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HomeMy WebLinkAbout008 Stormwater Design Report STORMWATER MANAGEMENT DESIGN REPORT FOR: BLACKWOOD GROVES BOZEMAN, MT Prepared By: NOW A PART OF MADISON /►�� ENGINEERING MC -- � ENGINEERING WWC Engineering/Madison 895 Technology Drive, Suite 203 Bozeman, MT 59718 (406) 586-0262 August 2024 STORMWATER MANAGEMENT DESIGN REPORT FOR: BLACKWOOD GROVES BOZEMAN, MT A Av-4 Gii"RIS G. RUIDESKI cc: lor WWC Engineering/Madison 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 August 2024 BLACKWOOD GROVES BLACKWOOD GROVE SUB PH 1& 9, S24, T02 S,R05 E, BLOCK 1,LOT 1 & BLOCK 13, LOT 1 STORMWATER DESIGN REPORT A. Introduction This design report will give an overview of the stormwater system for the proposed Blackwood Groves Subdivision consisting of two lots located North of Blackwood Road and Victoria Street, and East of S. 19th Ave in Bozeman, MT. The proposed subdivision will be constructed on REMU (Residential Emphasis Mixed-use District) zoned property. Construction will include parking lots, infrastructure, landscaping, sidewalks, curb & gutter, and residential apartment buildings. No off-site improvements are required. The proposed storm water management system to serve this expansion will consist of overland sheet flow, curb inlets, curb and gutter, and piping. The stormwater run-off from the both lots (Block 1, Lot 1 & Block 13, Lot 1) will be conveyed to an existing stormwater retention basin to the north through overland sheet flow, curb inlets, curb and gutter, and piping. Roof run-off will be collected via roof drain piping and directed to the stormwater pond as well. The existing stormwater retention pond to the north (Pond 9 as designated in the Phase 1 Stormwater Design Report, Appendix D) has been previously designed to accommodate the stormwater run-off from the site in post-development conditions (see attached Phase 1 Stormwater Design Report from 2023, Appendix D). The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2004. Addendum#7 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) The proposed drainage and grading plan are included in Appendix A of this report. Additionally, a copy of the original approved Phase 1 Blackwood Groves Subdivision Stormwater Design Report is included in Appendix D. B. Native Soils and Groundwater Data Based on the preliminary Geotech report completed by Allied Engineering Services (Appendix E), the subject property is underlain by soil and groundwater conditions that are consistent with other properties in the S. 19th Avenue area. Groundwater monitoring took place between October 2023 and June 2024 across 13 test pits throughout the site. Groundwater was observed to be between 2.1-5.6 ft below existing ground. Page 1 of 3 Groundwater monitoring information and the preliminary Geotech report is included in Appendix F of this report. C. Conveyance Capacity The proposed stormwater collection system was previously designed in the approved Phase 1 Blackwood Groves Stormwater Design Report to convey the 25-year storm event per the City of Bozeman standards. The conveyance structures include piping and curb inlets that direct stormwater run-off to a stormwater retention basin North of the site. The rational method was used to determine post-development stormwater flows. A weighted average runoff coefficient C of 0.75 was used in the original stormwater runoff calculations for the approved Blackwood Groves Phase 1 Stormwater Design Report. The calculations for stormwater runoff from the approved Phase 1 Blackwood Groves Subdivision Stormwater Design Report are included in Appendix D. Additional calculations were completed for the proposed project to compare to the original report using the 25-year storm event per the City of Bozeman standards. The rational method was used to determine post-development stormwater flows. A runoff coefficient C of 0.9 was used for impervious areas and a C of 0.2 was used for landscaped areas, resulting in a composite C value of 0.69-0.71, less than the original pre-development calculations. The original stormwater runoff calculated in the original approved Phase 1 Stormwater Design Report exceeds what was calculated for the proposed site. These calculations are included in Appendix C. D. Stormwater Retention Basin Calculation The stormwater runoff from the property will be conveyed to the existing stormwater retention pond located North of the property (Retention Pond 9 in Blackwood Groves Subdivision Phase 1 Stormwater Design Report). The retention storage volume was sized based on the 10-year 2-hour design rainfall frequency in accordance with the COB design standards. The rational method was used to determine post-development stormwater flows. A weighted average runoff coefficient C of 0.66 was used in the original storage calculations for the approved Blackwood Groves Phase 1 Stormwater Design Report resulting in a required retention storage of 43,632 ft3. The provided retention storage in the existing Retention Pond 9 is much greater than the required amount at 57,340 ft3. The calculations for required retention storage from the approved Phase 1 Blackwood Groves Subdivision Stormwater Design Report is included in Appendix D. Additional calculations were completed for the proposed site to compare to the original report using the 10-year 2-hour design rainfall frequency in accordance with the COB design standards. The rational method was used to determine post-development Stormwater flows. A runoff coefficient C of 0.9 was used for impervious areas and a C of 0.2 was used for landscaped areas, resulting in a composite C value of 0.68, slightly greater than the original pre-development calculations, resulting in a required retention storage of 45,103 ft3. The provided retention storage in the existing Retention Pond 9 is still much greater than the required amount at 57,340 ft3.These calculations are included in Appendix B. Page 2 of 3 Appendix A. Grading & Drainage Design B. Basin Calculations C. Stormwater Run-off and Piping Calculations D. Approved Blackwood Groves Subdivision Phase 1 Stormwater Design Report E. Preliminary Geotech Report F. Groundwater Monitoring Data Page 3 of 3 Appendix A Grading & Drainage Design a 0 EXT'G 15" PVC v4O STORM DRAIN } k� SCALE z 3 b 0 30' 3W 60' XT'G 15" PVC 1-30' STORM DRAIN EXT'G 15" PV I STORM DRAIN I -- 3: j 0 ® N EJ 3 I�OI X-r 21" PVC / / s s s s sus s s -sue s s s i� 5_5 STORM DRAIN -s-S_t 5 S s� s s R s- 7�N}�y ��jj AVE � - / �S9A�1��J1®L�V .•, W XT'G 15' PVC � �µp w �w � w �w w w W sue-W 0 STORM DRAIN 1 \ _ TBC - T'G 15" PVC P g --, ;P P 10"PVC so#2. 5009.0e TB c P �SXTIDRM DRAIN JB EJ TBC P TBC L=27'5SO#2 5009.46 5005.02 5005.33 �. TBC 5009,27 TBC• n -�--� TBC'. S TBC r \ TBC TBC TBC / _ �r- -5009.10 500543 5005.69_ + I �. CURB INLOE97 TBC -50092860 \ lJ 3 Tq 09.92 CJ N TBC -5005.48 I \ 000 10 INV OUT EC 5004\52 /5 881 TBC _ \ \\_/ Nq _ _ h _Z-�. _ 1 50oa 99 _ pl 5005.07 TeC o' # TBC -5005.50 I () s G. - TBC TBC TBC 5005.44 \ SIDEWALK \__ __ -1 004 54 --5004.76 /5005.25 S=1.5%} - - -- --0 - 0' o.to825 PE 4i TBC _-\ TBC RAMP 5004.08 5004.83 -TBC S=8%MAX I I +TBC \ 5004.50 05.30� Ti 3 5004.32- \ I p� \ i 5005.25 I I F.F.ELEV 11 I I I DRAWN BY: JMW BLiDG A I / I 5010.65 I I REVIEWED BY:CGB/EWR TBC o 3 Soo o O o TYPE 02 I I I h I I I 1 PROJECT ENGINEER:CGB PHASE IA $ I J I TBC A DESIGNED BY:CGB 5011.23 3 / I r ec F.F.ELEV o' TBc I ec 5006.4z 5007.90 I 5009.94 ELIDG E 5003.73 3 I o � TBC TYPE 02 5011.23 PHASE lE j Bc POOL I TBC 1 5003.68 : CURB INLET1 I SI° I I I / CLUE / 5010.01 F.F.ELEV 3 p� TBC 5003.70 I RAMP ( 5013.0 1® i5"INV OUT(N) 5001,16 3 S=8%MAX 15 Pvc S #1 TBC I �o. HOUSE / � L=zo's=�o% A" soos.43 BIDE sA} F: TBC E FSWS / I 5006.43 5 o �y TBc I ♦ 31 kd �� 5004.0 soo7s TBC_,_ 5011.05 TBC ICI TBC 5011.56 I I rec �I Tea o, I � BOCCE BALL � FIRE I ho 501o_91 i s0041.0 - 5006.24 TBC s I ��// COURT PIT � TBc o10 e � dd 5006.43 � TBC 5010.81 TBC TBC GRADE BREAK � ��byy�� - TBC TBC 500A27 L X 5011.50 h / TBC Bc 5o1z.z4 106 IBA, TBC 5007.71 1 O9 5010.84 TBC h° 5013.05 (^ b 50 TBC 5006.955 5010.0 5010.94 SO /5006.16 TBC TBC TBC I 720 TBC TBC TBC 5009.48 5009 6 N 5012C 5012.45 501 7 BC s 5010.65 I ec soozas eC I I I 1'wl1 VI $ s TBc I 5006626 5007.90 I `� c c r c c TBC I TBC `; 5012.45 (' \ Ic S l 0 2� q' 'S TBc TBC SO S0O S S0° S°o s-5010.21 �,S s-5011.71 S O Tic somso ssom.�e S s oe s- a s-t o I , g • 5TBC004.81 / 5006.19 S 'a\ O ) 'S ° I S TBC TBC TBC �h TBC - W W I I I ) I TBC �� �_ M \M M -sotoss sot o.7a god,' M ��5 Sot2ss 5012.73 I I M o M TBC- 5007i 67�� TBc - 50 I I TBc o'I �/5007.44 I gp TBc 1 1 1 rec - soos.lo , y q Y!1 5 o.7o soi o.71s I sol iss 5004.36 / ih TBC TBCTB III I I I m 5007.42 5007.79 TBC\ TBC 1 TBC TBC TBC / 50112.53 - TBC / TBC N \ 5009.49 5009.57 5010.91 5011.52-5012.45 \ 1 I 5006.23 I 5006.31 I I - 5010.0 TBC 5013.23 3 501. 1 BC N BC 5007.62 5008.00 I SIDEWALK SIDEWALK 5=4.5%MAX SIDE ALK 5=4.51 MAX O S=4.5% TBC I I RAMP BLDG SIDEWALK 2-5 5005.795 RAMP �BLDG C SIDEWALK � 5=a%MAX 8=1.5%} •STEPS RAMP BCDU°B SIDEWALK 1-5.5"} I =1.59,} I TYPE 03 I co I 5=1.5%} STEPS s=a%MAXMAx- TYPE 02 o-� s=a%MAx i / PHASE 1D RAMP TYPE 03 I PHASE IC RAMP S=8%MAX 3 n o Efl N PHASE 1B RAMP S=8%MAX F.F.ELEV i ® r� �' A S=8%MAX 6-6.7"} s-6.75"} ISTEPS STEPS . 50I4.0 OC Do 9q i F.F.ELEV 5"} _ m b b >+ { 5-6.75"}� 500�7.75 _ 6-5.75't I STEP 9-6.75'} I F�E 10V 8-5 STEPS � STEPS STEPS 45TEPS � `^ � � � s•. EXT'G 24 RC _, STEPS STEPS STORM DRAIN STEPS STEPS I \ I _ _ a W l 1 - W k� EXT'G SIDEWALK u � ` 8 STEPS}8 7•} - 8 6} STEPS - - !.. STEPS TEPS __ - _ - sTEPS ', � OS � _ 5 EXT'G 12" HDPE - `! ----1 - -- _ y Ja --- - Fo STORM DRAIN _ -_i- EJB __ __ _ - - ____. __ JB _--_-- Fn - o ED XT'G 18" RCP i STORM DRAIN SHEET 5 5 C1.3 a BLACKWOOD GROVES Y S 19T H[AVE GRD]PLAN-NORTH E PROJECT:2023531 m DATE:AUGUST 2024 N XT'G 15" PVC O�� STORM DRAIN 00� SCALE 3 0 30' 30' 60, o XT'G 15" PVC 1" 30' JSTORM DRAIN J 3 vi ii� S S- sus s�S s -S s ®ss S-�-S S SSS C XT'G 15" PVC �-- �,a. W W- �1��E���� AN�Y � a STORM DRAIN w w W W���W W �i o - EXT'G STORM COMBO INLET 1-7B \ /' 15••INV IN(E)35006.99 _ N 0 15'INV OUT(N)±5006.99 / TBC 4-U.5"35TEP5 '3-s.5I STEPS - 15"INV IN(SW)5006.99 - 5016.87 15"PVC 50#3- Sp13- TBC_5017.B16 BC - 5'•STEP SSTORM DRAIN • T TBC I 3 5 S C I5017.55 5017.9 O L=105'S=2 's 6 �5016.96 ` l 1 \ Alp I °j3.0 F.F.� 1 5017TBC 61 \SIDEWALK y O SD 3 -�5012.0' �� \ T �\ 5p ELEV v Teo 5=1.5%t - NTA TC Tec 5012.16 v 5017.2 S 5017.15 1 XT'G 24" PVC M' Nq \s,- 1 5011_97 5011.69 TBC h�� RAMP STORM DRAIN CHRIS G. 5012.13 TBC 24"CURB 5=8%MAX 5012.44 CHASE \ �I -p \ \\ TBC �� D o. 0815 PE 4/ cuRg INLEr$3 sol�ss'v oC1213 � PBCKLEBALL _ TBC 5011.33 TBC o N o O / F. 3 15"INV OUT(NE)5009.08 0 5011.54 '> COURT � TBC BLDG I q'VA I s-ham / ec 50 7 TYPE02 SIDEWALK TBC / TBC 5016.84 5=1.57.t -y 5012.79 TBC \TBC TBC 5016.57 TBc /5017.84 PHASE 2D o XT'G t sot 3.28 SIDEWALK DRAWN BY: JMW - RAMP TBC 5014.69 5014.87 5016.88 I I tj n U) ) S=8%MAx 501 TEC m TBC TBC TC F.F.ELEV REVIEWED BY:CGB/EWR 5016.76 5017.42 5017.82 PROJECT ENGINEER:CGB TBC so13.0o 5014os 1 TBC TgC 5 17.15 5019.45 DESIGNED BY:CGB 3 1 5012.53 5012.76 1 TBC 5016.59 5016.79�/ hhh ddd BLDG F TBC 1 ^ TBC sota.zs I S TBC " ® TYPE03 n TBC son.9z 0 TBC sola.lo \ '0 so16.26s°r N /5012.58 / S PHASE 2A son 11 TB. Tgc ec S° Tgc ° / RAMP 501203`�' 5(113.71 AS 5015.81 Ism 5012.55 S 0 S=8%MAX 1 ICI - - NI F•F,ELEV 50L1,.1,�.68 TBC TBCI 1501 TEI 501TBC3.51\S O�4I`I 501557 5016.09TgC - SIDEWALK 1 vh1 3 5013.30 �I 5011.93 5012.62 I 5p13.p S I °7yo I ITB\ TBc so16A9 5016 41 =4.5%MAx O� 24'•CURB TBC = TBC °;� �5014.84 5015.1. 501602 \ CHASE 5012.38 5012.95 S TBC TgC 6-7"STEPS 1 _ 11 I ) 5012.73 5p 12.5 '50C3.07 TBC 5014.66 501 .97F E TBC \ h TBC 5014.39 TBC 5016.01 RAMP o 5012.04 TBC TBC / 1 5075.51 5=8%MAX N / 5012.605012.92 TBC I I TBC 0 5 TBC 5 y TBC -S-"�-5014.36 S N'- S-5015.60` 'S015' i. CIO S 5-5012.90 @a0 p 5-5012.58 �/ / p o / h 9 TC T6C 3 SIDEWALK n of �A Fy 5=4.5%MAX h 550 TBC �' h TBC 5016.07 TBC y / TBC W 5013.24-yo- W W/5015.01 h0 5016.02 TBC 5016.36 / 5012.67 TBC TBC TBC 5016.07 ' TBC / 5013.13 TBC TBC h p TBC 5015.18 5016.08 5016.35 016.41 TBC 5013.31 I a'501 T97 / 5012.02-TBC 50 324 i p 1 I I p1� 1 I N 5012,271� h / I so16� �� 1 GRADE BREAK �� O ,� TBC TBC TgC TBC 1 TBC TBC o TBC '�- 5012.09 TBC TBC TBC/ TBC 3 5013.47 N h� X- 5013.42_ 5013.54 5015.28 S015.475016 5=5016.26 5016.30 5016.54 TBC 501286E 5113.52 5017.0 5017.0 I; b 5012,77 11 TBC TBC TgC 5012.6I \ \ BLDG H SIDEWALK I 1 1 5013.39 5013106 ( i SIDEWALK I BLDG(�' 5=1.5%t I SIDEWALK 5=1.59f 5012.98 5012.87 5012.10 S� SIDEWALK 1 TYPE 02 v> I \ S=4.5%MAX TYPE'�l 8=4.5%MAX O PHASE 2C RAMP �I / TBC I / PHASE 2B RAMP RAMP S=8%MAX FSj°1 f�T' N - W W I 50C13.41 WS0j2.g 012 93 RAMS=8%MAX S=8%MAX �J Fa s=8%MAXx F.F.ELEV Tec �ai3.49 TBc � F.F.5015.30 ELEV 5018.0 5013.20 0 5012.97 TBC 5-6.5" / 5013.20 4-6"STEPS STEPS \ TBC 5013.65 - 3t 5013.5 5013.5 - 5014.5 XT'G 12" HOPE ' _ �--- DRAINAGE Q`SZW`AL E TORM DRAINS STEPS WATER--,T v._1 �� DETENTION M OLDS ' } EXTG SIDEWALK OII �EXT'G STORM WATER�� o of I p I I RETENTION PONDS ��' E� OQ'O POF' 1 E, ?. OC - --- _--- -- cL XT'G SDI - - _ - __ - -- XT'G SIDEWALK(IS _ W- -- �- _ _ --.RIM=5014.22 _ - - --- EJB-----------------------5019-- - FI -INV_ IN(SE)=5012.17 - ------ --- - _ Po INV OUT(NW)=5012.01 XT'G 18" RCP STORM DRAIN XT'G 15" PVC STORM DRAIN SHEET CIA a BLACKWOOD GROVES Y GRD PLAN-SOUTH E PROJECT:2023531 m DATE:AUGUST 2024 Appendix B Basin Calculations Blackwood Groves Blackwood Grove Sub Ph 1 &9, Block 1, Lot 1 & Block 13, Lot 1 Stormwater Detention Pond 9 Calculations Design Rainfall Freq. 10 year IDF coefficient a 0.64 IDF coefficient b IDF coefficient n 0.65 Pre-Site Development Conditions* Equivalent Contributing Drainage Area Square feet Acres C 9A ROW- Local 14,613 0.34 0.76 9A Residential- Dense 62,824 1.44 0.75 9E ROW- Local 21,527 0.49 0.76 9E Residential- Dense 102,610 2.36 0.75 91 ROW- Local 11,917 0.27 0.76 91 Residential- Dense 33,798 0.78 0.75 9L Residential- Dense 103,406 2.37 0.75 9L OS 50,963 1.17 0.20 Total area 401,658 9.22 Composite C 0.68 Detention Pond Calculations Q = CIA C = 0.68 (post-development) 1 = 0.41 in/hr(10-yr, 2-hr storm) A= 9.22 acres Qpost= 2.56 cfs Detention Storage Required (ft) = 18,451 W (10-yr, 2-hr storm) Post-Site Development Conditions Contributing drainage area Square feet Acres C Impervious 160,397 3.68 0.90 ROW 48,057 1.10 0.90 Building Area 75,265 1.73 0.90 Landscaped 106,201 2.44 0.20 Total area 389,920 8.95 Composite C 0.71 Detention Pond Calculations Q = CIA C = 0.71 (post-development) I = 0.41 in/hr(10-yr, 2-hr storm) A= 8.95 acres Qpost= 2.60 cfs Detention Storage Required (ft3)= 18,744 ft3 (10-yr, 2-hr storm) Additional Detention Storage Required (ft)= 293 ft3 (10-yr, 2-hr storm) Blackwood Groves Detention Pond 9 Calculations*: Dentention Storage Required for Drainage Basin 9(ft') = 43,618 ft3 (10-yr, 2-hr storm) Dentention Storage Provided for Drainage Basin 9(ft') = 57,340 ft3 (10-yr, 2-hr storm) Additional Detention Storage Provided for Basin 9 (ft)= 13,722 ft3 (10-yr, 2-hr storm) > 293 ft3 *See Appendix D for original calculations: Detention Facility Calculations of the Approved Blackwood Groves Subdivision Phase 1 Stormwater Design Report. Appendix C Stormwater Run-off and Piping Calculations N �N O Y CO SCALE Z 0 20 40 80, a 0 1"=40' a W 3 w b w q F - - -� E,B s �� Q IT s� s o° %s—s—s s ss L) s w CANTER AVE EXT'G PIPE 9A w 50 -EXT'G PIPE 9D2 SD#3 - - - - - - w G PIPE 9E - - •- �� _ SDo EXT'3 PIPE 9F A \ T � I U] qVA % b I DRAWN BY: JMW [� REVIEWED BY:CGB/EWR _� —�• BASIN _ �' -- -` III PROJECT ENGINEER:CGB DESIGNED BY:CGB ]BASIN A EXISTING -- -- BLACKWOOD GROVE SUB PH 1 & 9, S24 T02 S R05 E BLOCK 13 LOT 1 , b s I I / STORM WATER o ' RETENTION POND 9 ��� i / - _ - BLACKWOOD GROVE SUB PH 1 & 9, S24, T02 S, R05 E, BLOCK 1, LOT 1 --- A I � E;6 6 i� �I� �� s _ 1- _ --- --- = , ir i N � b S 19TH AVE Do N SHEET ]EX A a BLACKWOOD GROVES Y i DRAINAGE BASIN E PROJECT:2023531 m DATE:AUGUST 2024 Appendix C Blackwood Groves Blackwood Grove Sub, Block 1, Lot 1 & Block 13, Lot 1 Stormwater Runoff Calculations Design