment: 1000 Gallon Sand and Grease Trap Storage: Infiltration Gallery C -Value Roof 17428 Sq. Ft. 0.95 Concrete & Asphalt 26827 Sq. Ft. 0.9 Landscape 20160 Sq. Ft. 0.15 Total Area 64,415 Sq. Ft. Run Off Coefficient 0.68 Basin Length: 502 feet Delta Z: 2.51 ft Average Basin Slope: 0.50 % Time of Concentration: 21.40 min Intensity (2 -year): 0.7 in/hr Qp (2 -year): 0.69 cfs Intensity (25 -year): 1.5 in/hr Qp (25 -year): 1.55 cfs Intensity (50 -year): 1.7 in/hr Qp (50 -year): 1.75 cfs Intensity 0i 002.03 cfs Sand & Grease Trap Throat Velocity The target throat velocity design value is 0.5 ft/sec through the baffles of the S&G trap for the 2 -year water quality design storm. 1000 GAL AREA= 8 SF Baffle/Box Width = 48 inches Throat Width = 24 inches 1500 GAL AREA = 10.42 SF DB -350 1.42 SF Baffle/Box Width = 62.5 inches 41 inches Baffle Spacing = 24 inches 5 inches SIZE Structure Throat Area SF Qp 2 -Year Throat Vel ft/sec 50 -Year (Pipes) Qp Throat Vel ft/sec 100 -Year (Storage) Throat Vel Qp ft/sec 1000 SG -1 8.00 0.29 0.04 0.82 0.10 1000 SG -2 8.00 0.26 0.03 0.80 0.10 DB -350 SG -3 1.42 0.03 0.02 0.10 0.07 1000 SG -4 8.00 0.75 0.09 2.23 0.28 1000 SG -5 8.00 0.69 0.09 2.03 0.25 All of the S&G trap throat velocities are near or below the 0.5 ft/sec guideline. 1 i'xnoinaw � SNoji"noivo 3ovNlvtla 1 Infiltration Gallery No. 0 Timbergrove Subdivision Storm Drain Infiltration Trench Sizing 100 -Year Recurrence Interval Using ITD Zone A Chart Interpolated For A 100 Year Storm Roof Concrete & Asphalt Landscape NOT USED Total Area Run Off Coefficient Bed Length *** Bed Width Bed Depth Percolation Rate Include Percolation Credit for Desig Predevelopment Discharge Rate 46381 Sq. Ft. 0.49 48 Ft. 12 Ft. 8 Ft. 8 In./Hr. y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration Storm Intensity in/hr Run Off Rate (cfs) C -Value 12304 Sq. Ft. 0.95 8150 Sq. Ft. 0.9 25927 Sq. Ft, 0.15 0 Sq. Ft. 0 46381 Sq. Ft. 0.49 48 Ft. 12 Ft. 8 Ft. 8 In./Hr. y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration Storm Intensity in/hr Run Off Rate (cfs) Run Off Volume (ft) Percolation Volume (ft) Storage Required (ft) 5 Min. 4.38 2.30391 691 36 656 30 Min. 1.73 0.90999 1,636 213 1,425 1 Hr r6 0.55757 2,007 2 Hr, 0.61 0.32086 2,310 853 1,457 6 Hr. 0.26 0.13676 2,954 2,560 394 12 Hr. 0.150 0.07890 3,409 5120 1,711 24 Hr. 0.081 0.04261 3,681 10,240 (6,559) Drain Bed Voids 18" Pipe Volume Bed Storage Volume 40 % 1.77 Cu. Ft./ Ft. 39.46 Cu. Ft./Ft. Stormwater Volume 1,581 Cu. Ft. Required Seepage Bed Volume 1,581 Cu. Ft. Increase 10% 158 Cu. Ft. Seepage Bed Storage Volume 1,894 Cu. Ft. Swale Storage Volume 0 Cu. Ft - Pre -Development Discharge Volume 0 Cu. Ft. Total Storage Available 1,894 Cu. Ft. Perc Volume Per Hour Time to infiltrate 90% of the design storm = 426.7 cuft/hr 3.7 hours * Rational Formula Q=CiA ** Percolation Area = 2/3 of trench wall height along bed perimeter (excluding freeboard) INFILTRATION GALLERY-1.XLS 4/6/2015 Infiltration Gallery No. 0 Timbergrove Subdivision Storm Drain Infiltration Trench Sizing 100 -Year Recurrance Interval Using ITD Zone A Chart Interpolated For A 100 Year Storm Roof Concrete & Asphalt Landscape NOT USED Total Area Run Off Coefficient Bed Length *** Bed Width Bed Depth Percolation Rate Include Percolation Credit for Desig Predevelopment Discharge Rate C -Value 0 Sq. Ft. 0.95 13737 Sq. Ft. 0.9 12514 Sq. Ft. 0.15 0 Sq. Fl. 0 26251 Sq. Ft 0.54 28 Ft. 12 Ft. 8 Ft. 8 In./Hr. Y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration Storm Intensity in/hr) Run Off Rate (cfs) Run Off Volume (fe) Percolation Volume (fe Storage Required (ft) Total 1,059 5 Min. 4.38 1.43189 430 24 406 30 Min. 1.73 0.56556 1,018 142 876 r. r 34653: 1,248 284 963 2 Hr. 0.61 0.19942 1,436 569 867 6 Hr. 0.26 0.08500 1,836 1,707 129 12 Hr. 0.150 - 0.04904 2,118 3,413 1,295 24 Hr. 0.081 0.02648 2,288 6,827 4,539) Drain Bed Voids 18" Pipe Volume Bed Storage Volume 40% 1.77 Cu. Ft./ Ft. 39.46 Cu. FL/Ft. Stormwater