Rainfall Freq. 25 year IDF coefficient a 0.78 IDF coefficient b IDF coefficient n 0.64 Pre-Development Calculations Drainage Area 9A*: C Areas (ft): ROW - Local 14,613 0.76 Residential- Dense 62,824 0.75 Total: 77,437 0.75 total area: 1.78 acres composite C: 0.75 Total tc: 10 minutes intensity at t,(fig 23): 2.48 in/hr Peak runoff: 3.32 cfs Drainage Area 9E*: C Areas (ft): ROW - Local 21,527 0.76 Residential- Dense 102,610 0.75 Total: 124,137 0.75 total area: 2.85 acres composite C: 0.75 Total tc: 12 minutes intensity at t,(fig 23): 2.13 in/hr Peak runoff: 4.56 cfs Drainage Area 91*: C Areas (ft): ROW - Local 11,917 0.76 Residential- Dense 33,798 0.75 Total: 45,715 0.75 total area: 1.05 acres composite C: 0.75 Total tc: 7 minutes intensity at t,(fig 23): 2.98 in/hr Peak runoff: 2.36 cfs Drainage Area 9L*: C Areas (ft): Residential- Dense 103,406 0.75 OS 50,963 0.20 Storm Runoff Calculation-25 Year Event.xls Total: 154,369 0.57 total area: 3.54 acres composite C: 0.57 Total tr: 5 minutes intensity at t,(fig 23): 3.83 in/hr Peak runoff: 7.71 cfs Post-Development Calculations Basin A1: SD#1 C Areas (ft): Landscape 54,446 0.20 ROW - Local 10,764 0.76 Impervious 118,038 0.90 Total: 183,248 0.68 total area: 4.21 acres composite C: 0.68 Overland tc average slope: 1.5 percent estimate travel distance: 400 feet t,: 14 minutes Total tc: 14 minutes intensity at t,(fig 23): 2.02 in/hr Peak runoff: 5.80 cfs Pre-Development Equivalent Area Peak Run-off(-75% of 9E &9L): 11.13 Basin B2: SD#2 C Areas (ft): Landscape 12,128 0.20 ROW - Local 10,764 0.76 Impervious 23,044 0.90 Total: 45,936 0.68 total area: 1.05 acres composite C: 0.68 Overland tc average slope: 1.5 percent estimate travel distance: 400 feet t,: 14 minutes Total t,: 14 minutes intensity at t,(fig 23): 2.01 in/hr Peak runoff: 1.45 cfs Pre-Development Equivalent Area Peak Run-off(-25% of 9E): 1.14 cfs Storm Runoff Calculation-25 Year Event.xls Basin C3: SD#3 C Areas (ft): Landscape 39,626 0.20 ROW - Local 26,530 0.76 Impervious 94,580 0.90 Total: 160,736 0.70 total area: 3.69 acres composite C: 0.70 Overland t, average slope: 1.5 percent estimate travel distance: 400 feet t': 13 minutes Total t�: 13 minutes intensity at t,(fig 23): 2.08 in/hr Peak runoff: 5.41 cfs Pre-Development Equivalent Area Peak Run-off(9A&91): 5.67 cfs %Area of Basin C Equivalent Run-off 9A 3.32 cfs 63% 3.41 cfs 91 2.36 cfs 37% 2.00 cfs Notes: Pre-development conditions. Drainage areas and calculations taken from designated in the Blackwood Groves Subdivision Phase 1 Stormwater Design Report. 1 The area of Drainage Basin A is now all directed to SD 1 instead of existing pipes. Therefore the existing pipes will not experience an increase in demand, but realistically a decrease due to the decrease in impervious area. 2 This flow from this area was previously routed directly to pipe 9E. It now flows to SD 2, then Pipe 9D2 before flowing into Pipe 9E.All of these pipes have capcity for the slight increase in run-off from this area. 3 All of Basin C (previously 9A and 91)will be routed through SD 3 so the capacity of Pipe 912 and 91 previously used for 91 runoff will not be affected. Pipe 9A has the capacity for what was previously carried by Pipe 91 and 912 as well as the increase in run-off from the 9A area. Storm Runoff Calculation-25 Year Event.xls Blackwood Groves Basin A Pipe Capacity SD#1 CIRCULAR CHANNEL T Manning's Eqn. Q= 1.486 A R21s S112 n Diameter,do(in)= 15 -4-Enter Value Diameter,do(ft)= 1.25 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.02 Wetted Hydraulic Hydraulic bection Energy, Area,A Perimeter,P Radius,R Top Width,T Depth,D Factor,Z Q(gpd-8 =V2/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) (ft) (ft) (ft 512) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 19.7 9450.6 1.9 0.06 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.2 85.6 41087.8 3.0 0.14 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.4 199.3 95663.8 3.8 0.23 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.8 359.0 172341.4 4.6 0.33 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.3 561.6 269581.9 5.2 0.42 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.8 802.9 385398.2 5.8 0.52 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 2.4 1078.1 517468.8 6.3 0.61 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.1 1381.7 663196.0 6.7 0.70 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 3.8 1707.8 819735.4 7.1 0.78 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 4.6 2050.0 984006.1 7.4 0.86 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 5.4 2401.4 1152686.3 7.7 0.93 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 6.1 2754.6 1322189.7 8.0 0.99 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 6.9 3101.3 1488621.0 8.2 1.04 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 7.6 3432.7 1647694.0 8.3 1.08 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 8.3 3738.7 1794586.4 8.4 1.11 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 8.9 4007.6 1923666.8 8.5 1.12 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 9.4 4224.8 2027919.4 8.5 1.11 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 9.7 4369.8 2097502.2 8.4 1.09 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 9.8 4405.5 2114657.8 8.2 1.03 1.25 6.28 1.23 3.93 0.31 0.00 9.1 4101.4 1968677.7 7.4 0.86 12.0 10.0 8.0 Q(CFS) / e -V fts) 6.0 E(ft) 4.0 loe 2.0 � .' 0.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth(ft) Blackwood Groves Basin B Pipe Capacity SD#2 CIRCULAR CHANNEL T Manning's Eqn. Q= 1.486 A R21I S112 n Diameter,do(in)= 10 A-Enter Value Diameter,do(ft)= 0.8333333 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.02 Wetted Hydraulic Hydraulic bection Energy, Area,A Perimeter,P Radius,R Top Width,T Depth,D Factor,Z Q(gpd-8 =V2/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) (ft) (ft) (ft 512) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.04 0.90 0.01 0.38 0.03 0.36 0.03 0.00 0.0 6.7 3205.4 1.5 0.03 0.08 1.29 0.03 0.54 0.05 0.50 0.06 0.01 0.1 29.0 13935.9 2.3 0.08 0.13 1.59 0.05 0.66 0.08 0.60 0.09 0.02 0.2 67.6 32446.7 2.9 0.13 0.17 1.85 0.08 0.77 0.10 0.67 0.12 0.03 0.3 121.8 58453.8 3.5 0.19 0.21 2.09 0.11 0.87 0.12 0.72 0.15 0.04 0.4 190.5 91435.3 4.0 0.25 0.25 2.32 0.14 0.97 0.14 0.76 0.18 0.06 0.6 272.3 130717.3 4.4 0.30 0.29 2.53 0.17 1.06 0.16 0.79 0.21 0.08 0.8 365.7 175512.3 4.8 0.36 0.33 2.74 0.20 1.14 0.18 0.82 0.25 0.10 1.0 468.6 224939.2 5.1 0.41 0.38 2.94 0.24 1.23 0.19 0.83 0.29 0.13 1.3 579.2 278033.4 5.4 0.46 0.42 3.14 0.27 1.31 0.21 0.83 0.33 0.16 1.5 695.3 333749.9 5.7 0.50 0.46 3.34 0.31 1.39 0.22 0.83 0.37 0.19 1.8 814.5 390961.9 5.9 0.54 0.50 3.54 0.34 1.48 0.23 0.82 0.42 0.22 2.1 934.3 448453.2 6.1 0.58 0.54 3.75 0.38 1.56 0.24 0.79 0.47 0.26 2.3 1051.9 504902.4 6.2 0.61 0.58 3.96 0.41 1.65 0.25 0.76 0.53 0.30 2.6 1164.3 558855.9 6.4 0.63 0.63 4.19 0.44 1.75 0.25 0.72 0.61 0.34 2.8 1268.1 608678.1 6.4 0.64 0.67 4.43 0.47 1.85 0.25 0.67 0.70 0.39 3.0 1359.3 652458.9 6.5 0.65 0.71 4.69 0.49 1.96 0.25 0.60 0.83 0.45 3.2 1433.0 687818.7 6.5 0.65 0.75 5.00 0.52 2.08 0.25 0.50 1.03 0.53 3.3 1482.1 711419.5 6.4 0.63 0.79 5.38 0.54 2.24 0.24 0.36 1.47 0.65 3.3 1494.2 717238.2 6.2 0.60 0.83 6.28 0.55 2.62 0.21 0.00 3.1 1391.1 667725.4 5.7 0.50 7.0 6.0 � 5.0 Q(QFS) 4.0 _V(ms) -E(ft) 3.0 2.0 1.0 0.0 0.00 0.20 0.40 0.60 0.80 1.00 Depth(ft) Blackwood Groves Basin C Pipe Capacity SD#3 CIRCULAR CHANNEL T Manning's Eqn. Q= 1.486 A R213 S112 n Diameter,do(in)= 15 A-Enter Value Diameter,do(ft)= 1.25 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.02 Wetted Hydraulic Hydraulic bection Energy, Area,A Perimeter,P Radius,R Top Width,T Depth,D Factor,Z Q(gpd-8 =V2/2g Depth,y(ft) Theta(rad) (ft) (ft) (ft) (ft) (ft) (ft 512) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 19.7 9450.6 1.9 0.06 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.2 85.6 41087.8 3.0 0.14 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.4 199.3 95663.8 3.8 0.23 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.8 359.0 172341.4 4.6 0.33 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.3 561.6 269581.9 5.2 0.42 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.8 802.9 385398.2 5.8 0.52 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 2.4 1078.1 517468.8 6.3 0.61 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.1 1381.7 663196.0 6.7 0.70 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 3.8 1707.8 819735.4 7.1 0.78 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 4.6 2050.0 984006.1 7.4 0.86 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 5.4 2401.4 1152686.3 7.7 0.93 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 6.1 2754.6 1322189.7 8.0 0.99 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 6.9 3101.3 1488621.0 8.2 1.04 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 7.6 3432.7 1647694.0 8.3 1.08 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 8.3 3738.7 1794586.4 8.4 1.11 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 8.9 4007.6 1923666.8 8.5 1.12 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 9.4 4224.8 2027919.4 8.5 1.11 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 9.7 4369.8 2097502.2 8.4 1.09 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 9.8 4405.5 2114657.8 8.2 1.03 1.25 6.28 1.23 3.93 0.31 0.00 9.1 4101.4 1968677.7 7.4 0.86 12.0 10.0 8.0 Q(CFS) / e -V fts) 6.0 0 4.0 2.0 � .' 0.0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth(ft) Blackwood Grove Block 1, Lot 1 and Block 13, Lot 1 Pipe Schedule Storm Max Pipe Actual Demand Drain Size Slope(%) Length Capacity(CFS) Contributing Basins (CFS) Pipe SD 1 15" 2.00 20' 9.8 Basin A 5.80 SD 2 101, 2.00 27' 3.3 Basin B 1.45 SD 3 15" 2.00 105, 9.8 Basin C 5.41 9A* 15" 5.00 - 22.44 SD 3+ Pipe 9B2 7.42 9D2* 21" 0.55 - 18.26 Pipe 9D + Pipe 91 + Pipe 9A+SD 2 17.30 9E* 21" 1.18 - 26.74 Pipe 9D2 + Pipe 9G 18.72 9F* 24" 0.60 - 27.23 Pipe 9E + DA 9F 19.31 91* 15" 1 7.50 1 - 27.49 Run-off Rerouted through SD 3 1 0.00 *Pipe is existing. Appendix D Blackwood Groves Subdivision Phase 1 Stormwater Design Report BLACKWOOD GROVES SUBDIVISION, PHASE 1 STORMWATER DESIGN REPORT Prepared for: Bridger Builders, Inc. 115 West Kagy Boulevard Bozeman, MT 59715 Prepared by: C'o,—IM p 'A Engineering and Surveying Inc. 1091 SZon�tidge Drive • Bozeman, MT 59718 Phone (406)587-1115 • Faw.(4C6) 5B7.9768 nw.v.chengineers.com • infofthengineers.com Project Number: 190390 c!1 r s -Lc r r January, 2023 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 TABLE OF CONTENTS REPORT Introduction..........................................................................................................................2 Existing Site Conditions ......................................................................................................2 Pre-Development Drainage Areas .......................................................................................2 Storm Sewer Facilities Design.............................................................................................3 Post-Development Drainage Areas......................................................................................4 Stormwater Pond Design.....................................................................................................6 Groundwater Considerations ...............................................................................................8 APPENDICES Appendix A: Drainage Area Maps Appendix B: Pre-Development Drainage Area Calculations Appendix C: Post-Development Drainage Area Calculations Appendix D: Pond Sizing Calculations Appendix E: Groundwater Monitoring Data #190390 1 C�1 BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 INTRODUCTION The Blackwood Groves Subdivision is a proposed 120-acre development located at the south side of the City of Bozeman. The proposed project is zoned as Residential Emphasis Mixed Use (REMU) and will feature a variety of commercial, residential, and park/open space developments. As part of the project, public improvements, including water, sanitary sewer, stormwater, and City road infrastructure are proposed. This report is intended to evaluate the drainage design for Phase 1 of the development. EXISTING SITE CONDITIONS The existing property is currently vacant and is being used for agricultural purposes. The property is bounded by S. 19th Avenue to the west, vacant agricultural land and Alder Creek Subdivision to the north, Sacajawea Middle School to the east, and vacant agricultural land to the south. The property generally slopes from south to north at 1%-2%. Several agricultural irrigation ditches, and watercourses cross the property. Based on site topography, stormwater runoff on the existing site currently drains to 4 of these water features that cross the property via overland sheet flow. A large portion of the approximately 119-acre agricultural property to the south of the project also sheet flows onto the project site, draining to these same 4 water features. PRE-DEVELOPMENT DRAINAGE AREAS Stormwater runoff from the proposed site improvements will primarily be controlled and treated through the use of several proposed detention ponds that will release runoff into these 4 water features. These detention ponds will discharge runoff into these water features at the pre- development runoff rates that currently contribute to these water features from the existing site. In order to determine the pre-development runoff rates, pre-development drainage areas were delineated for each water feature on the subject property. These drainage areas are shown on the "Pre-Development Drainage Area Plan" in Appendix A. City of Bozeman GIS contours were used in order to determine the portion of the property to the south of the site that sheet flows onto the subject property. These contours are shown in yellow on the Pre-Development Drainage Area Plan. As shown by the slight overlap of these GIS #190390 2 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 contours with the contours produced from the topographic survey that C&H Engineering performed of the project site, these GIS contours match extremely well with the contours from the survey. EX DA #1 accounts for runoff from the subject property that currently drains to the irrigation ditch located along the east side of the S. 19t' Avenue right-of-way, labeled "Irrigation Ditch — West" for the purposes of this report. EX DA #2 accounts for runoff draining to the irrigation ditch running east/west along the north property boundary, labeled"Irrigation Ditch—North" for the purposes of this report. This drainage area also collects runoff from a large portion of the property to the south of the project site. EX DA #3 accounts for runoff contributing to the irrigation ditch located at the eastern side of the property that continues through Alder Creek Subdivision to the north. This ditch is labeled as "Irrigation Ditch— Center" for the purposes of this report. The final drainage area, EX DA #4, accounts for runoff from the far eastern portion of the site that drains to the two watercourses that converge and drain north into the park in Alder Creek Subdivision. These watercourses are labeled as "Unnamed Watercourse — Center" and "Unnamed Watercourse — East" for the purposes of this report. This drainage area also collects runoff from a portion of the property to the south of the project site. Calculations for the time of concentration, and pre-development runoff rates for these drainage areas can be found in Appendix B. STORM SEWER FACILITIES DESIGN Stormwater runoff from the proposed improvements will be conveyed via curb and gutter channel flow to a series of storm sewer inlets. It will then be routed through storm drainage pipes to detention and retention ponds for storage. The detention ponds will release runoff at pre- development runoff rates into 4 of the irrigation ditches and watercourses that flow through the property. Pre and Post development Drainage Area Maps are included in Appendix A, and calculations for pond sizing for each of the post development drainage areas (total area, weighted C