Volume 963 Cu. Ft. Required Seepage Bed Volume 963 Cu. Ft. Increase 10% 96 Cu. Ft. Total 1,059 Seepage Bed Storage Volume 1,105 Cu. Ft. Swale Storage Volume 0 Cu. Ft. Pre -Development Discharge Volume 0 Cu. Ft. Total Storage Available 1,105 Cu. Ft. Perc Volume Per Hour Time to infiltrate 90% of the design storm = 284.4 cuft/hr 3.4 hours * Rational Formula Q=CiA ** Percolation Area = 2/3 of trench wall height along bed perimeter (excluding freeboard) INFILTRATION GALLERY-2.xls 4/6/2015 Infiltration Gallery No. Timbergrove Subdivision Storm Drain Infiltration Trench Sizing 100 -Year Recurrence Interval Using ITD Zone A Chart Interpolated For A 100 Year Storm Roof Concrete & Asphalt Landscape NOT USED Total Area Run Off Coefficient Bed Length *'* Bed Width Bed Depth Percolation Rate Include Percolation Credit for Desig Predevelopment Discharge Rate 10994 Sq. Ft. 0.55 18 Ft. 8 Ft. 8 Ft. 8 In./Hr. y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration C -Value 3995 Sq. Ft. 0.95 1593 Sq. Ft. 0.9 5406 Sq. Ft. 0.15 0 Sq. Ft. 0 10994 Sq. Ft. 0.55 18 Ft. 8 Ft. 8 Ft. 8 In./Hr. y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration Storm Intensity in/hr) Run Off Rate cfs) Run Off Volume (ft3) Percolation Volume (ft 3) Storage Required (ft 3) Total 379 Min. 4.38 0.60731 182 15 167 M5 30 Min. 1.73 0.23987 432 92 339 1 Hr. 1.061 0.146981 529 185 2 Hr. 0.61 0.08458 609 370 239 6 Hr. 0.26 0.03605 779 1,109 (331) 12 Hr. 0.150 0.02080 898 2,219 (1,320) 24 Hr. 0.081 0.01123 970 4,437 (3,467) Drain Bed Voids 18" Pipe Volume Bed Storage Volume 40 % 1.77 Cu. Ft./ Ft. 26.66 Cu. Ft./Ft. Stormwater Volume 344 Cu. Ft Required Seepage Bed Volume 344 Cu. Ft. Increase 10% 34 Cu. Ft. Total 379 Seepage Bed Storage Volume 480 Cu. Ft. Swale Storage Volume 0 Cu. Ft. Pre -Development Discharge Volume 0 Cu. Ft. Total Storage Available 480 Cu. Ft. - Perc Volume Per Hour Time to infiltrate 90% of the design storm = 184.9 cuft/hr 1.9 hours * Rational Formula Q=CiA ** Percolation Area = 2/3 of trench wall height along bed perimeter (excluding freeboard) INFILTRATION GALLERY-3.xls 4/9/2015 Infiltration Gallery No. Timbergrove Subdivision Storm Drain Infiltration Trench Sizing 100 -Year Recurrence Interval Using ITD Zone A Chart Interpolated For A 100 Year Storm Roof Concrete & Asphalt Landscape NOT USED Total Area Run Off Coefficient Bed Length *** Bed Width Bed Depth Percolation Rate Include Percolation Credit for Desig Predevelopmenl Discharge Rate 65246 Sq. Ft. 0.67 56 Ft. 20 Ft. 8 Ft. 8 In./Hr. Y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration C -Value 18152 Sq. Ft. 0.95 25804 Sq. Ft. 0.9 21290 Sq. Ft. 0.15 0 Sq. Ft. 0 65246 Sq. Ft. 0.67 56 Ft. 20 Ft. 8 Ft. 8 In./Hr. Y (Y/N) 0 CFS (for 1 -hour storm) Storm Duration - Storm Intensity in/hr Run Off Rate (cfs Run Off Volume ft3 Percolation Volume (ft3) Storage Required (ft) Total 3,613 5 Min. 4.38 4.39021 1,317 45 1,272 30 Min. 1.73 1.73403 3,121 270 .2,851 r. 1.06247 3.825 540 3,284 2 Hr. 0.61 0.61142 4,402 1,081 3,321 6 Hr. 0.26 0.26061 5,629 3243 2,386 12 Hr. 0.150 0.15035 6,495 6,485 10 24 Hr. 0.081 0.08119 7,015 12,971 (5,956 Drain Bed Voids 18" Pipe Volume Bed Storage Volume 40% 1.77 Cu. Ft./,Ft. 65.06 Cu. Ft./Ft. Stormwater Volume 3,284 Cu. Ft. Required Seepage Bed Volume 3,284 Cu. Ft. Increase 10% 328 Cu. Ft. Total 3,613 Seepage Bed Storage Volume 3,643 Cu. Ft. Swale Storage Volume 0 Cu. Ft. Pre -Development Discharge Volume. _ 0 Cu. Ft. Total Storage Available 3,643 Cu. Ft. Perc Volume Per Hour Time to infiltrate 90% of the design storm = 540.4 cuft/hr 6.1 hours * Rational Formula Q=CiA ** Percolation Area = 2/3 of trench wall height along bed perimeter (excluding freeboard) INFILTRATION GALLERY4.xls 4/6/2015 Infiltration Gallery No. Timbergrove Subdivision Storm Drain Infiltration Trench Sizing 100 -Year Recurrence Interval Using ITD Zone A Chart Interpolated For A 100 Year Storm Roof Concrete & Asphalt Landscape NOT USED Total Area Run Off Coefficient Bed Length *** Bed Width Bed Depth Percolation Rate Include Percolation Credit for Desig Predevelopment Discharge Rate C -Value 17428 Sq. Ft. 0.95 26827 Sq. Ft. 0.9 20160 Sq. Ft. 0.15 0 Sq. Ft. 0 64415 Sq.Ft 0.68 56 Ft. 20 Ft. 8 Ft. 8 In./Hr. y (YIN) 0 CFS (for 1 -hour storm) Storm Duration Storm Intensity in/hr) Run Off Rate cfs) Run Off Volume (fe) Percolation Volume (fe) Storage Required (fe) 5 Min. 4.38 4.39658 1,319 45 1,274 30 Min. 1.73 1.73655 3,126 270 2,856 0. 