factor, required and provided storage volumes, and discharge rates) are included in Appendix C. #190390 3 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 Storm sewer facilities were sized for the 25-yr storm using Manning's Equation, and for each inlet, the contributing area, gutter capacity, weighted C factor, and time of concentration were calculated. These values were input into Manning's Equation to check capacity and flow characteristics for inlets, storm drain pipes, and curb gutters. All curb gutters were designed to maintain 0.15' freeboard per C.O.B. Design Manual Section IV.C.5. POST-DEVELOPMENT DRAINAGE AREAS This phase of the project was divided into 7 drainage areas based on the retention or detention ponds that these areas will eventually drain to. These drainage areas are further divided based on the proposed use within each area. This stormwater design conservatively assumes that 100% of the runoff from the multifamily and commercial lots will drain to these common stormwater ponds, and that no stormwater storage or treatment will take place on the individual lots. Phase 1 consists of Drainage Areas 6-9, and a small portion of Drainage Area 5. Each area type was assigned a C-value based on the proposed use. Several of these C-values (i.e. open land, and low/medium density residential) were taken from Table I-1 in the City of Bozeman Design Standards and Specifications, while the remainder were calculated based on the impervious and landscaped cover ratios anticipated in each area. The C-value for each right-of- way type (local, collector, alley, angled-parking) were calculated based on the ratio of impervious to landscaped area of the standard cross-section of these right-of-ways. The dense residential C-value for the lots that are proposed for multi-family developments was calculated by reviewing the impervious/landscaped ratios for the proposed layouts for several of these lots, and averaging the C-values. This produced a C-value of 0.75, which is more conservative than the dense residential value of 0.50 from Table I-I in the city standards. Several of the dense residential lots have the space to provide onsite stormwater management. Therefore, these lots located in Drainage Area 8 and a portion of Drainage Area 9 (DA #9C) have been assigned a reduced C-value of 0.40. The C-value for the several commercial blocks that are intended to be the development's "town center" was conservatively assumed to be 0.95, or completely impervious. The proposed commercial lots in Block I and Block 13 were assigned #190390 4 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 the same C-value as the dense residential lots (0.75) since they are not intended to be developed as densely as the town center lots. This C-value of 0.75 is more conservative than the commercial neighborhood C-value of 0.60 from Table I-1 in the city standards. The C-values for each area type are provided in the following table: Table 1: C-Values Area Type C-Value ROW—Local 0.76 ROW—Collector 0.70 ROW—Alley 0.80 ROW—Angled 0.93 Residential—Low/Med 0.35 Residential - Dense 0.75 Residential—Dense 0.40 (Reduced C) Commercial 0.95 Open Space 0.20 Park 0.20 The extents of the post development drainage areas can be seen on the drainage area map included in Appendix A. It should be noted that only the Spring Ridge Drive portion of Drainage Area 5 will be installed with this phase of the project. Similarly, only the South 11ffi Avenue portion of Drainage Areas 6 & 7 will be installed with this phase. The proposed drainage area map further subdivides the drainage areas (9A, 9B, 9C etc.) based on which inlet they are draining to. In addition, time of concentration flow paths for each sub-area are depicted on the proposed drainage area map. It should be noted that overland flow from the right-of-way line to the curb flow line used a composite C value of 0.50 in the time of concentration calculations. The C value was based on a ratio of the landscape boulevard to hardscape sidewalk. Curb inlets were spaced to provide adequate gutter flow capacity without encroaching more than 0.15-feet of freeboard per C.O.B. Design Manual Section IV.C.5. Calculations showing the peak runoff value #190390 5 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 as well as the determined gutter capacity for the sub-areas are included in Appendix C. Additionally, storm sewer pipes were sized to accommodate the 25-year storm flows. Pipe capacity calculations are included in Appendix C. Building design guidelines, enforced by the Property Owners Association, will include a requirement, enforced in the covenants, for each individual lot owner to route their roof drainage to rain barrels or on-site infiltration facilities, or to surface drain the runoff to the front side of the lot where it will collect in the street. The site will be graded to make this feasible for each lot. The proposed detention and retention facilities are sized to accommodate any and all lots that route their roof runoff to the street; any lots utilizing on-site runoff storage will result in excess storage capacity, and improved storm water treatment. STORMWATER POND DESIGN Detention Ponds 6-8C have been sized according to City of Bozeman Design Standards. In accordance with the design standards the ponds were sized to retain the runoff generated from the first 0.5" of rainfall, otherwise known as the Runoff Reduction Volume (RRV.). The detention ponds are also sized to limit discharge to pre-development rates for the 10-year storm event, while the retention pond is designed to store the runoff volume of the 10-year storm event. Each pond has been designed with 4:1 side slopes and a max water storage depth of 1.5'. The detention ponds have also been designed with outlet structures containing a slotted weir to control the discharge rate from the ponds. In an effort to accommodate the RRV from each drainage basin, the inlet into the outlet structures has been raised to allow for stormwater retention prior to discharge. The portions of Block 12 and Block 17 draining to Detention Pond 8B will have to retain the RRV on their individual lots prior to discharging into the public system, The RRV for the remainder all commercial and multi-family lots can be handled by the proposed detention ponds. Calculations used for sizing each pond can be found in Appendix D. Pond storage capacities were calculated using volume surfaces in AutoCAD Civil 3D. #190390 6 C�l BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 As stated previously, a small portion of the Drainage Area 5 will be installed with this phase of the subdivision. There are two inlets that will discharge into Detention Pond 5 being installed with this Phase 1. In order to manage the runoff from this area, a temporary retention pond will be installed in the location of future Detention Pond#5. Pond sizing calculations can be found in Appendix D. The proposed design has several detention ponds that discharge to the same water feature / pre- development drainage area. Where this occurs, the pre-development runoff rate was divided amongst each of the contributing detention ponds, so that their total discharge rate does not exceed the pre-development runoff rate for that drainage area / water feature. The pre- development runoff rate from EX DA #2 draining into "Irrigation Ditch - North" was calculated to be 8.73 cfs. It was assumed that because the northern and western irrigation ditches rejoin north of the project area, the same shared release rate calculated for EX DA #2 can be applied to detention ponds 8A, 813, and 8C. Therefore, the combined discharge rates from each of these detention ponds totals 8.08 cfs. Similarly Ponds 6 & 7 share a pre-development runoff rate generated from EX DA #4. There are ponds to be installed with future phases that will also share this runoff rate. As such, the leftover difference from Phase 1 can be applied to these future phases. The pre-development conditions for each detention pond are included in the pond sizing calculations in Appendix C. A summary of the pond sizing calculations can be found in Table 2 below. Table 2: Pond Sizing Summary Pre Runoff Required Proposed Pond Storage Development Contributing Weighted Reduction Storage Storage type Drainage Area (acre) C-Value Volume Volume Volume Area cf cf (cf) 5 (Temp) Retention - 0.62 0.76 810 1,118 1,992 6 Detention EX 4 3.70 0.72 4,526 4,824 4,838 7 Detention EX 4 8.92 0.69 10,402 10,556 12,484 8A Detention EX 2 7.60 0.55 4,586 5,029 5,130 813 Detention EX 2 9.11 0.59 4,726 4,726 5,098 8C Detention EX 2 5.77 0.47 3,903 3,903 3,925 9 Retention EX 2 22.44 0.66 24,444 43,618 57,340 A Retention - 0.16 0.76 205 351 470 9190390 7 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 There is approximately 6,000 sf of local street R.O.W. in Spring Ridge Drive and South 15'h Avenue that will drain into the retention pond located at the NW corner of the Alder Creek Subdivision. The new development will generate an additional extra 618 cf of runoff into this pond. Based on review of the previous design report there is approximately 1,644 cf of excess capacity in the 26,000 cf existing retention pond. A small portion of South I Ith will drain into the detention pond located in the Alder Creek Phase 3 park. It is expected to generate and additional 255 cf of runoff to the detention pond. There are 322 cf of excess capacity in the 4,175 cf existing detention pond. As such, it is anticipated that the facilities in the Alder Creek Subdivision have sufficient capacity to handle the small amount of excess runoff from the proposed development. GROUNDWATER CONSIDERATIONS Groundwater monitoring wells were installed across the subject property in 2019 and were monitored throughout the spring/summer of 2019 and spring of 2020. The results generally showed that seasonal high groundwater (SHGW) peaked in early April, and ranged from 7" to 3.5' below existing grade. This information was used to generate a SHGW elevation surface in AutoCAD to reference during the stormwater design for the subdivision. Additional measurements along the northern property boundary were taken in the spring of 2021 to refine the SHGW surface in that area. All proposed ponds in the development are set with the bottom of pond elevation above the SHGW elevation in the pond footprint. The Phase 1 pond elevations and approximate SHGW elevations are listed in Table 3 below. The groundwater monitoring results can be found in Appendix D. #190390 8 C� BLACKWOOD GROVES SUBDIVISION-STORMWATER DESIGN REPORT July 29,2021 Table 3: SHGW and Proposed Pond Elevations Estimated Proposed Proposed Approximate Estimated Peak Pond Pond Storage Existing Surface Groundwater Peak Pond Top Bottom type Elevation (ft) Elevation (ft. bgs) Groundwater Elevation Elevation Elevation (ft.) (ft) ft. 5 Retention 5005.4 2.91 5002.50 5005.00 5003.50 6 Detention 5000.6 4.16 5000.26 5002.05 5000.55 7 Detention 4997.2 1.95 4995.29 4997.00 4995.50 8A Detention 4999.3 1.15 4998.15 4999.75 4998.25 8B Detention 4999.3 1.15 4998.15 4999.75 4998.25 8C Detention 5000.8 1.67 4999.13 5000.65 4999.15 9 Retention 5000.9 1.42 4999.48 5001.21 4999.71 A Retention 1 5000.5 1 1.42 4999.08 1 5001.00 1 4999.50 9190390 9 APPENDIX A Drainage Area Maps BLACKWOOD GROVES SUBDIVISION o W DENNISON LANE PRE—DEVELOPMENT DRAINAGE AREA PLAN o >< DRIVE PROPERTY BOUNDARY 2 = Z w LU 4a i Ct 2 �� 0 F 5002 IRRIGATION DITCH-NORTH JACOBS STREET yoo �Ooo - as ¢ LU LEGEND cc I DA#EX 1 f 500p Z J 339,69PEN 1A SF w0 N PRE—DEVELOPMENT DRAINAGE III = AREA BOUNDARY w TIME OF CONCENTRATION LANCE DRIVE 3 5°°� CAMBRIDGE DRIVE i 5005 o w w $ a cr G N coN C4 N yR 5010 0 O co y N F 50 wCo V / a 44� a. Usois A s EX. DA 02 PROPERTY BLACKWOOD ROAD 23 n< sDls DA#EX 2 OPEN LAND 4,033,738 SF I I � w EX. + DA @g EX. 0 w DA @4 IV DA# EX 3 Sp < OPEN LAND ?0 3 it 5025 238,679 SF DA#EX 4 4 5025 �- 1,OPEN 709,5 N 9SF ' it 4q / PROPERN BOUNDARY 502 III IRRIGATION DITCH-SOUTH - '- I O 0: N W Q F _W - S 7 O y Scale In Feet 200 0 200 60 0 60 Scale In Meters Contour Intervals: 1 Foot Ec�, Engineering and Surveying Inc. 1091 Stoneridge Drive•Bozeman,MT 59718 GOLDENSTEIN LANE Phone(406)587-1115•Fax(406)587-9768 www.chengineers.com•info@chengineers.cam Sheet I Of 1 190390 I0 �LDERJCR EK SU�3DI�SION_J j m BLACKWOOD GROVES SUBDIVISION o ALDER CREEK DRIVE W TEMPORARY RETENTION POND A _ ss - - (EXISTING) Fr W r___I__ T T REQUIRED VOLUME:351 CF POST DEVELOPMENT C VALUE MAP PHASE 1-3 (!)? I 1 1 1 =W PROVIDED VOLUME:470 CF D- RETENTION POND 9 3 Z p Z POND 7 REQUIRED VOLUME:43,618 CF Ir W REQUIRED VOLUME: 10.556 CFPOND aA ---- LEGEND POND 8C POND 6B •__ REQUIRED VOLUME:5,029 CF REQUIRED VOLUME:4,726 CF �O_ (/� PROVIDED VOLUME:57,340 CF REQUIRED VOLUME:3903 CF PROVIDED VOLUME:5,130 CF PROVIDED VOLUME:5,098 CF 457 I Q / C 6 pgp�1 PROVIDED VOLUME:3, CIF 925 OF > PROVED VOLUME: 12,48/4 _- ---- IIUJJ 1soi.ei va015 3 M PROPOSED DRAINAGE BASIN ;( II III / '� A / ?/I F 1 9K LOW-MED 8M LOW MED SF-LOW-MED /8G-LOW-MED PROPOSED DRAINAGE SUB-BASIN LL LL LL- �.'.'.`.` I RESIDENTIAL BM RESIDENTIAL RESIDENTIAL ESIDENTI 7C-LOW-M D I = _ = R C=0.35AL RESIDENTIAL ie4 ,es C 0.35 C 0.35 C 0.35 > II Y I 8 L- .-. - ,.I I C=0.35 7H� �I OPEN SPACE ��-.- - -- - - -- L y L M DRAINAGE V' r----, PARK SPACE _ aW 0 CAMBRDGE DRIVE la,., e.., .,-... w � CAMBRDGE DRIVE RIGHT-OF-WAY - LOCAL STREET 11 N - aN - - BASIN - 3 9L-DENSE ;TRES.0F L-LOW-MED m 8EIPHASE 1&31RIGHT-OF-WAY - COLLECTOR ST RESIDENTWL NTIAL _, 8N-LOW-MED 8E-LOW-MED 0. 11/.75 m C=.35 RESIDENTIAL DRAINAGE _ _ ,78-LOW £ BC-LOW-MED RESIDENTIAL C=0.35 8RESIDENT RESIDENTIAL Fa / // 9H LOW MED / C=0.35 RESIDENTIAL POND 8 RIGHT-OF-WAY - ALLEYS RESIDENTIAL �� Q C=0.35 C-0.35 REQUIRED VOLUME:4,624 CF w\ 9L C=0.35 BASIN V B PROVIDED VOLUME:4,838 RIGHT-OF-WAY - ANGLED PARKIN B sF o 8K Low MED w 1� � RESIDENTIAL � RESIDENTIAL • RESIDENTIAL - LOW TO MEDIUM - - i Q=Q.3s L _ G8C35 _ i [PHASE 11 - POND 5 - I �1'' ��� ?F 1 AMBR[ 9J - > < ssa. REQUIRED VOLUMETEMP.VOL :10,650 CF T� T Y1��L d RESIDENTIAL =DENSE---- W --- eiW - - - _ ,- DRIVE "'SCOTCH PINE LANE_ DRAINAGE PROVIDED VOLUME: 10,669 CF , L� 1 --- COMMERCIAL _ O D BASIN 8C y I U) I / [PHASE 11 DRAINAGE 9E-DENSE I >_ I RESIDENTIAL BASIN 8A �68 tl TI I I 8J-DENSE 1 _ m ESIDENTIAL�® L I / 7D C-0.40 5B 2 9E 9G-DENSE (PHASE 11 / � /� RESIDENTIAL BL gL-DENSE / �'n^ BB3-DENSE VJ �I`i- C=0.60 � RESIDENTIAL � RESIDENTIAL 58-DENSE //�//� LOCK�9 6A� I C 0.40 BA-DENSE / / / 5C-COMMERCIAL O F 9D-DENSE RESIDENTIAL C=0.40 RESIDENTIAL C=0.95 LI - (RETAIN FIRST 0.5"ON SITE C=0.75 RESIDENTIAL /� / �j / � s 0 / � BA-DENSE / / � C 9D RESIDENTIAL n I� - - DRAINAGE W / Q Q.75 wig o VICTORIA S aw TREET ip - - - ae12 SS BASIN 5 PROPOSED RETENTION POND 1E TDP ER 5013.5 DRAINAGE - - - (PHASE 1&31 BOTTOM ELEV:5012.00 / 1.5'MAX WATER DEPTH 91-DENSE C 4H:i V SIDE SLOPE / /RESIDENTIAL BASIN > / 5�w '�' 7D / �' / // I I I• MI PROVIDED VOL:5,607 CFI C=0.75 IW PROPOSED RETENTION POND 1D 912 �, \ _� u =' TOP ELEV:5014.50 r C BA-DENSE > j'8132�-C20MM�Ejl'CIAL 5A2-COMMEma .rBOTTOM ELEV:5013.001 {PHASE N. REIDENTIA C=0.95 /., s _"511 1.5' MAX WATER DEPTH F - _ 4H:iV SIDE SLOPE ��� N BA 0.40 (RETAIN FIRS]0.5" 5A3-COMMERCIAL \ PROVIDED VOL:5,607 CFI 96 s, = ON SITE / / �c�0.95 \, \ � /'W � W I W IW I� �I II Iil PROPOSED DETENTION POND 1C TOP ELEV:5015.50 ���� -� 9C-DENSE BOTTOM ELEV:5014.00 � RESIDENTIAL � I 7A1 -- 1.5'MAX WATER DEPTH C=0.75 / 4HAV SIDE SLOPE LAND 3ED 18B2 7A1-COMMERCIAL PROVIDED VOL 5,607 CF J DOC. 9831 / / C=0.95 d / ��/ �W ✓' �v/ w- W ill (I .7 CJJ r/ _ PROPOSED DETENTION POND 1 B = ���� 9B-DENSE �, ✓ ✓ f 9A-DENSE t TOP ELEV:5015.00 9A-DENSE RESIDENTIAL 5A-COMMERCIAL m SA1-COMMERCIAL BOTTOM ELEV:5015.00 9A ESIDENTIAL 's LOT 1 RESIDENTIAL C=0.60 C=0.60 C=095 C 0.95 iaa ago sr 1.5'MAX WATER DEPTH C=0.75 C 9C 41PAV SIDE SLOPE 982 • C PROVIDED VOL:5,607 CF - SA LLI PROPOSED DETENTION POND 1A PROPOSED RETENTION POND 10 TOP ELEV:5017.50 _ REQUIRED VOL: 13,306 CF BOTTOM ELEV:5016.00 PROVIDED VOL: 13,830 OF -- BOTTOM MAX WATER DEPTH 9C-COMMERCIAL / p 7A-COMMERCIAL / POND 4 W 4H:1V SIDE SLOPE C=0.95 <K'V`. C=0.95 ppp REQUIRED VOLUME.9,386 CF PROVIDED VOL: 12.550 CF ¢ I m s, PROVIDED VOLUME: 11,950 CF 11 - Z / SA COMMERCIAL I x C 0.95 � I L - L - I -L--- BLACKWOOD - :a .