1.064011r 540 •i 2 Hr. 0.61 0.61231 4,409712,971 081 3,328 6 Hr. 0.26 0.26098 5,637243 2,395 12 Hr. 0.150 0.15057 6,505485 19 24 Hr. 0.081 0.08131 7,025 5,946 Drain Bed Voids 18" Pipe Volume Bed Storage Volume 40 % 1.77 Cu. Ft./ Ft. 65.06 Cu. Ft./Ft. Stormwater Volume 3,290 Cu. Ft. Required Seepage Bed Volume 3,290 Cu. Ft. Increase 10% 329 Cu. Ft. Total 3,619 Seepage Bed Storage Volume 3,643 Cu. Ft. Swale Storage Volume 0 Cu. Ft. Pre -Development Discharge Volume 0 Cu. Ft. Total Storage Available 3,643 Cu. Ft.. Pere Volume Per Hour Time to infiltrate 90% of the design storm = 640.4 cuft/hr 6.1 hours * Rational Formula Q=CiA ** Percolation Area = 2/3 of trench wall height along bed perimeter (excluding freeboard) INFILTRATION GALLERY-5.xls 4/6/2015 10.0 8.0 6.0 4.0- 2.( D O w 1.( w n. o.F 0 W O.E 2 U Z 0.4 }Z F— (1) 0.2 Z W Z J 0.01 0.08 0.06 laxom.I 0.010 ZONE - A 15 20 30 40 5060 MINUTES DURATION 2 2 3 4 5 6 HOURS 8 10 12 18 24 1111 oxvai'xnmaaw E4 11,11 xaswoews anonxnaewu§ ss an'anoaoa3swu w p? u a ¢ u 3 3 pooa'a-«„ �u9�asogE�w"aa z 9p Him, _meg o'�'� -... w: A Q gptay euawd n5,33w r® esap wE w 9ms ';ow "ewkw a" Fz =a`x3 o �aR �� w HU.. §a_sr. 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Lu jo LL z NO SITE INSULTING, LLC A Team Land Consultants April 18, 2014 Mr. Steve Arnold Page 1 of 22 1785 Whisper Cove Avenue 14039GI001 Boise, Idaho 83709 Subject: Geotechnical Recommendations Centrepoint Apartment Project 3223-3559 North Centrepoint Way Meridian, Idaho Steve: As per our discussions, I contacted WH Moore Company, the developer of Centrepoint Shopping Center and Subdivision. They provided me a copy of the 2008/MTI geotechnical report for the Hobby Lobby Store in the northwest corner of their development. Hobby Lobby is across Centrepoint Way from the northern two lots in your development. As indicated, I provided geotechnical engineering services in 2002 & 2003 for the adjacent Champion Park Subdivision developed by Hillview Development, Service provided at Champion Park included a Geotechnical Recommendation Report and groundwater research. Champion Park is immediately adjacent to your west property boundary. A review of these two reports indicates similar subsurface conditions exist on both properties. It can be assumed that these conditions are continuous through your proposed apartment project. Based on this assumption, the construction of the proposed multifamily housing complex is feasible. Recommendations for site grading, placement of structural fill, stormwater disposal and pavement'sections are provided herein. Preliminary foundation design recommendations are also included. All design recommendations are contingent upon confirming subsurface conditions are in agreement with those described herein. We appreciate this opportunity to be of service and we look forward to working with you during the construction of this project. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitte Bob J. Arnold, PE 208-440-6276 * bjarnoldpe@msn.com 1 Post Office Box 190537 * Boise, Idaho 83719 Aldo ULTING, LLC I1011111191111I11111 Il.1 General This report presents geotechnical recommendations for 21 apartment buildings to be constructed on eight lots on the west side of North Centrepoint Way, just north of Ustick Road in Meridian, Idaho. The Ada County Assessors website identifies the lots as 3223 to 3559 North Centrepoint Way, Meridian, Idaho. Access to the eight lots is from Centrepoint Way and Ustick Road, approximately one quarter mile west of Eagle Road. As indicated, Centrepoint Shopping center is east of the subject lots and Champion Park Subdivision is adjacent to the west. Authorization Authorization to proceed with this geotechnical investigation was received from the client, Mr. Steve Arnold on or about February 20, 2014. The use of the recommendations provided in this report indicate the client's acceptance of the scope of work, and the warranty and limitations included in our typical proposal and as indicated herein. Warranty and Limitations The exploration and evaluation of subsurface conditions documented herein is considered sufficient to form a basis for the provided civil and foundation design recommendations. The provided recommendations are based on the available soil information and preliminary design details either assumed or furnished by the client. It is warranted that these recommendations have been promulgated after being prepared in accordance with locally accepted professional engineering and geotechnical engineering practice. No other warranties are implied or expressed. 208-440-6276 * bjarnoldpe@msn.com 2 Post Office Box 190537 * Boise, Idaho 83719 SITE INSULTING. LLC RESEARCH & DOCUMENTATION Research Inspection of the subject property and review of historical aerial photos reveals that a farm house and out buildings were present on the southern three lots prior to 2006. In late 2005 and early 2006, development of the adjacent Champion Park Subdivision began grading operations immediately to the west. In May 2006 a large onsite shed or garage was removed from north of the home. Around this time, the fence between the properties was constructed and the irrigation ditch along the west property line was buried in concrete pipe and elevated fill. In September/October 2006 the home was removed and Centrepoint Way was constructed. In October 2006, after Centrepoint Way was constructed, extensive earthwork occurred on the subject property from the farm house / shed all the way to Ustick Road. Minor grading occurred along Centrepoint Way from the residence to the north property boundary. In 2010 the entire subject property was plowed (corrugated), most likely to control weeds and surface water runoff. Furrows are still visible in Google Earth's 2013 aerial photo. At this time there is evidence of minor filling or grading on the southern one third of the property but the furrows remain to the north. Large gravel and small cobble are visible on the surface indicating that filling has occurred. The property has received dumped or abandoned materials along the west fence line where there are small stockpiles of dumped soils, trash, lawn clippings and construction related debris. As indicated, the recommendations included herein are based upon a 2002 Geotechnical Report for Champion Park subdivision prepared by this engineer forJim Merkle with Hillview Development and a 2008 report by MTI of Boise, Idaho prepared for WH Moore Company. Authorization to possess and utilize the Moore Report was provided by Mr. Jonnathan Seel, Construction Coordinator for WH Moore. The two reports indicate that geotechnical borings were drilled on immediately adjacent parcels both east and west of the subject property. Subsurface soil samples were gathered, returned to soil laboratories, and analyzed as a part of those investigations. 