♦ �, _ ... 1G 1H 1F-CDENSE TIAL-iF -10D- -- - I I - = "'- ----ROAD-l45'__R_ .W-1- - ss BLACKWOOD ROAD WIs :s �3D 10C-RESIDENTIAL_ 10B-RESIDENTIAL, DENSE F I- DENSE a0 DEEND ENTIAL LI C00.75 C= N > w w w 1 E.✓ y .✓ \ C=0.75 1 G 0.75 >� I PROVIDED VOLUME:6,627 CF N Q - POND 3 10C-RESIDENTIAL DRAINAGE REQUIRED VOLUME:5,659 OF � I 1C-RESIDENTIAL 18-RESIDENTIAL LOW-MED - I I � LOW-MED 0=0.35 LOW-MED C=0.35 � � wI C=D.35 � BASIN 10 i it _�C I 3A - C [PHASE 21 ' f - 1 G I 46-RESIDENTIAL (1 LOW-MED 3C-RESIDENTIAL I C=0.35 4D Ip 1D-RESIDENTIAL- CE075 SE UN E _ a..W 4 E I _ DENSE 3E W - 4D RESIDENTIAL ' C=0.75 s ss W L 1//�j�G/ LOT 1 LOW-MED - 16 1 SF 02,401 Si L __ - ' Scale In Feet ;" - - I - -10A/ �I Iw DRAINAGE :s Q 0.35 � , - G 1C-RESIDENTIAL -- I I 100 0 100 1 DENSE C=Q.75 A DRAINAGE ` aW _ BASIN 4 � � 30 G 30 _ 1 -RESIDENTIAL 10A-RESIDENTIAL 1 Scale In Meters , � DENSE E DRAINAGE BASIN 2 w DENSE BASIN 3 - -- { C_0.75 C_0.75 (PHASE 31 Contour Intervals: f Foot ' I I / I aA _ �c RE PHASE) 3B DRAINAGE I � IFUTU S �� � 1 (PHASE 31 � I I I ,D/ BASIN 1 C / _)Lock23' w I I P H A V E 21 1 D-RENT w I I 4A-RESIDENTIAL DENSE I LOW-MED C-0.75 w I�I I C=0.35 - J J - - - I I - - L- - - W e..w g.,w g..W 8"W �, e�y: - 0"W 8'W � .✓ w w .✓ -� � I ..50 8"S e W a SS I y 2599.E 8T57'02'A M) WIMEGSheen I of I #190390 —`W ALDER CREEK DRIVE w w w w w � as ss a as as W � --T----1---T---r--- -----\ 0 Ir =� b RETENTION POND 9 POST DEVELOPMENT DRAINAGE AREA PLAN — PH 1-3 z o z (POND 7 REQUIRED VOLUME:43,618 CIF W REQUIRED VOLUME: 10,556 CF - PROVIDED VOLUME:57,340 CF POND 8C POND 8A POND 83 �j PROVIDED VOLUME: 12,484 CF REQUIRED VOLUME:5,029 CF REQUIRED VOLUME:4,726 CF ,� 3w / C 6 REQUIRED VOLUME:3,903 CF PROVIDED VOLUME:5,130 CF PROVIDED VOLUME:5,098 CF'4 57 E] V Cn Q LEGEND — — — — — — — — 1aoo. PROV DED VOLUME:3,925 CF T33/.a/ uao•15 3� M LEGEND LO K L K BLO K 4 ' BLO K 5 -7 i PROPOSED DRAINAGE BASIN II III yK aM BF I el acm W 7H I I II PROPOSED DRAINAGE SUB-BASINI �a ,.5s ��� ��� ,a-u�. Lui ' _ L DA #7W-.-, - - - - ww II I L'_' _=J OPEN SPACE —A!BRIDGE DRI p A A A BH W -�¢ --_ (PHASE, IF -1SV[fV' a. w .w # CAMBRIDGE DRIVE o a - L_ RIGHT—OF—WAY — LOCAL STREET BL BE D' #`.'V ¢ 1&3) o - " # LO K Q a ;\\\ RIGHT-OF-WAY - COLLECTORS E DA (PHASE 1) LO K (PHASE 1) I76I (PHASE 1) POND IF I REQUIRED VOLUME:4,624 CIF \ gH I A®�I� l PROVIDED VOLUME:4,838 CF 7G \ I L \ RIGHT—OF—WAY — ALLEYS I 9F � I /� ARBOR WAY(ALLEY) RIGHT—OF—WAY — ANGLED PARKI BK L - D/"'� #8 A POND 5 7F ——— , > 8D .,. 9J — > - < LO TEMP.VOLUME: 1,650 CIF 992 RESIDENTIAL — LOW TO MEDIUM E t _ REQUIRED VOLUME: 10,650 CF J -- ess SCOTCH PINE LANE _ (PHASE 1) PROVIDED VOLUME: 10,669 CF RESIDENTIAL - DENSE _- 1- _ 513 / w COMMERCIAL U 3 BLOG 10 BIL C K 11 1 6B BLOCK 9E 9G aL 5B 7D2 LOCK 9 aB3 I I I / )J - - - 9 D — 1 DA #6 - / /. / — _ / / I III jl y VICTORIA STREET aB=2 _ _ _ I DA #5 (PHASE 1> PROPOSED RETENTION POND 1 E (PHASE 1&3) b / I I" - TOP ELEV:5013.50 BOTTOM ELEV:5012.00 s �/ / I II 1.5' MAX WATER DEPTH SLOPE g, �/ PROVIDEDVOL:15E607 CFI NI PROPOSED RETENTION POND 1D I 912 I—�� TOP ELEV:5014.501 < 5A2 BOTTOM ELEV:5013.00 1.5' WATER DEPTH 4�V SIDE SLOPE, 8A / / 5A3 PROVIDED VOL-5,607 CF PROPOSED DETENTION POND 1c BLOCK 13 = LOCK 1� — EL CK 1` BLO K 17 TOP ELEV:5015.50 7A1 $ / BOTTOM ELEV:5014.00 �'v ——- 1.5'MAX WATER DEPTH 4H:1V SIDE SLOPE LAND ED fae2 PROVIDED VOL:5,607 CIF J pZ TOP -- PROPOSED DN ION POND 113 6 5A1 .50 DOC. 90J1 I K O BOTTOM ELEV:5015.00 9A I 1.5'MAX WATER DEPTH 4H:1V SIDE SLOPE � 9B2 � / I I PROVIDED VOL:5.607 CFI I j / gg 1 7A2 PROPOSED DETENTION POND 1A PROPOSED RETENTION POND 10 TOP ELEV:5017.50 v REQUIRED VOL: 13,306 CIF i1 5'MAX WATER DEPTH I- K 16 _ PROVIDED VOL 13,830 CIF C POND 4 III 4H:1V SIDE SLOPE REQUIRED VOLUME:9,386 CF PROVIDED VOL: 12,550 OF ¢ b - PROVIDED VOLUME: 11,950 CIF I I -- : 1217A / — H - - - - � L — / I L BLACKWOOD 1G IF10E 0D 4E }I ROAM l45'__RLO.W_1 T W g s DA #1 _ — BLACKWOOD ROAD — — 3D = = a w 2 N I Z (PHASE 1) GE E I BLQOK 20 _ BLos°�> DA #10REQUIRED VOLUME 5659 OF 2 (P H A S E 2) 0B PROVIDED VOLUME:6,627 OF I/ I - - '•ss e'ss BL C _ �3E IoI�l 3A 4B C — I I , a�^aLUCK 2 4D Scale In Feet CONCRETE N E D— a w 24 STRUCT E A #4 1GO 0 1GO I vi I -- -- -- --10A � I I I L (PHASE 3) 30 30 E Scale In Meters BLOCK 19 I I 1 III a"w a"w aw V I — �I DA #3 I I I III � — — � Fa I L L DA #2 (PH. 3) ,I, 4A PL III I 3 I �jili I I III! I — J — — — — — — I I L — — L — 744 e"w a"w a"w a"w a' e w a"w a"w e'w s'w e'w e"w w a w s'w a e"w 9"ss a"aa 'Sa , 8"ss ` I y 2599.67 269'ST02 M) [S89-57'02"W] 4 I. UNPI ATTFN WIMEGSheet I of I #190390 _� �ALDERJo CRFtEK SU�3DI�',ISION—J BLACKWOOD GROVES SUBDIVISION wee _= w w —�, ALDER CREEK DRIVE w� PROPOSED STORM SEWER PIPE MAP — PH 1-3 =W a RETENTION POND 9 Z p F Z (POND 7 e REQUIRED VOLUME:43,618 CF POND 8A POND 8B LU REQUIRED VOLUME: 10,556 CF ---- LEGEND PROVIDED VOLUME:57,340 OF POND 8C 4 � PROVIDED VOLUME: 12,484 CF REQUIRED VOLUME:5,030 OF REQUIRED VOLUME: 4,726 OF r it 3fn C 6 REQUIRED VOLUME:3,903 OF PROVIDED VOLUME:5,130 OF PROVIDED VOLUME: 5,098 OF'4 57 E] �FIfiA1 PROVIDED VOLUME:3,925 OF 7J3/A/i tr�015rb3e M PROPOSED DRAINAGE BASIN �;' - _ "- -• - •_ - / PROPOSED DRAINAGE SUB-BASIN II - I BF ac ess - - i6ss _ _ _ I Pli -8G Z �) W i P'Pe 9K� 9K 8M 8 I 7H OPEN SPACE - "I L pe ¢ w Pipe-7c2 L=_=_-=J -Pie-sn Pia - eD2 - - P P ' Sax uct Pipe-9F Pipe--9 - W -- \< �� PARK SPACE - _ " ��°'w `..' °'" Pipe-SL2 °"w .� ° 6H- =Pipe -aD °w .- -w °. °o - #7 Pipe- 7c /J CAMBRIDOE DRIVE —Pipe-BE •CAMBRIDGE DRIVE —¢ D \ \�\\\ RIGHT-OF-WAY LOCAL STREET - e P pipe act - Z - = F Pipe Pip 8L Pie-8N is ---- Ir a o� RIGHT-OF-WAY - COLLECTOR STREET 3 aL EI SIN BE JDA # Q Pipe-aX V _ RIGHT-OF-WAY - ALLEYS I{ Pipe- BC / REQUIRED VOLUME'4,624 CF _ ✓ \ t I I POND 6�pipe 7B i I Pipe-SB21 � 7G w I PR V F 9H rm-- _ OVIDED OLUME:4,838 C RIGHT-OF-WAY ANGLED PARKING I -- - -�- - N � Pipe 5B 1' W gP£o ARBOR WAY(ALLEY) z �!?! !L/l0 RESIDENTIAL - LOW TO MEDIUM DENSE Pipe- sE 8K L - - --- Z P pe-7D2 _ 9J .��_ Z -� C W BC- Pipe-88 8D 7F > < , TEMP.VOLUME: 1,9112 DCF _ gg Pipe-7F _- /� d ` °,w .w Pipe-8A REQUIRED VOLUME: 10,650 CF £ /PAP 1/ 6C ,b Pipe-7E w RESIDENTIAL - DENSE T /F °..�SCOTCH PINE LANE °"P e _ 8J�6 =_� PRowol=_D VOLUME: loss cF COMMERCIAL P 5B2 7E Pipe- 9G U Z_ w w w w l 1c SUB-BASIN KEY I � � � � / �+ M 'PIPE-883 ,� a PIPE STUB FROM PHw 1 D• • �+ W / W �� f TO BE ABANDONED I -6B NOTE: ALL CURB CAPACITY f� aI .- - -Pipe-7D CALCULATIONS ARE DONE AT #Q/'1 0 EXISTING �/ I THE END OF THE TOC PATH. D A V�,/ R 9E Pipe-9D2 9G m•p D V _ SB Pipe-SC w p• 7D2 / //� �, I f IL # 8B3 LOCK / / w II SA _ .Pipe-882 ,i,IJ V Pie-7D Stub i i; p Pie-9D Pipe -SA3 / 7 / � 9D L Lam' P' 7A3 Pipe-91 F,- \ / /W °.. w \ / I w i VICTORI STREET °s ..; ° aB a w e w / w I� _ Pipe 9B2 _ /� <I I PROPOSED RETENTOI N POND 1E — Pipe-9A - I Pipe 8821 /// / W ;I iz s TOP ELEV:5013.50 Pipe-9I2 Pipe-9B' Pipe-9C eh /{ a r i BOTTOM ELEV:5012.00 . // \Pipe 1.5' MAX WATER DEPDi 91 ' 4H:1V SIDE SLOPE "I r^ /J 5C PROPOSED CULVERT PROVIDED VOL:5.807 OF 9I2 / ¢ - D A #9 W E Z D #V // fTj\ /_ I✓/I 7� PROPOSED RETENTION POND 1D LL-A LU ) BOTTOM ELEV:5013 001 < 5A2J'.G /V 4 TOP ELEV: i a v II � -7A2 1.5'MAX WATER DEPTH - IJ 1 � F F. - 5A1 � \ \� %"" o}' /� WI PRO y 4H:1V SIDE SLOPE i PROPOSEDWDETENTION POND 10 5A3 �I \ V V "'�� '�' I L— — O 1 96 TOP ELEV.5015.50 � y -� A � I IP / BOTTOM ELEV:5014.00 - Pipe-5A m// 7A1 PP -7A1 I9 /� / / �� �W j- "I W •✓III ---- 1.5'MAX y DIED VOL:SIDE SLOPE / LAND I 3ED BB2 1 // X /// �, / �,/�/,•/��;I lu W W yl �I (�PROVIDED V 5,607 CF PROPOSED DETENTION POND 1B - ���� DOC. 9831 7 I I TOP ELEV:5016.50 � �� L .p BsL OTTOM ELEV:5015.00 9A / p" I 'SA1 Pipe-7A Lot StubI- 1.5'MAX WATER DEPTH 9C — W W I 4H:1V SIDE SLOPE 9B2 .Q: PROVIDED VOL:5,807 CF /(�� �— i PROPOSED DETENTION POND 1A ICI / - PROPOSED RETENTION POND 10 TOP ELEV:5017.50 REQUIRED VOL 13,306 OF C w WI BOTTOM ELEV:5016.00 "PROVIDED VOL: 13.830 OF --- 1.' AT R PTH 0 / / P 4 w 5 MAX W E DE PI a 10E2 POND P G I 4H:1V SIDE SLOPE ¢ REQUIRED VOLUME:9,386 OF I PROVIDED VOL: 50 CF PROVIDED VOLUME: 11 F 0 DED OL. 2,5 — ✓ 0 DED ,950 C Pi - 1H /e P Pipe- 1F ¢ i / PI e- 1G -Pipe- tODit Pie - 10A1 �-. [ Pie-4E q / - - - / - / F" Plpe EXISTING STUB �j�/ p \ _ P'e-3A 1G Pie 1E - -- 1F P _ 10D 4E P KWOOD 1D Pie 1oc BLAC E I(4.5r-3_QW1— ,� :e I Pipe-3D Pipe -4A Pipe-4D 2 N T _ BLACKWOOD ROAD _ _ � PROPOSED W�e :s - � 3D _ -_ fi CULVERT - - _PPe- 18- Pipe- 1A � Pipe 10B' .T Pipe-3C 4C Pipe- 10A Z w—w— Pipe-4C2 _ pe 1 > W W w W 1E W W Pipe WD O OC Pi - 38 Q _— — — -- — �� �� Pipe- 1C POND 3 I w v ® 10B / 'ROVIRED VOLUME: 6,627 CF PROVIDED VOLUME: 6,627 OF ' / Pipe_ 1 D�et�e n D A 10 , , a 1 1 B #, Pipe-Pond 3 Outlet 1 / 3C/ m I I 3A. DA #1 _ 2 Scale In Feet tc, 1( -�� D �' j �, ,100 0 100 /� '- RAIN E # il• _ BL 30 0 30 I' —�� ssa..w e.. rRu E 3E �DA -� L 1 �" Scale In Meters — — — D # ., `i _� „,ca. , _ #3 a" I w - L I N- T - -10A �' W I I I f�• m m II I I I � I � I � aA L 38 77 D L C2 1 1 � I I 3� II I L — / L4 J L_ — - -I L e.,­ w e..W e..iv IMEG Issi 1 o y -- - - 2599.67 269'_57r_02_ M) —..- .. ' Sheet I of I IT #190390 APPENDIX B Pre-Development Drainage Area Calculations DA - EX 1 REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area (ft 2) C *Area Open Land EX 1 0.20 339691 67938 Total 339691 67938 A =Area (acres) 7.80 Storm C= Weighted C Factor 0.20 Return (yrs) Cf 2 to 10 1 2. Calculate T,, (Pre-Development) :11 to 25 1.1 Tc Overland Flow 126 to 50 1.2 Tc= 1.87 (1.1-CCf)D'2/S'/3 151 to 100 1.25 -------------------------- S = Slope of Basin (%) 1.460 C = Rational Method Runoff Coefficient 0.2 Cf= Frequency Adjustment Factor 1 D = Length of Basin (ft) 1773 Tc(Pre-Development) (minutes) 62 3. Calculate Rainfall Intensity(Duration =Pre-Development Tc) i = 0.64x-0" (10-yr Storm, Fig. 1-3, COB Design Standards) x = storm duration (hrs) 1.04 (Tc Pre-Development) i=rainfall intensity(in./hr.) 0.62 4. Calculate Runoff Rate(Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity(in./hr.) 0.62 (calculated above) A=Area (acres) 7.80 (calculated above) Q =Runoff Rate (Pre-Development) (cfs) 0.97 DA - EX2 REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area (ft 2) C *Area Open Land EX 2 0.20 4033738 806748 Total 4033738 806748 A =Area (acres) 92.60 Storm C= Weighted C Factor 0.20 Return (yrs) Cf 2 to 10 1 2. Calculate T,, (Pre-Development) :11 to 25 1.1 Tc Overland Flow 126 to 50 1.2 Tc= 1.87 (1.1-CCf)D'2/S'/3 151 to 100 1.25 -------------------------- S = Slope of Basin (%) 1.490 C = Rational Method Runoff Coefficient 0.2 Cf= Frequency Adjustment Factor 1 D = Length of Basin (ft) 4250 Tc(Pre-Development) (minutes) 96 3. Calculate Rainfall Intensity(Duration =Pre-Development Tc) i = 0.64x-0" (10-yr Storm, Fig. 1-3, COB Design Standards) x = storm duration (hrs) 1.60 (Tc Pre-Development) i=rainfall intensity(in./hr.) 0.47 4. Calculate Runoff Rate(Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity(in./hr.) 0.47 (calculated above) A=Area (acres) 92.60 (calculated above) Q =Runoff Rate (Pre-Development) (cfs) 8.73 DA - EX3 REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area (ft 2) C *Area Open Land EX 3 0.20 238679 47736 Total 238679 47736 A =Area (acres) 5.48 Storm C= Weighted C Factor 0.20 Return (yrs) Cf 2 to 10 1 2. Calculate T,, (Pre-Development) :11 to 25 1.1 Tc Overland Flow 126 to 50 1.2 Tc= 1.87 (1.1-CCf)D'2/S'/3 151 to 100 1.25 -------------------------- S = Slope of Basin (%) 1.820 C = Rational Method Runoff Coefficient 0.2 Cf= Frequency Adjustment Factor 1 D = Length of Basin (ft) 606 Tc(Pre-Development) (minutes) 34 3. Calculate Rainfall Intensity(Duration =Pre-Development Tc) i = 0.64x-0" (10-yr Storm, Fig. 1-3, COB Design Standards) x = storm duration (hrs) 0.57 (Tc Pre-Development) i=rainfall intensity(in./hr.) 0.93 4. Calculate Runoff Rate(Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity(in./hr.) 0.93 (calculated above) A=Area (acres) 5.48 (calculated above) Q =Runoff Rate (Pre-Development) (cfs) 1.02 DA - EX4 REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area (ft 2) C *Area Open Land EX 4 0.20 1709509 341902 Total 1709509 341902 --------------------- ----- A =Area (acres) 39.24 iStorm C= Weighted C Factor 0.20 Return (yrs) Cf 2 to 10 1 2. Calculate T,, (Pre-Development) :11 to 25 1.1 Tc Overland Flow 126 to 50 1.2 Tc= 1.87 (1.1-CCf)D'2/S'/3 151 to 100 1.25 -------------------------- S = Slope of Basin (%) 1.590 C = Rational Method Runoff Coefficient 0.2 Cf= Frequency Adjustment Factor 1 D = Length of Basin (ft) 2345 Tc(Pre-Development) (minutes) 70 3. Calculate Rainfall Intensity(Duration =Pre-Development Tc) i = 0.64x-0" (10-yr Storm, Fig. 1-3, COB Design Standards) x = storm duration (hrs) 1.16 (Tc Pre-Development) i=rainfall intensity(in./hr.) 0.58 4. Calculate Runoff Rate(Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity(in./hr.) 0.58 (calculated above) A=Area (acres) 39.24 (calculated above) Q =Runoff Rate (Pre-Development) (cfs) 4.55 APPENDIX C Post Development Drainage Area Calculations DRAINAGE AREA# 9A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 14613 11106 Residential - Dense 0.75 62824 47118 Total 77437 58224 A =Area (acres) 1.78 C= Weighted C Factor 0.75 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.00 ;Return (yrs) Cf C = Rational Method Runoff Coefficient 0.75 :2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 276 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 8.54 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0144 L = length of gutter(ft) 279 V = mean velocity(ft/s) 3.60 Tc Gutter Flow(minutes) = 1.29 Tc Total= 9.84 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.75 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.48 (25-yr storm) A= area (acres) 1.78 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 3.32 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2is Sl" n = Mannings Coefficient 0.013 A=Area (ft2) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0144 Q= PROVIDED GUTTER CAPACITY(cfs) 4.46 REQ'D PIPE CAPACITY DA 9A+ Pipe 9132 5.32 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9A Project: Blackwood Groves Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S1i2 S= 0.05 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 18.77 22.44 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 913 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 31547 23976 Residential - Dense 0.60 127749 76649 Park 0.20 20901 4180 Total 180197 104805 A =Area (acres) 4.14 C= Weighted C Factor 0.58 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/S,i3 ----------------------------- IStorm S = Slope of Basin (%) 0.75 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.60 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 598 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 22.15 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0083 L = length of gutter(ft) 245 V= mean velocity(ft/s) 2.37 Tc Gutter Flow(minutes) = 1.72 Tc Total= 23.87 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.58 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.41 (25-yr storm) A= area (acres) 4.14 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 3.39 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0083 Q= PROVIDED GUTTER CAPACITY(cfs) 3.39 REQ'D PIPE CAPACITY DA 9B+Pipe 9C 7.69 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9B Project: Blackwood Groves Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh"'S1i2 S= 0.0102 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 8.48 10.14 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9132 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 15281 11614 Residential - Dense 0.60 57621 34573 Total 72902 46186 A =Area (acres) 1.67 C= Weighted C Factor 0.63 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 0.75 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.60 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 210 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 13.12 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0155 L = length of gutter(ft) 370 V = mean velocity(ft/s) 3.24 Tc Gutter Flow(minutes) = 1.91 Tc Total= 15.03 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.63 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.89 (25-yr storm) A= area (acres) 1.67 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.01 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0083 Q= PROVIDED GUTTER CAPACITY(cfs) 3.39 REQ'D PIPE CAPACITY DA 9132 2.01 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9132 Project: Blackwood Groves Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.0265 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/IS1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 13.67 16.34 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9C 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 22307 16953 Commercial 0.95 26505 25180 Residential - Dense 0.75 45055 33791 Total 93867 75924 A =Area (acres) 2.15 C= Weighted C Factor 0.81 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/S,i3 ----------------------------- IStorm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.75 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 304 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 8.97 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0144 L = length of gutter(ft) 165 V= mean velocity(ft/s) 2.92 Tc Gutter Flow(minutes) = 0.94 Tc Total= 9.91 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.81 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.47 (25-yr storm) A= area (acres) 2.15 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 4.31 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)ARzis Sl" n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0144 Q= PROVIDED GUTTER CAPACITY(cfs) 5.80 REQ'D PIPE CAPACITY DA 9C 4.31 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9C Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.67 4.34 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9D 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area Residential - Dense 0.40 11619 4647 OS 0.20 3357 671 ROW - Local 0.76 12697 9649 Total 27672 14968 A =Area (acres) 0.64 C= Weighted C Factor 0.54 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/S,i3 ----------------------------- IStorm S = Slope of Basin (%) 1.50 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.40 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 108 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 11.20 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0075 L = length of gutter(ft) 157 V= mean velocity(ft/s) 2.60 Tc Gutter Flow(minutes) = 1.01 Tc Total= 12.21 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.54 (calculated above) I = 0.78 Tc°b4 in/hr ( ) 2.16 (25-yr storm) A= area (acres) 0.64 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.74 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0075 Q= PROVIDED GUTTER CAPACITY(cfs) 3.22 REQ'D PIPE CAPACITY Pipe 9B + DA 9D 8.43 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9D Project: Blackwood Groves Phase 1 e INPUT D= 18 inches d= 16.88 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh113S112 S= 0.0081 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.72 3.96 0.44 8.53 14.69 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 REQ'D PIPE CAPACITY Pipe 9D + Pipe 91 + Pipe 9A 17.66 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9D2 Project: Blackwood Groves Phase 1 e INPUT D= 21 inches d= 19.70 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S112 S= 0.0055 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 2.34 4.62 0.51 7.79 18.26 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9E 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 21527 16360 Residential - Dense 0.75 102610 76958 Total 124137 93318 A =Area (acres) 2.85 C= Weighted C Factor 0.75 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.75 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 480 :26 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 12.17 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 L = length of gutter(ft) 70 V = mean velocity(ft/s) 3.70 Tc Gutter Flow(minutes) = 0.32 Tc Total= 12.48 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.75 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.13 (25-yr storm) A= area (acres) 2.85 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 4.56 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 Q= PROVIDED GUTTER CAPACITY(cfs) 4.58 REQ'D PIPE CAPACITY Pipe 91D2 + Pipe 9G + DA 9E 23.64 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9E Project: Blackwood Groves Phase 1 e INPUT D= 21 inches d= 19.70 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S112 S= 0.0118 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 2.34 4.62 0.51 11.41 26.74 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9F 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 7859 5973 Total 7859 5973 A =Area (acres) 0.18 C= Weighted C Factor 0.76 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/Sv3 S-toorr m---------------------- ; S = Slope of Basin (%) 2.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.50 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 :11 to 25 1.1 D = Length of Basin (ft) 15 :26 to 50 1.2 51 to 100 1.25 ------------- Tc Overland Flow(minutes) 3.16 ---------------- Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0126 L = length of gutter(ft) 207 V= mean velocity(ft/s) 3.37 Tc Gutter Flow(minutes) = 1.03 Tc Total= 4.19 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.76 (calculated above) I = 0.78 Tc-0.64(in/hr) 4.29 (25-yr storm) A= area (acres) 0.18 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.59 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)ARzis Sl" n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0126 Q= PROVIDED GUTTER CAPACITY(cfs) 4.17 REQ'D PIPE CAPACITY Pipe 9E + DA 9F 24.23 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9F Project: Blackwood Groves Phase 1 e INPUT D= 24 inches d= 22.51 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213SI12 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow, cfs PVC 0.013 3.06 5.28 0.58 8.90 27.23 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9G 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 9046 6875 Park 0.20 4251 850 OS 0.20 13120 2624 Residential - Dense 0.60 35478 21287 Total 61894 31636 A =Area (acres) 1.42 C= Weighted C Factor 0.51 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sfi3 ----------------------------- ;Storm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.60 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft) 270 :26 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 13.52 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 L = length of gutter(ft) 176 V = mean velocity(ft/s) 3.70 Tc Gutter Flow(minutes) = 0.79 Tc Total= 14.31 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.51 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.95 (25-yr storm) A= area (acres) 1.42 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.42 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 Q= PROVIDED GUTTER CAPACITY(cfs) 4.58 REQ'D PIPE CAPACITY DA 9G 1.42 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9G Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S112 S= 0.0183 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 9.79 7.49 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9H 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 17977 13662 Residential - Low-Med 0.35 20009 7003 Total 37985 20665 A =Area (acres) 0.87 C= Weighted C Factor 0.54 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 2.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 97 126 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 10.45 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0180 L = length of gutter(ft) 272 V = mean velocity(ft/s) 4.02 Tc Gutter Flow(minutes) = 1.13 Tc Total= 11.58 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.54 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.24 (25-yr storm) A= area (acres) 0.87 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.06 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)ARzis Sl" n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0180 Q= PROVIDED GUTTER CAPACITY(cfs) 4.99 REQ'D PIPE CAPACITY DA 9H 1.06 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9H Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.0038 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 4.46 3.41 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 91 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 11917 9057 Residential - Dense 0.75 33798 25348 Total 45714 34405 A =Area (acres) 1.05 C= Weighted C Factor 0.75 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.75 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 169 :26 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 5.84 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 L = length of gutter(ft) 194 V = mean velocity(ft/s) 2.12 Tc Gutter Flow(minutes) = 1.53 Tc Total= 7.37 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.75 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.99 (25-yr storm) A= area (acres) 1.05 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.36 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 Q= PROVIDED GUTTER CAPACITY(cfs) 2.63 REQ'D PIPE CAPACITY DA 91 + Pipe 912 3.90 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 91 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213SI12 S= 0.075 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3SI/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow, cfs PVC 0.013 1.20 3.30 0.36 22.99 27.49 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 912 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 35815 25070 Total 35815 25070 A =Area (acres) 0.82 C= Weighted C Factor 0.70 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/Sv3 S-toorr m---------------------- ; S = Slope of Basin (%) 1.50 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.50 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 :11 to 25 1.1 D = Length of Basin (ft) 20 :26 to 50 1.2 51 to 100 1.25 ------------- Tc Overland Flow(minutes) 4.02 ---------------- Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 L = length of gutter(ft) 597 V= mean velocity(ft/s) 2.12 Tc Gutter Flow(minutes) = 4.69 Tc Total= 8.71 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.70 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.68 (25-yr storm) A= area (acres) 0.82 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.54 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 Q= PROVIDED GUTTER CAPACITY(cfs) 2.63 REQ'D PIPE CAPACITY DA 912 1.54 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 912 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Cone, 0.013 DRAINAGE AREA# 91 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 41138 28797 Total 41138 28797 A =Area (acres) 0.94 C= Weighted C Factor 0.70 2.Assume min. Tc(will be designed in Phase 2) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.70 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.94 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.53 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)ARzis S1i2 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P =Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0150 Q= PROVIDED GUTTER CAPACITY(cfs) 4.55 DRAINAGE AREA# 9K 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 5714 4343 Residential - Low-Med 0.35 12487 4370 Total 18201 8713 A =Area (acres) 0.42 C= Weighted C Factor 0.48 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 125 :26 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 13.06 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0060 L = length of gutter(ft) 90 V = mean velocity(ft/s) 2.32 Tc Gutter Flow(minutes) = 0.65 Tc Total= 13.70 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.48 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.01 (25-yr storm) A= area (acres) 0.42 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.40 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)ARzis Sl" n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0060 Q= PROVIDED GUTTER CAPACITY(cfs) 2.88 REQ'D PIPE CAPACITY DA 9K+ Pipe 9H 1.46 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 9k Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Hydraulic Area,ft2 Wetted Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 9L 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area Residential - Dense 0.75 103406 77554 OS 0.20 50963 10193 Total 154369 87747 A =Area (acres) 3.54 C= Weighted C Factor 0.57 2.Assume min. Tc(will be designed during site plan review) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.57 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 3.54 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 7.71 (assuming no carry flow) DRAINAGE AREA# 8A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 36398 27663 ROW -Angled 0.93 20802 19346 Commercial 0.95 43975 41776 Park 0.20 12172 2434 OS 0.20 13111 2622 Residential - Dense 0.40 99407 39763 Total 225866 133604 A =Area (acres) 5.19 C= Weighted C Factor 0.59 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sfi3 1-Storm---------------------- Ior S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.40 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 360 126 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 23.42 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0160 L = length of gutter(ft) 535 V = mean velocity(ft/s) 3.79 Tc Gutter Flow(minutes) = 2.35 Tc Total= 25.77 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.59 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.34 (25-yr storm) A= area (acres) 5.19 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 4.11 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)ARzis Sl" n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0160 Q= PROVIDED GUTTER CAPACITY(cfs) 4.70 REQ'D PIPE CAPACITY DA 8A 4.11 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8A Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.0096 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 7.09 5.42 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 813 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 8489 6452 ROW -Angled 0.93 31758 29535 Total 40247 35987 A =Area (acres) 0.92 C= Weighted C Factor 0.89 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.50 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 23 :26 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 4.31 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0165 L = length of gutter(ft) 985 V = mean velocity(ft/s) 3.85 Tc Gutter Flow(minutes) = 4.26 Tc Total= 8.57 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.89 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.71 (25-yr storm) A= area (acres) 0.92 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.24 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0165 Q= PROVIDED GUTTER CAPACITY(cfs) 4.78 REQ'D PIPE CAPACITY DA 8B + Pipe 8133 + 8132 9.24 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8B Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 S= 0.0085 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 7.74 9.25 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8132 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area Commercial 0.95 81017 76966 Total 81017 76966 A =Area (acres) 1.86 C= Weighted C Factor 0.95 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sv3 S-toorr m---------------------- ; S = Slope of Basin (%) 0.50 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.95 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 :11 to 25 1.1 D = Length of Basin (ft) 595 126 to 50 1.2 �51 to_100 ________ ____ 151 - Tc Overland Flow(minutes) 5.75 Tc Total= (5 min Minimum) 5.75 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.95 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.50 (25-yr storm) A= area (acres) 1.86 (calculated above) IQ= REQUIRED GUTTER CAPACITY(cfs) 6.18 (assuming no carry flow) Curb and gutter will be designed with Block 17 site plan. REQ'D PIPE CAPACITY DA 8132 6.18 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8132 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.0055 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 6.23 7.44 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8133 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area Residential - Dense 0.40 59972 23989 Total 59972 23989 A =Area (acres) 1.38 C= Weighted C Factor 0.40 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sv3 S-toorr m---------------------- ; S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.40 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 :11 to 25 1.1 D = Length of Basin (ft) 313 126 to 50 1.2 �51 to_100 ________ ____ 151 - Tc Overland Flow(minutes) 21.84 Tc Total= 21.84 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.40 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.49 (25-yr storm) A= area (acres) 1.38 (calculated above) (assuming no carry flow) J'I�C�urband gutter will be designed with Block 17 site plan. REQ'D PIPE CAPACITY DA 8133 0.82 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8133 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 S= 0.0055 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 6.23 7.44 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Concl 0.013 DRAINAGE AREA# 8C 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 11853 9008 Residential - Low-Med 0.35 25880 9058 Total 37733 18066 A =Area (acres) 0.87 C= Weighted C Factor 0.48 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 114 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 12.47 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0053 L = length of gutter(ft) 310 V = mean velocity(ft/s) 2.18 Tc Gutter Flow(minutes) = 2.37 Tc Total= 14.84 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.48 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.91 (25-yr storm) A= area (acres) 0.87 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.79 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0053 Q= PROVIDED GUTTER CAPACITY(cfs) 2.71 REQ'D PIPE CAPACITY PIPE 8A + DA 8C 4.90 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8C Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213SI12 IF S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3SIi2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 5.94 7.10 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8D 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 28957 22007 ROW -Alley 0.80 10487 8390 Park 0.20 19843 3969 Residential - Low-Med 0.35 104870 36704 Total 164156 71070 A =Area (acres) 3.77 C= Weighted C Factor 0.43 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sfi3 ----------------------------- ;Storm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 1 11 to 25 1.1 D = Length of Basin (ft) 118 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 14.52 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 L = length of gutter(ft) 615 V= mean velocity(ft/s) 2.12 Tc Gutter Flow(minutes) = 4.83 Tc Total= 19.36 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.43 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.61 (25-yr storm) A= area (acres) 3.77 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.62 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft`) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 Q= PROVIDED GUTTER CAPACITY(cfs) 2.63 REQ'D PIPE CAPACITY DA 8D 2.62 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8D Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Cone 0.013 REQ'D PIPE CAPACITY PIPE 8B + Pipe 8D 11.87 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 81D2 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 18 inches d= 16.88 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.72 3.96 0.44 7.34 12.64 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8E 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 12430 9447 Residential - Low-Med 0.35 22158 7755 Total 34588 17202 A =Area (acres) 0.79 C= Weighted C Factor 0.50 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 116 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 12.58 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0087 L = length of gutter(ft) 141 V = mean velocity(ft/s) 2.80 Tc Gutter Flow(minutes) = 0.84 Tc Total= 13.42 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.50 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.03 (25-yr storm) A= area (acres) 0.79 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.80 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0087 Q= PROVIDED GUTTER CAPACITY(cfs) 3.47 REQ'D PIPE CAPACITY PIPE 8C + DA 8E 5.70 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8E Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh...Sl" S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 5.94 7.10 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8F 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 6521 4956 Residential - Low-Med 0.35 19747 6911 Total 26268 11867 A =Area (acres) 0.60 C= Weighted C Factor 0.45 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 131 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 13.37 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0094 L = length of gutter(ft) 154 V = mean velocity(ft/s) 2.91 Tc Gutter Flow(minutes) = 0.88 Tc Total= 14.25 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.45 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.96 (25-yr storm) A= area (acres) 0.60 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.53 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0094 Q= PROVIDED GUTTER CAPACITY(cfs) 3.60 REQ'D PIPE CAPACITY PIPE 8E + DA 8F 6.24 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8F Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 5.94 7.10 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8G 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 16169 12288 Residential - Low-Med 0.35 48000 16800 Total 64169 29088 A =Area (acres) 1.47 C= Weighted C Factor 0.45 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 133 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 15.42 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 L = length of gutter(ft) 422 V = mean velocity(ft/s) 2.12 Tc Gutter Flow(minutes) = 3.32 Tc Total= 18.74 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.45 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.64 (25-yr storm) A= area (acres) 1.47 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.10 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 Q= PROVIDED GUTTER CAPACITY(cfs) 2.63 REQ'D PIPE CAPACITY PIPE 81D2 + DA 8G 12.97 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8G Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 18 inches d= 16.88 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 IF S= 0.007 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2isS1i2 n=Manning's roughness coefficient Q=V x A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.72 3.96 0.44 7.93 13.66 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8H 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 2300 1748 OS 0.20 4500 900 Total 6800 1748 A =Area (acres) 0.16 C= Weighted C Factor 0.26 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.26 (calculated above) I = 0.78 Tc o.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.16 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.15 (assuming no carry flow) DRAINAGE AREA# 81 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 2548 1937 OS 0.20 4435 887 Total 6983 2824 A =Area (acres) 0.16 C= Weighted C Factor 0.40 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.40 (calculated above) I = 0.78 Tc o.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.16 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.25 (assuming no carry flow) DRAINAGE AREA# 8J 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 16953 12885 Park 0.20 16304 3261 Residential - Dense 0.40 23902 9561 Total 57159 25706 A =Area (acres) 1.31 C= Weighted C Factor 0.45 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/S,i3 ----------------------------- IStorm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.40 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 206 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 17.71 Tc Gutter Flow Tc= LN160 V= (1.486/n)RC3 S n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0165 L = length of gutter(ft) 206 V= mean velocity(ft/s) 3.85 Tc Gutter Flow(minutes) = 0.89 Tc Total= 18.61 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.45 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.65 (25-yr storm) A= area (acres) 1.31 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.97 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0165 Q= PROVIDED GUTTER CAPACITY(cfs) 4.78 REQ'D PIPE CAPACITY DA 8J 0.97 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8J Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 IF S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8K 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 8897 6762 Residential - Low-Med 0.35 15988 5596 Total 24885 12358 A =Area (acres) 0.57 C= Weighted C Factor 0.50 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 105 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 13.70 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0100 L = length of gutter(ft) 204 V = mean velocity(ft/s) 3.00 Tc Gutter Flow(minutes) = 1.13 Tc Total= 14.83 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.50 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.91 (25-yr storm) A= area (acres) 0.57 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.54 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0100 Q= PROVIDED GUTTER CAPACITY(cfs) 3.72 REQ'D PIPE CAPACITY Pipe 8J + DA 8K 1.52 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8K Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 IF S= 0.004 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 5.31 6.35 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8L 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 34076 25898 Park 0.20 4800 960 Residential - Dense 0.40 35468 14187 OS 0.20 3410 682 Total 77755 41727 A =Area (acres) 1.79 C= Weighted C Factor 0.54 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sfi3 ----------------------------- ;Storm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.40 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 174 126 to 50 1.2 51 to 100 1.25 ----------------------------- Tc Overland Flow(minutes) 16.28 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0130 L = length of gutter(ft) 519 V = mean velocity(ft/s) 3.42 Tc Gutter Flow(minutes) = 2.53 Tc Total= 18.81 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.54 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.64 (25-yr storm) A= area (acres) 1.79 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.57 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR"' S"' n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter (ft) 9.23 (0.15' below top of curb) R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0130 Q= PROVIDED GUTTER CAPACITY(cfs) 4.24 REQ'D PIPE CAPACITY DA 8L 1.57 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8L Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh...Sl" IF S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 5.94 7.10 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 REQ'D PIPE CAPACITY Pipe 8L + Pipe 8K+ Pipe 8N 3.36 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 81-2 Project: Blackwood Groves Subdivision Phase 1 0 INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.004 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow, cfs PVC 0.013 1.20 3.30 0.36 5.31 6.35 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8M 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 13224 10051 Residential - Low-Med 0.35 38062 13322 Total 51286 23372 A =Area (acres) 1.18 C= Weighted C Factor 0.46 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 124 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 14.89 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 L = length of gutter(ft) 222 V = mean velocity(ft/s) 2.12 Tc Gutter Flow(minutes) = 1.75 Tc Total= 16.63 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.46 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.77 (25-yr storm) A= area (acres) 1.18 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.95 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 Q= PROVIDED GUTTER CAPACITY(cfs) 2.63 REQ'D PIPE CAPACITY Pipe 8L2 + DA 8M 4.31 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8M Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 IF S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 5.94 7.10 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 8N 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Local 0.76 3580 2721 Residential - Low-Med 0.35 9242 3235 Total 12822 5955 A =Area (acres) 0.29 C= Weighted C Factor 0.46 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 1.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 101 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 13.44 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2' S"` n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 L = length of gutter(ft) 45 V = mean velocity(ft/s) 2.12 Tc Gutter Flow(minutes) = 0.35 Tc Total= 13.79 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.46 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.00 (25-yr storm) A= area (acres) 0.29 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.27 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0050 Q= PROVIDED GUTTER CAPACITY(cfs) 2.63 REQ'D PIPE CAPACITY DA 8N 0.27 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 8N Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 IF S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 6A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW -Alley 0.80 17950 14360 OS 0.20 2253 451 Residential - Dense 0.75 96773 72580 Total 116975 87390 A =Area (acres) 2.69 C= Weighted C Factor 0.75 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/S,i3 ----------------------------- IStorm S = Slope of Basin (%) 2.