208-440-6276 * bjarnoldpe@msn.com 3 Post Office Box 190537 * Boise, Idaho 83719 SITE SULTING, LLC Laboratory Testing The reports indicated that the laboratory -testing programs included Sieve analysis (ASTM D6973), Moisture Content (ASTM D2216) and Liquid Limit, Plastic Limit & Plasticity Index (ASTM D4318) testing of selected samples. A sample from the Champion Park development was also submitted for R -Value testing in accordance with ITD method T-8. Reports indicate that all phases of the laboratory -testing was conducted in general accordance with applicable ASTM & ITD Specifications. Subsurface Conditions Fill material is present on the southern three or four lots where and former home was present. This fill is to be confirmed to be acceptable material and properly placed and compacted at the time of construction. Across the rest of the property, it is anticipated that a typical soil profile will include a shallow topsoil layer with a very shallow root zone / organic layer. Hand auger borings indicate that the rootzone for the existing grass and weeds is a few inches. Boring Logs from the referenced reports indicate the typical soil profile consists of 5.0-7.5 feet of overburden soils atop the deeper sand and gravel pitrun type materials. The Champion report states that dark brown, moist to wet, sandy clay to sandy silt soils extended to 4.5-5.0 feet below the existing ground surface. This surface layer contains some clay at the surface and becomes siltier with increased depth. At 5.0-6.5 feet below the surface, a cemented layer is present. Below the cemented silt layer are the sand and gravel, pitrun type materials. These materials are silty at the contact point and increase in coarseness and cleanness with increased depth. Free draining materials are present at eight feet below existing grade. The Hobby Lobby Report indicates a similar soil profile was present on their property. Groundwater was not encountered during either investigation in 12 to 25 foot borings. The Champion Report indicates there were two wells on the adjacent property and that groundwater was 17 to 18 feet below the surface. 208-440-6276 * bjarnoldpe@msn.com 4 Post Office Box 190537 * Boise, Idaho 83719 SITE NSULTING, LLC CONSTRUCTION RECOMMENDATIONS General Earthwork A test pit is required where the former farm house was located. This is to confirm that the demolition site was properly backfilled with acceptable fill materials. Excavation of this test pit is to be observed by the project geotechnical engineer or retained soils inspection firm. Additional recommendations may be provided based upon observed conditions. Grubbing the organic layer from beneath future fills, pavements, slabs and foundations is required. It is anticipated that less than six inches of materials will need to be removed. This is to be monitored and adjusted as needed during construction. Prior to placement of new fill or structural elements the subgrade soils are to be brought to proper moisture contents (± 2% of optimum) and compacted to 95% of the maximum dry density as determined by ASTM Method D-1557 also referred to as "Modified Proctor" method. This Compaction testing is to confirm that the existing subgrade, each lift of structural fill, and each layer of the pavement section are properly compacted. Inspections must also confirm the subgrade and structural fill materials are firm and stable. Subgrade, structural fill, and pavement section layers can pass compaction tests and still not be acceptable if deflections, excessive moisture, or rutting is observed. Structural Fill If additional structural filling is required, imported granular materials are recommended. Imported fill should be four inches minus, well graded sand /-gravel, with less than 10 percent passing #200 sieve. The onsite soils can be used for backfill provided the organic materials, all debris and any fat clay soils are excluded. Structural fill used within building pads, under cast in place concrete and within future right of ways are to be compacted to exceed 95% of the maximum dry density as determined by ASTM Method D-1557, Modified Proctor. 