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.75 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 144 :26 to 50 1.2 51 to 100 1-.25 Tc Overland Flow(minutes) 4.90 ------------------------- --- Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0175 L = length of gutter(ft) 478 V= mean velocity(ft/s) 3.97 Tc Gutter Flow(minutes) = 2.01 Tc Total= 6.91 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.75 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.11 (25-yr storm) A= area (acres) 2.69 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 6.24 (assuming no carry flow) EAlleyurb, gutter and piping to be designed with Phase 3 DRAINAGE AREA# 6B 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 28881 20216 ROW -Angled 0.93 6517 6061 Total 35398 26277 A =Area (acres) 0.81 C= Weighted C Factor 0.74 2. Calculate Tc(Time to Concentration) Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2i3 S112 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0134 L = length of gutter(ft) 828 V= mean velocity(ft/s) 3.47 Tc Gutter Flow(minutes) = 3.98 Tc Total= 3.98 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.74 (calculated above) I = 0.78 Tc-0.64(in/hr) 4.43 (25-yr storm) A= area (acres) 0.81 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.67 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0134 Q= PROVIDED GUTTER CAPACITY(cfs) 4.30 REQ'D PIPE CAPACITY DA 6B 2.67 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 6B Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.60 4.29 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Cone, 0.013 DRAINAGE AREA# 6C 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area OS 0.20 8017 1603 Total 8017 1603 A =Area (acres) 0.18 C= Weighted C Factor 0.20 2. Calculate Tc(Time to Concentration) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.20 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.18 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.14 (assuming no carry flow) DRAINAGE AREA# 7A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft2) C "Area ROW- Collector 0.70 24922 17446 ROW-Angled 0.93 0 0 Commercial 0.95 66184 62875 Total 91107 80321 A =Area (acres) 2.09 C= Weighted C Factor 0.88 2. Assume min. Tc (will be designed in Phase 3) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.88 (calculated above) I = 0.78 Tc-""(in/hr) 3.83 (25-yr storm) A= area (acres) 2.09 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 7.06 (assuming no carry flow) E 7A1, and 7A2 South 11th curb, gutter and additional piping to be designed wit. Runoff values used for sizing downstream pipes in this phase(Phase 1) DRAINAGE AREA# 7A1 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft2) C "Area ROW- Collector 0.70 7059 4941 ROW-Angled 0.93 7320 6808 Commercial 0.95 32448 30826 Total 46827 42575 A =Area (acres) 1.08 C= Weighted C Factor 0.91 2. Assume min. Tc (will be designed in Phase 3) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.91 (calculated above) I = 0.78 Tc-""(in/hr) 3.83 (25-yr storm) A= area (acres) 1.08 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 3.74 (assuming no carry flow) E 7A1, and 7A2 South 11th curb, gutter and additional piping to be designed wit. Runoff values used for sizing downstream pipes in this phase(Phase 1) DRAINAGE AREA# 7A2 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft2) C "Area ROW- Collector 0.70 15676 10973 Total 15676 10973 A =Area (acres) 0.36 C= Weighted C Factor 0.70 2. Assume min. Tc (will be designed in Phase 3) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.70 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.36 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.96 (assuming no carry flow) E 7A1, and 7A2 South 11th curb, gutter and additional piping to be designed. Runoff values used for sizing downstream pipes in this phase(Phase 1) DRAINAGE AREA# 713 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 3550 2485 ROW - Local 0.76 16101 12237 Residential - Dense 0.75 37248 28048 Total 56899 42769 A =Area (acres) 1.31 C= Weighted C Factor 0.75 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 ----------------------------- IStorm S = Slope of Basin (%) 1.50 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.75 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 125 :26 to 50 1.2 51 to 100 1-.25 Tc Overland Flow(minutes) 5.02 ------------------------- --- Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0074 L = length of gutter(ft) 379 V= mean velocity(ft/s) 2.58 Tc Gutter Flow(minutes) = 2.45 Tc Total= 7.47 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.75 (calculated above) I = 0.78 Tc-0.64(in/hr) 2.96 (25-yr storm) A= area (acres) 1.31 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.91 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0074 Q= PROVIDED GUTTER CAPACITY(cfs) 3.20 REQ'D PIPE CAPACITY DA 7B 2.91 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7B Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.02 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 10.23 7.83 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 7C 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 16245 11372 ROW - Local 0.76 13401 10185 Residential - Low-Med 0.35 62558 21895 Total 92204 21556 A =Area (acres) 2.12 C= Weighted C Factor 0.23 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 ----------------------------- IStorm S = Slope of Basin (%) 2.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.35 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 111 to 25 1.1 D = Length of Basin (ft) 123 :26 to 50 1.2 51 to 100 1-.25 Tc Overland Flow(minutes) 11.77 ------------------------- --- Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S1t2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0120 L = length of gutter(ft) 499 V= mean velocity(ft/s) 3.28 Tc Gutter Flow(minutes) = 2.53 Tc Total= 14.30 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.23 (calculated above) I = 0.78 Tc-0.64(in/hr) 1.95 (25-yr storm) A= area (acres) 2.12 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.97 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0120 Q= PROVIDED GUTTER CAPACITY(cfs) 4.07 DRAINAGE AREA# 7D 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW- Collector 0.70 19266 13486 Total 19266 13486 A =Area (acres) 0.44 C= Weighted C Factor 0.70 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/S,i3 S-toorr m---------------------- ; S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.70 :2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 37 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 3.28 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R213 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 L = length of gutter(ft) 396 V= mean velocity (ft/s) 3.70 Tc Gutter Flow(minutes) = 1.79 Tc Total= 5.06 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.70 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.79 (25-yr storm) A= area (acres) 0.44 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.17 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)ARzis S1i2 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P =Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 Q= PROVIDED GUTTER CAPACITY(cfs) 4.58 REQ'D PIPE CAPACITY DA 7D + Pipe 7A2 12.93 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7D Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 21 inches d= 19.70 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARhzi3S'i2 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V x A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 2.34 4.62 0.51 7.43 17.41 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 7132 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C "Area ROW- Collector 0.70 9421 6595 Total 9421 6595 A =Area (acres) 0.22 C= Weighted C Factor 0.70 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 S-toorr m---------------------- ; S = Slope of Basin (%) 1.50 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.70 :2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 33 126 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 3.10 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R213 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 L = length of gutter(ft) 198 V= mean velocity (ft/s) 3.70 Tc Gutter Flow(minutes) = 0.89 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.70 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.22 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.58 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)ARzis S1i2 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P =Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0152 Q= PROVIDED GUTTER CAPACITY(cfs) 4.58 REQ'D PIPE CAPACITY DA 71D2 + Pipe 7D 13.51 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 71D2 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 21 inches d= 19.70 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARhzi3S'i2 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V x A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 2.34 4.62 0.51 8.14 19.07 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 7E 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 6785 4750 ROW - Local 0.76 4125 3135 Total 10911 7885 A =Area (acres) 0.25 C= Weighted C Factor 0.72 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 2.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.50 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 48 126 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 5.66 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S112 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0170 L = length of gutter(ft) 182 V = mean velocity(ft/s) 3.91 Tc Gutter Flow(minutes) = 0.78 Tc Total= 6.43 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.72 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.26 (25-yr storm) A= area (acres) 0.25 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.59 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0170 Q= PROVIDED GUTTER CAPACITY(cfs) 4.85 REQ'D PIPE CAPACITY DA 7E 0.59 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7E Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 7F 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 1075 753 ROW - Local 0.76 3465 2634 Total 4541 3386 A =Area (acres) 0.10 C= Weighted C Factor 0.75 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/S1i3 - tor ---------------------- iSorm S = Slope of Basin (%) 2.00 :Return (yrs) Cf C = Rational Method Runoff Coefficient 0.50 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 20 126 to 50 1.2 I51 to-100------------- - -- 151 - Tc Overland Flow(minutes) 3.65 Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R2/3 S1i2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0040 L = length of gutter(ft) 53 V = mean velocity(ft/s) 1.90 Tc Gutter Flow(minutes) = 0.47 Tc Total= 4.12 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.75 (calculated above) I = 0.78 Tc-"b4 in/hr ( ) 4.33 (25-yr storm) A= area (acres) 0.10 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.34 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0040 Q= PROVIDED GUTTER CAPACITY(cfs) 2.35 REQ'D PIPE CAPACITY PIPE 7E + DA 7F 0.93 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7F Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.005 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 5.12 3.91 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 REQ'D PIPE CAPACITY PIPE 7B + PIPE 7F + PIPE 71D2 17.34 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7F2 Project: Blackwood Groves Subdivision Phase 1 0 INPUT D= 21 inches d= 19.70 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S1i2 S= 0.0086 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2"S"2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 2.34 4.62 0.51 9.74 22.83 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 7G 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW - Collector 0.70 14593 10215 Total 14593 10215 A =Area (acres) 0.34 C= Weighted C Factor 0.70 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/Sv3 S-toorr m---------------------- ; S = Slope of Basin (%) 2.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.50 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 :11 to 25 1.1 D = Length of Basin (ft) 22 126 to 50 1.2 51 to 100 1.25 :----------------------------- Tc Overland Flow(minutes) 3.83 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2/3 S1t2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0135 L = length of gutter(ft) 182 V = mean velocity(ft/s) 3.48 Tc Gutter Flow(minutes) = 0.87 Tc Total= 4.70 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.70 (calculated above) I = 0.78 Tc°b4 in/hr ( ) 3.98 (25-yr storm) A= area (acres) 0.34 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.93 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 9 feet into Drive Aisle Q = (1.486/n)AR2i3 S112 n = Mannings Coefficient 0.013 A=Area (ft) 1.24 (0.15' below top of curb) P = Wetted perimeter(ft) 9.23 (0.15' below top of curb) R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0135 Q= PROVIDED GUTTER CAPACITY(cfs) 4.32 REQ'D PIPE CAPACITY DA 7G 0.93 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7G Project: Blackwood Groves Subdivision Phase 1 0 INPUT D= 12 inches d= 11.26 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh213S112 S= 0.0032 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1i2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 0.77 2.64 0.29 4.09 3.13 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Concl 0.013 REQ'D PIPE CAPACITY PIPE 7F2 + PIPE 7G 18.28 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 7G2 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 21 inches d= 19.70 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh21IS112 S= 0.01 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 2.34 4.62 0.51 10.51 24.62 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Concl 0.013 DRAINAGE AREA# 7H 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area PARK 0.20 21814 4363 ROW - Collector 0.70 5189 3633 Total 27003 7995 A =Area (acres) 0.62 C= Weighted C Factor 0.30 2. Calculate Tc(Time to Concentration) Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.30 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.62 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.70 (assuming no carry flow) DRAINAGE AREA# 5A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C "Area ROW- Local 0.76 10644 8089 ROW- Collector 0.70 1344 941 Commercial 0.95 52952 50305 Total 64940 59335 A =Area (acres) 1.49 C= Weighted C Factor 0.91 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/Sv3 ----------------------------- IStorm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.95 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 170 :26 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 2.44 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R213 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0201 L = length of gutter(ft) 330 V= mean velocity (ft/s) 4.25 Tc Gutter Flow(minutes) = 1.29 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.91 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 1.49 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 5.21 (assuming no carry flow) DA 5A, 5A1, 5A2, and 5A3 Spring Ridge curb, gutter and piping to be designed with Phase 3 REQ'D PIPE CAPACITY DA 5A 5.21 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 5A Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3SIi2 S= 0.0158 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S'12 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 10.55 12.62 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 5A1 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C "Area ROW- Local 0.76 10368 7880 ROW- Collector 0.70 1356 949 Commercial 0.95 14676 13942 Total 26400 22771 A =Area (acres) 0.61 C= Weighted C Factor 0.86 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/Sv3 ----------------------------- IStorm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.95 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 177 :26 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 2.49 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R213 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0201 L = length of gutter(ft) 340 V= mean velocity (ft/s) 4.25 Tc Gutter Flow(minutes) = 1.33 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.86 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.61 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 2.00 (assuming no carry flow) DA 5A, 5A1, 5A2, and 5A3 Spring Ridge curb, gutter and piping to be designed with Phase 3 REQ'D PIPE CAPACITY DA 5A1+Pipe 5A 7.21 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 5A1 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3SIi2 S= 0.0098 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S'12 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 8.31 9.94 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 5A2 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C "Area ROW- Local 0.76 5125 3895 ROW-Angled 0.93 9984 9285 Commercial 0.95 42898 40753 Total 58007 53933 A =Area (acres) 1.33 C= Weighted C Factor 0.93 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D1/2/Sv3 ----------------------------- IStorm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.95 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 187 :26 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 2.56 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R213 S1i2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0172 L = length of gutter(ft) 200 V= mean velocity (ft/s) 3.93 Tc Gutter Flow(minutes) = 0.85 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C =Weighted C Factor 0.93 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 1.33 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 4.74 (assuming no carry flow) DA 5A, 5A1, 5A2, and 5A3 Spring Ridge curb, gutter and piping to be designed with Phase 3 REQ'D PIPE CAPACITY DA 5A2 4.74 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 5A2 Project: Blackwood Groves Subdivision Phase 1 e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3SIi2 S= 0.0068 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S'12 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 6.92 8.28 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 5A3 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C "Area ROW- Local 0.76 4991 3793 Commercial 0.95 18189 17279 Total 23179 21072 A =Area (acres) 0.53 C= Weighted C Factor 0.91 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sfi3 ----------------------------- IStorm S = Slope of Basin (%) 1.00 !Return (yrs) Cf C = Rational Method Runoff Coefficient 0.95 12 to 10 1 Cf= Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft) 187 :26 to 50 1.2 51 to 100 1.25 Tc Overland Flow(minutes) 2.56 ----------------------------- Tc Gutter Flow Tc= L/V/60 V = (1.486/n)R1i3 S'iz n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S = slope (ft/ft) 0.0172 L = length of gutter(ft) 200 V = mean velocity (ft/s) 3.93 Tc Gutter Flow(minutes) = 0.85 Tc Total= 5.00 3. Calculate Flow(Rational Formula) Q = CIA C = Weighted C Factor 0.91 (calculated above) I = 0.78 Tc-0.64(in/hr) 3.83 (25-yr storm) A= area (acres) 0.53 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 1.85 (assuming no carry flow) DA 5A, 5A1, 5A2, and 5A3 Spring Ridge curb, gutter and piping to be designed with Phase 3 REQ'D PIPE CAPACITY DA 5A3 + Pipe 5A2 + Pipe 5A1 13.80 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: PIPE 5A3 Project: Blackwood Groves Subdivision Phase 1 0 INPUT D= 18 inches d= 16.88 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S1/2 S= 0.0077 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.72 3.96 0.44 8.32 14.32 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# 513 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C*Area ROW-Local 0.76 13202 10033 ROW-Angled 0.93 12989 12080 Park 0.20 15270 3054 Residential-Dense 0.75 44174 33131 Total 85636 58298 A =Area(acres) 1.97 C=Weighted C Factor 0.68 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87(1.1-CCf)D1/2/Sv3 ..