208-440-6276 * bjarnoldpe@msn.com 5 Post Office Box 190537 * Boise, Idaho 83719 SITE SULTING, LLC Foundation System Based upon observed and reported conditions, bearing pressures of up to 1500 psf are allowed for design of the planned foundations. Conventional strip foundations and crawlspaces or slab on grade floor are acceptable. Foundations will bear on the native silt or cemented silt soils. Proof rolling the foundation supporting soils to identify soft, deflecting or excessively wet areas is recommended. A foundation embedment depth of 30" is recommended for frost protection. For residences or structures with crawlspaces, proper compaction of foundation wall backfill and utility trenches is critical to prevent water from entering crawlspaces. The use of bagged bentonite to plug voids where utilities pass under footings will prevent irrigation water from entering crawlspaces from service trenches. The construction joint between foundation wall and footing is to be sealed with foundation mastic on any building that will have a crawlspace. Slab on Grade Concrete Interior slab on grade floors, garage floors, driveways, and exterior parking slabs are to be over excavated or elevated so that a minimum of one foot of structural fill is present. The upper four inches of this granular fill is to be well graded sand or sand and gravel mat with 100 percent passing a 3/4" sieve and not more than seven percent passing a #200 sieve. All exterior sidewalks and patios are to include a properly compacted six inch granular mat. This is to reduce the potential for frost heaves. Onsite, fine grained silt / clay soils may contain high moisture contents after wet weather and then be susceptible to frost heave. The granular mat is to be compacted to the requirements of structural fill. Interior slab on grade concrete is to Include a building code compliant vapor barrier or vapor retarder. Flooring manufactures recommendations are to be followed concerning type, thickness, and placement of barrier. 208-440-6276 * bjarnoldpe@msn.com 6 Post Office Box 190537 '" Boise, Idaho 83719 SITE NSULTING, LLC Pavement Design An R -value result of R=12 was generated for pavement design at Champion Park and has been used for this project. This value needs to be adjusted if clay is found to be present at the subgrade elevation. Based on this value and a Traffic Index of TI=6 the following pavement sections are recommended. Material Truck Access & Driveways Auto Parking ACP 3.0" 2.5" Road Base - 4.0" 4.0" Sub Base (Pitrun) 14.0" 12.0" Compacted Subgrade 8.0" 8.0" All materials and methods used to construct driveways and parking areas are to comply with the requirements of ISPWC Standards. If pavements are to be constructed prior to building structures so that construction loads (delivery vehicles including concrete and material trucks) will traverse parking area or if materials are to be staged in completed parking areas, the thicker pavement section shall be constructed. Stormwater Disposal Free draining, granular soils were present within Champion Park Subdivision and the Hobby Lobby site at eight to ten feet below the existing surface. A percolation rate of P=8 inches per hour can be assumed for these soils. Given the weakly cemented silt and hardpan layers encountered in the test pits and the presence of fill on the subject site, it should be confirmed at the time of construction that percolation facilities extend to free draining materials. 208-440-6276 *. bjarnoldpe@msn.com 7 Post Office Box 190537 * Boise, Idaho 83719 SITE NSULTINGo LLC General Comments After the plans and specifications are completed it is recommended that this consultant be provided the opportunity to review the final design and specifications. This review will confirm that the earthwork recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. Monitoring and testing should also be performed to verify suitability of materials used for structural fills and to confirm subgrade stability and proper placement and compaction of structural fills. Proper quality control during construction is required to confirm materials and methods and thereby obtain a desirable finished product. This report has been prepared forth e exclusive use of the identified client and other retained design consultants. Findings and recommendations within this report are for specific application to the proposed construction described here and apply only to the property identified. Appendix Follows 208-440-6276 * bjarnoldpe@msn.com a Post Office Box 190537 * Boise, Idaho 83719 4v , t i Subject i Site �tpy. ParksNis • <-., SITE ULTING, LLC Historical Aerial Photos b ,"-0 Current (10/17/13) Historical (05/14/06) (Property corners locked in photos — note Historical Farm House) 208-440-6276 * biarnoldpe@msn.com 11 Post Office Box 190537 * Boise, Idaho 83719 /SITE CONSULTING, LLC Proposed Development Plan Plan supplied by Client 208-440-6276 * bjarnoldpe@msn.com 12 Post Office Box 190537 * Boise, Idaho 83719 SITE INSULTING, LLC Champion Park BORING LOG Boring #: Boring #1 File: 2069001 Client: Hillview Development Date Drilled: October 11, 2002 Project: Davis Property Drilled By: Jones Drilling Location: SE Property Corner Logged By: Bob Arnold DEPTH SOILS DESCRIPTION Sample Type N # n p za p po p zooMMNPNP 0.0-0.5 Rootzone, plant and organic matter in soil matrix 0.5-5.0 Black to dark brown, moist, dense, sandy silt 5.0-6.5 Dark brown, dense, slightly SS 54 6i s9 46 18 a.6 cemented sandy silt 6.5 Contact with gravels 6.5-10.0 White to gray, moist, dense sand and gravels 10.0-11.5 White to gray, moist, dense sand SS 49 37 29 19 3.4 2.2 and gravels 12.5 Auger Refusal - Bottom of boring No Groundwater encountered Pipe installed in boring 208-440-6276 * bjarnaidpe@msn.com 13 Post Office Box 190537 * Boise, Idaho 83719 SITE NSULTIN Champion Park BORING LOG Boring M Boring #3 Sample Type Client: Hillview Development p 20 Project: Davis Property M I Location: NE Property Corner LLC File: 2069001 Sample Type Date Drilled: October 11, 2002 p 20 Drilled By: Jones Drilling M I Logged By: Bob Arnold 208-440-6276 * bjarnoldpe@msn.com 15 Post Office Box 190537 * Boise, Idaho 83719 Sample Type p n p 20 p ao N 200 M I PI I LL DEPTH SOILS DESCRIPTION N 0.0-0.5 Rootzone, plant and organic matter in soil matrix 0.5-5.0 Dark brown, moist, dense, sandy silt 5.0-6.5 Brown, dense, cemented sandy silts SS 72 69 61 36 1 17 1.7 NP NP 7.0 Contact with gravels 7.0-10.0 White to gray, moist, dense sand and gravels 10.0-11.5 White to gray, moist, dense sand SS 72 /D. and gravels 8 11.5 Auger Refusal Bottom of boring No Groundwater encountered Pipe installed in boring 208-440-6276 * bjarnoldpe@msn.com 15 Post Office Box 190537 * Boise, Idaho 83719 SITE NSULTIN Hobby Lobby From MTI Report LLC MATERIALS f(ELM BOREHOLE LOG TESTING & Pur'EH0LFNC)'84 (NSPECTIC iI 26.5+ f'FfF.11FCT IlJ�I:7W.1A7'�W 0RILLIH4?MFfJF+.',1ATi2*1 jlRaIFCJ, NLl+6LL WWII � Cii'LLING C:[I LC11;M171Ct{: C.hA gxIK4I *X.. ustd k G Cngk '..x'flit iJ(IF DFIll.LNG 67 11rA m zicm 4u9*1 ++'la NO n fl ,qA1"-:R4C; I" Tl'+CU}3 y'le ,d SPIF %P -en I:I::.`JEO ai; asNsl MMnvonScs d LAIL'i CIAll LEG' Ka PtUf wu 200" T NW'Ha+•1n/dof N: i.': f�.h:Nf ka:� rrSnfa.clL:::Fm• - -- tJet'Tr IVfe �9MfuLCi RITN9 PER ir'i +.k:0.:RAf•C11J UL+i'AY'.:I FWTOA I k '.••Fib; LV1 CIA 1.1'41 •nM'r aUl II lYJq r111RiLY tlflvPrrnt,[u'kr ie-rl -�. _ - IvJidi GL' fNl l 4b.cr _t .....nO. ,rFl}11Npr Ra'r1f AL+ir'a JJ'((i Ntai 4f. Jl 11 INMI M � Il 1 •. YIIII.11a1: '1 JG IliLt I 1d}la T flUu ILOfhYdPY({p yVI 55UC• I f l Vfu L if1II.SJ•W LJ mup II J. n"{l I nYM 1 i w1 I On Lan. 11"3 ILlf. hn nrw as ti: 14,umwl '- :u-luad 208-440-6276 * bjarnoldpe@msn.com 16 Post Office Box 190537 * Boise, Idaho 83719 f I I 1 1 411 rn ( 11/1.4 it I 131 I � •.p.i i.. I[ LV7 �li:r 208-440-6276 * bjarnoldpe@msn.com 16 Post Office Box 190537 * Boise, Idaho 83719 SITE WSULTIN LLC - NiATEBIALs FIELD BOREHOLE LOG Cal TESTING & FlajwlOLE N0..8x INSPECTION TOTAL 6`�TH. i:HwECT INfORNIATION --- crRI6C.ING INP6Rh1ATIOY- PRLVLCT: NnGbd L4ke9 IN1q l INn CO li.t w& CcRMp, Ylc ;GCAIEXy cP.,,mmfnl RJaxa. Usts-k 1; faa9k VLlf'07);9F DRILLING 6- h." slam 4491( ?Jc fJJH9mirg WMI"4;f. VETWJP:: Tjla4Aild SPIN%iPPbo I-WUJ=P N1"E31k4! DATF6 oRILLLO id fL4n-.s4{ Rfxae v .uv,.,—.1... rr.x) RLa-mll s,..¢.r.. ratsru srtleµ•.. L DEMI �'✓.51FLf j K I W PER wL CETRFtiNJ 14 .•,5 F031 INj �1 NM tld } 1 tiry W Y`. L sds TYPE _ , �r- r/,�1 , Akl)f lkVlry1ti 11 IrnJ M <ijdY SR+YSly1 NLt 01 n' `M hn Na nr.vf 41 riFbla} „S 0.NY M}6M.4a'. Yi �1 NM tld } 1 tiry W Y`. L sds yl {f1 FY L. �I•.a t I PI U4Y GGhI CC fkrT' LMn4 fL 1541 r p11 �li 1 eh.>,vhl �/Lyf nP+h*>•.rc F.I .sr. ie i In Yl nn !N t -q rn+ euo-Vwu5�mN .. 111 � Itpl a i ftr} xi_{1r. 1 I I UU t f 1._, •YL19r4.nTlua'N IAnIBC1 208-440-6276 * bjarnoldpe@msn.com 17 Post Office Box 190537 * Boise, Idaho 83719 ITE SULT'IN LLC .09 MATERIALS FIELD BOREHOLE LOG TESTING 6 40.. 13-3 INSPECTION r07,1L WIA: 06.5' RR0.:YGd U4:Uf-A9AT:;�N DHl H6IF'1rr7FiAlA.f IUN IIIWFCT'. "k [,Y Wft _--_ -- url I IHC CO It. 'm mlling, k I.aCAIICA: CuBrlpminl P4di. UI:Utx 6 €,qll. VciNVJ UC rIn11.L(4:i: 6' hutbw 51m1 alFgct -06 W.: H90462-0 SPIR 54�n LuGcwn mt E her hwY ntm FI Un1 C5 00d CEL 16 R..,v 20OB 'T'Irnnwl1uYtl q'e»] � L4+[Jgvi-f/ _l l�bN, FMIiFrnr JIk�!iH nml WiAPiF �&-GNS 90L9[ Iei9N1+ °�»`- PER I Fp9T IN1_ j� L. - 208-440-6276 * bjarnoldpe@msn.com is Post Office Box 190537 * Boise, Idaho 83719 1 fAIP i LRLLYfJ 4 Cf L 1 r Itl I '/��1 I I3J Id� F 1) Sn n 4 -fx u I j I .II JJ �Il 1 111 l6 � ',V>1 -r ' 9R �6l SSS .J ! 3:• I Y4 I _ 208-440-6276 * bjarnoldpe@msn.com is Post Office Box 190537 * Boise, Idaho 83719 SITE ►NSULTIN LLC mATEfmm-s FIELD BOREROL6 LOG ' TESTING 6 :lord=HUFWn 8�4 INSPEClli7N I TWAL OEPTH 255r _._NF4+3JGC:T �YY}�d,VT'{itJ ]FiILINSiih'f U(44A1'•GN .- PROJU.1 Hubuu LobN ONILLIUQ CG Hrrlw 6rllrtp, U,. LOCAP.ON [srft,,W" PUr , Ustfck L 69Qk UL IOU 4; F DRILL? j'- G• twibw s.9sm aupn lumd NO 8908629 EA 6617Np VE T1 JUXi: Stm.6 a Split 9PI�l tC(�C,FTB°-"'FJ'lrin Mkamalrtrt, !N UATFA nRIIiEb >&FAwuwV LDOM SYaW beN tueToof+y LI BLV.+'c'Ai,`.cuul I� rw S"Il 1'r. W s>vTe .i, �YM.M:E .,ter-• liWm�f£s I:IT'iM IT'IPG •ia4lrEip�PIPTIHh R.omim wry; INI N 208-440-6276 * bjarnoldpe@msn.com 19 Post Office Box 190537 * Boise, Idaho 83719 AA -4 VC/L IN I IJ -t e Lfy : �. .1 11 Jr.L I > rN•'n ■#� J �. a..i i f 1 ( II i rl YS M( JJ F t' Y 9 t M1 's Y�{I �apr F nzrau 61aE1 rl1 I1t-•l ((��9� vi dr311f...4 fll A ILu <.it. r L Y L I I-rJ L l� *I-�' 4I I I I YJ I r -.q l L No v�aYrnaAn xeu:nmo] i I 208-440-6276 * bjarnoldpe@msn.com 19 Post Office Box 190537 * Boise, Idaho 83719 SITE INSULTIN LLC MATERIALS RELD BOREHOL6 LOG TESTING EI BORFHOLE NO -O -S wspecnoN 717.1'r& ce. rw X6.5' PROjLCT IN"OHMA-1 ON 071LLINtJINFORMATIM4 PH4VECT. Hobby -"0 .. t; 4�LUNG CO- HwV,m Dgmpu, Irc. i OGIA TION CCM91 1h[ PCIM SIstO L EAUk I'a_I HMOF OHILLNG: W tthg vstem aq.l JOu NO.: a n wail I kmFi1NG NL rw'rO. Staetlam r.Fle Sporn 1 rA:GLH NY. Et1bs, MYwrablc3. EI i DATES ORILI FCME Fcbm a eOQ8 � nxu 4»%:nvq a4ry \I .. r. :el v..,. - - ■ r aaar., nwl A:a.i ^6LIXf.'v bEPTN _ I SOL twtm I yWiRk X4:1+ :� rl. ❑eWc:n S`rlirk 31VAg it Ybhl AM t�i ltl Ft {+�+ n IYx-.+r i I \ AWWVJ flH -II ,0, bilN 1 LAY3fi {11 I durl � i va YI IrrM1li Mi i`{ t{W.kr _ ■■4 nx, 9r 1 u Awn( R4vut A&4ry I 4e 1 'Mf i R qw.r� n y M ,I l..r nn4dn y4'«It cn y4 c:..h,> i ' r - e 1 w,.oela qI♦ '{ I �r I 2b l �, r ``•I H+V-ur+MnN, w{aioti+rt n t: u I Iii iEr I ]b- �' i1Vi.Y UYu+V-♦Y n-:n,Y'taRa.+.-)1• .�Ii., ted.{i:-iVll. 208-440-6276 * bjarnoldpe@msn.com 20 Post Office Box 190537 * Boise, Idaho 83719 SITE SULTING, LLC Abbreviations and Acronyms NOTHING FOLLOWS 208-440-6276 * bjarnoldpe@msn.com 22 Post Office Box 190537 * Boise, Idaho 83719 American Association of State Highway & Transportation Officials American Society for Testing and Materials r Asphaltic Concrete Pavement Bore Hole International Building Code ISPWC Idaho Standard for Public Works Construction ITO Idaho Transportation Department NP Non Plastic PCC Portland Cement Concrete PCF Pounds per Cubic Foot TP Test Pit USCS Unified Soil Classification System NOTHING FOLLOWS 208-440-6276 * bjarnoldpe@msn.com 22 Post Office Box 190537 * Boise, Idaho 83719