---------------------------- ;Storm S=Slope of Basin(%) 1.00 :Return(yrs) Cf C= Rational Method Runoff Coefficient 0.75 ;2 to 10 1 Cf=Frequency Adjustment Factor 1.1 11 to 25 1.1 D= Length of Basin(ft) 217 1,26 to 50 1.2 51 to 100 1.25 ---------- Tc Overland Flow(minutes) 7.58 ------------------ Tc Gutter Flow Tc= L/V/60 V=(1.486/n)R2is S1i2 n= Mannings Coefficient 0.013 R= Hydraulic Radius A/P(ft) 0.13 (0.15'below top of curb) S=slope(ft/ft) 0.008 L=length of gutter(ft) 350 V=mean velocity(ft/s) 2.75 Tc Gutter Flow(minutes) = 2.12 Tc Total= 9.70 3. Calculate Flow(Rational Formula) Q=CIA C=Weighted C Factor 0.68 (calculated above) I =0.78 Tc-'.64(in/hr) 2.50 (25-yr storm) A=area(acres) 1.97 (calculated above) Q=REQUIRED GUTTER CAPACITY(cfs) 3.35 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q=(1.486/n)AR213 S1/2 n= Mannings Coefficient 0.013 A=Area(ft) 1.24 (0.15'below top of curb) P=Wetted perimeter(ft) 9.23 (0.15'below top of curb) R= Hydraulic Radius A/P(ft) 0.13 (0.15'below top of curb) S=slope(ft/ft) 0.0084 Q=PROVIDED GUTTER CAPACITY(cfs) 3.41 REQ'D PIPE CAPACITY DA 5B 3.35 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 5B Project: Blackwood Groves Subdivision Phase 3 � e INPUT D= 15 inches d= 14.07 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S111 IF S= 0.0082 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S112 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.20 3.30 0.36 7.60 9.09 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc. 0.013 DRAINAGE AREA# 5132 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C*Area ROW-Local 0.76 5536 4207 ROW-Angled 0.93 0 0 Park 0.20 0 0 Residential-Dense 0.75 0 0 Total 5536 4207 A =Area(acres) 0.13 C=Weighted C Factor 0.76 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87(1.1-CCf)D1/2/Sv3 ..---------------------------- ;Storm S=Slope of Basin(%) 1.00 :Return(yrs) Cf C= Rational Method Runoff Coefficient 0.75 ;2 to 10 1 Cf=Frequency Adjustment Factor 1.1 11 to 25 1.1 D= Length of Basin(ft) 217 1,26 to 50 1.2 51 to 100 1.25 ---------- Tc Overland Flow(minutes) 7.58 ------------------ Tc Gutter Flow Tc= L/V/60 V=(1.486/n)R2is S1i2 n= Mannings Coefficient 0.013 R= Hydraulic Radius A/P(ft) 0.13 (0.15'below top of curb) S=slope(ft/ft) 0.008 L=length of gutter(ft) 350 V=mean velocity(ft/s) 2.75 Tc Gutter Flow(minutes) = 2.12 Tc Total= 9.70 3. Calculate Flow(Rational Formula) Q=CIA C=Weighted C Factor 0.76 (calculated above) I =0.78 Tc-'.64(in/hr) 2.50 (25-yr storm) A=area(acres) 0.13 (calculated above) Q=REQUIRED GUTTER CAPACITY(cfs) 0.24 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q=(1.486/n)AR213 S1/2 n= Mannings Coefficient 0.013 A=Area(ft) 1.24 (0.15'below top of curb) P=Wetted perimeter(ft) 9.23 (0.15'below top of curb) R= Hydraulic Radius A/P(ft) 0.13 (0.15'below top of curb) S=slope(ft/ft) 0.0084 Q=PROVIDED GUTTER CAPACITY(cfs) 3.41 REQ'D PIPE CAPACITY Pipe 5B+DA 5132 3.59 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 5132 Project: Blackwood Groves Subdivision Phase 3 � e INPUT D= 18 inches d= 16.88 inches Mannings Formula d n= 0.009 mannings D 0= 57.7 degrees Q=(1.486/n)ARh2i3S112 IF S= 0.0014 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2i3S112 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.72 3.96 0.44 3.55 6.11 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc. 0.013 DRAINAGE AREA# 5C 1. Calculate Area and Weighted C Factor Contributing Area C Area(ft2) C.Area ROW-Local 0.76 8071 6134 ROW-Angled 0.93 12416 11547 Park 0.20 0 0 Total 20487 17681 A =Area(acres) 0.47 C= Weighted C Factor 0.86 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87(1.1-CC)D'/2 /S1/3 •----------------------------- ;Storm S=Slope of Basin (%) 1.50 :Return (yrs) Cf C= Rational Method Runoff Coefficient 0.20 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D=Length of Basin (ft) 102 :26 to 50 1.2 51 to 100 1.25 ------------------------------- Tc Overland Flow(minutes) 14.52 Tc Gutter Flow Tc= L/V/60 V=(1.486/n)R21I S1/2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P(ft) 0.13 (0.15'below top of curb) S=slope(ft/ft) 0.0200 L= length of gutter(ft) 393 V=mean velocity(ft/s) 4.24 Tc Gutter Flow(minutes) = 1.54 Tc Total= 16.06 3. Calculate Flow(Rational Formula) Q=CIA C=Weighted C Factor 0.86 (calculated above) I =0.78 Tc-0 64(in/hr) 1.81 (25-yr storm) A=area(acres) 0.47 (calculated above) Q= REQUIRED GUTTER CAPACITY(cfs) 0.74 (assuming no carry flow) PROVIDED GUTTER CAPACITY 1. Calculate Gutter Capacity @ 0.15'Below Top of Curb Q=(1.486/n)ARzi3 S'iz n = Mannings Coefficient 0.013 A=Area(ft) 1.24 (0.15'below top of curb) P=Wetted perimeter(ft) 9.23 (0.15'below top of curb) R= Hydraulic Radius A/P(ft) 0.13 (0.15'below top of curb) S=slope(ft/ft) 0.0200 Q= PROVIDED GUTTER CAPACITY(cfs) 5.26 REQ'D PIPE CAPACITY Pipe 5A3+ DA 5C 14.54 cfs MANNING'S EQUATION FOR PIPE FLOW Pipe: Pipe 5C Project: Blackwood Groves Subdivision Phase 3 � e INPUT D= 18 inches d= 16.88 inches Mannings Formula d;: - n= 0.009 mannings D 9= 57.7 degrees Q=(1.486/n)ARh"'S1i2 S= 0.0086 slope in/in R=A/P A=cross sectional area P=wetted perimeter S=slope of channel V=(1.49/n)Rh2/3S1/2 n=Manning's roughness coefficient Q=V X A Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.013 1.72 3.96 0.44 8.79 15.14 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 DRAINAGE AREA# ALDER CREEK SPRING RIDGE AND S. 15TH 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW-Local 0.76 12000 9120 Total 12000 9120 A =Area(acres) 0.28 C= Weighted C Factor 0.76 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sv3 ------------------------------ iStorm S =Slope of Basin (%) 1.00 :Return (yrs) Cf C= Rational Method Runoff Coefficient 0.50 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 ;11 to 25 1.1 D = Length of Basin (ft) 380 :26 to 50 1.2 151 to 100 1.25 Tc Overland Flow(minutes) 20.05 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2i3 S1/2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S =slope (ft/ft) 0.0144 L=length of gutter(ft) 279 V= mean velocity(ft/s) 3.60 Tc Gutter Flow(minutes) = 1.29 Tc Total= 21.34 3. Calculate Flow(Rational Formula) Q=CIA C=Weighted C Factor 0.76 (calculated above) I =0.78 Tc-'14(in/hr) 1.51 (25-yr storm) A=area (acres) 0.28 (calculated above) Q=REQUIRED GUTTER CAPACITY(cfs) 0.32 (assuming no carry flow) 4. Calculate Additional Runoff Volume Q=CIA V=72000 C=Weighted C Factor 0.76 1 = intensity(in/hr) 0.41 (10 yr, 2hr storm) A=Area (acres) 0.28 Q= runoff(cfs) 0.09 V= REQUIRED VOL(ft") 618 DRAINAGE AREA# ALDER CREEK S. 11TH 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW-Collector 0.70 5386 3770 Total 5386 3770 A =Area(acres) 0.12 C= Weighted C Factor 0.70 2. Calculate Tc(Time to Concentration) Tc Overland Flow Tc= 1.87 (1.1-CCf)D'/2/Sv3 ------------------------------ iStorm S =Slope of Basin (%) 1.00 :Return (yrs) Cf C= Rational Method Runoff Coefficient 0.50 ;2 to 10 1 Cf= Frequency Adjustment Factor 1.1 :11 to 25 1.1 D = Length of Basin (ft) 380 :26 to 50 1.2 151 to 100 1.25 Tc Overland Flow(minutes) 20.05 Tc Gutter Flow Tc= L/V/60 V= (1.486/n)R2i3 S1/2 n = Mannings Coefficient 0.013 R= Hydraulic Radius A/P (ft) 0.13 (0.15' below top of curb) S =slope (ft/ft) 0.0144 L=length of gutter(ft) 279 V= mean velocity(ft/s) 3.60 Tc Gutter Flow(minutes) = 1.29 Tc Total= 21.34 3. Calculate Flow(Rational Formula) Q=CIA C=Weighted C Factor 0.70 (calculated above) I =0.78 Tc-'14(in/hr) 1.51 (25-yr storm) A=area (acres) 0.12 (calculated above) Q=REQUIRED GUTTER CAPACITY(cfs) 0.13 (assuming no carry flow) 4. Calculate Additional Runoff Volume Q=CIA V=72000 C=Weighted C Factor 0.70 1 = intensity(in/hr) 0.41 (10 yr, 2hr storm) A=Area (acres) 0.12 Q= runoff(cfs) 0.04 V= REQUIRED VOL(ft") 255 APPENDIX D Pond Sizing Calculations POND 5 - Temporary Retention REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area (ft 2) C *Area ROW - Local 5 0.76 26808 20441 Total 26808 20441 A =Area (acres) 0.62 C= Weighted C Factor 0.76 2. Calculate Required Volume Q = CIA V=7200Q C =Weighted C Factor 0.62 1 = intensity(in/hr) 0.41 (10 yr, 2hr storm) A=Area (acres) 0.62 Q = runoff(cfs) 0.16 V= REQUIRED VOL (fts) 1118 Check the half inch requirement (per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Area#2 Contributing Area Area (ft2) Hardscape 20,106 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume(RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV = [P*R *A]/12 P=Water quality rainfall depth 0.50 Inches R =Dimensionless runoff coefficient 0.73 0.05 + 0.9*1 1 = Percent impervious cover(decimal) 0.75 decimal A=Entire drainage area 0.62 acres RRV=Runoff Reduction Volume 0.019 acre-ft RRV=Runoff Reduction Volume 810 cubic feet Because the runoff volume from the 10-yr, 2-hr storm (for flood control) is greater than the runoff volume produced by the half inch rainfall (for water quality) the temporary retention facility is sized to handle the larger volume (1,118 cf). Temporary Retention Pond A NORTH 100 FT OF AVENUE A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C *Area ROW- Local 0.76 6816 5180 Total 6816 5180 A =Area (acres) 0.16 C= Weighted C Factor 0.76 2. Calculate Required Volume Q = CIA V=7200Q C =Weighted C Factor 0.76 1 = intensity(in/hr) 0.41 (10 yr, 2hr storm) A=Area (acres) 0.16 Q = runoff(cfs) 0.05 V= REQUIRED VOL (ft') 351 Check the half inch requirement (per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Area #2 Contributing Area Area (ft2) Hardscape 5,089 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume(RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV = [P*R *A]/12 P=Water quality rainfall depth 0.50 Inches R = Dimensionless runoff coefficient 0.72 0.05 + 0.9*1 1 =Percent impervious cover(decimal) 0.75 decimal A=Entire drainage area 0.16 acres RRV=Runoff Reduction Volume 0.005 acre-ft RRV=Runoff Reduction Volume 205 cubic feet Because the runoff volume from the 10-yr, 2-hr storm (for flood control) is greater than the runoff volume produced by the half inch rainfall (for water quality) the temporary retention facility is sized to handle the larger volume (351 cf). POND 6 - DETENTION REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area (ftz) C *Area ROW-Collector 6B 0.70 28881 20216 ROW-Angled 6B 0.93 7349 6834 ROW-Alley 6A 0.80 17950 14360 OS 6C 0.20 8016 1603 OS 6A 0.20 2253 451 Residential - Dense 6A 0.75 96773 72580 Total 161222 116044 A =Area (acres) 3.70 C= Weighted C Factor 0.72 2. Pre-Development Conditions Pre-Development Drainage Area Name = EX 4 Pre-Development Drainage Area Size = 39.24 (acres) Pre Development Tc= 70 (minutes) Pre-Development Runoff Rate (Total)= 4.55 (cfs) Pre-Development Runoff Rate (Pond 3) = 0.65 (cfs) Pre-Development Runoff Rate (Pond 4) = 1.00 (cfs) Pre-Development Runoff Rate (Pond 6)= 1.00 (cfs) Pre-Development Runoff Rate (Pond 7) = 1.90 (cfs) Pre-Development Runoff Rate (Total)= 4.55 (cfs) 5. Calculate Required Pond Volume Total Area (acres) = 3.70 acres Weighted C = 0.72 Discharge Rate (cfs) = 0.65 cfs (Equal to Pre-Development Runoff Rate) Intensity Runoff Release Required Duration(min) Duration(hrs) (in/hr) Oir, (cfs) Volume Volume Storage ft 49.00 0.82 0.73 1.94 5718 897 4820.87 50.00 0.83 0.72 1.92 5758 936 4822.45 51.00 0.85 0.71 1.89 5798 975 4823.50 52.00 0.87 0.70 1.87 5838 1014 4824.04 53.00 0.88 0.69 1.85 5877 1053 4824.09 54.00 0.90 0.69 1.83 5916 1092 4823.67 55.00 0.92 0.68 1.80 5954 1131 4822.78 56.00 0.93 0.67 1.78 5991 1170 4821.45 57.00 0.95 0.66 1.76 6029 1209 4819.68 58.00 0.97 0.65 1.74 6065 1248 4817.49 PROVIDED VOLUME ft3 4,838 OUTLET STRUCTURE SLOT Q=CLH Q = Discharge (cfs) 0.65 C =Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.5 L = Horizontal Length (ft) 0.11 L = Slot Width (inches) 1.3 Check the half inch requirement(per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft2) Hardscape 111,733 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume(RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV = [P-R *A]/12 P=Water quality rainfall depth 0.50 inches Rv= Dimensionless runoff coefficient 0.67 0.05 + 0.9*1 1 =Percent impervious cover(decimal) 0.69 decimal A=Entire drainage area 3.70 acres RRV=Runoff Reduction Volume 0.104 acre-ft RRV=Runoff Reduction Volume 4526 cubic feet POND 7-DETENTION REQUIRED VOLUME 1.Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area(ft2) C`Area ROW-Collector 7A 0.70 24922 17446 ROW-Angled 7A1 0.93 7320 6808 Commercial 7A 0.95 66184 62875 Commercial 7A1 0.95 32448 30826 ROW-Collector 7A1 0.70 7059 4941 ROW-Collector 7A2 0.70 15676 10973 ROW-Collector 7B 0.70 3550 2485 ROW-Local 7B 0.76 16101 12237 Residential-Dense 7B 0.75 37248 27936 ROW-Collector 7C 0.70 16245 11372 ROW-Local 7C 0.76 13401 10185 Residential-Low-Med 7C 0.35 62558 21895 ROW-Collector 7D 0.70 19266 13486 ROW-Collector 7D2 0.70 9421 6595 ROW-Collector 7E 0.70 6785 4750 ROW-Local 7E 0.76 4125 3135 ROW-Collector 7F 0.70 1075 753 ROW-Local 7F 0.76 3465 2634 ROW-Collector 7G 0.70 14593 10215 ROW-Collector 7H 0.70 5189 3633 Park 7H 0.20 21814 4363 Total 388448 269541 A=Area(acres) 8.92 C=Weighted C Factor 0.69 2.Pre-Development Conditions Pre-Development Drainage Area Name= EX 4 Pre-Development Drainage Area Size= 39.24 (acres) Pre Development T.= 70 (minutes) Pre-Development Runoff Rate(Total)= 4.55 (cfs) Pre-Development Runoff Rate(Pond 3)= 0.65 (cfs) Pre-Development Runoff Rate(Pond 4)= 1.00 (cfs) Pre-Development Runoff Rate(Pond 6)= 1.00 (cfs) Pre-Development Runoff Rate(Pond 7)= 1.90 (cfs) Pre-Development Runoff Rate(Total)= 4.55 (cfs) 5.Calculate Required Pond Volume Total Area(acres)= 8.92 acres Weighted C= 0.69 Discharge Rate(cfs)= 1.90 cfs(Equal to Pre-Development Runoff Rate) Intensity Runoff Release Required Duration(min) Duration(hrs) (in/hr) Qi�(cfs) Volume Volume Storage ft 33 0.55 0.94 5.84 11,565 1,026 10,539 34 0.57 0.93 5.73 11,686 1,140 10,546 35 0.58 0.91 5.62 11,806 1,254 10,552 36 0.60 0.89 5.52 11,923 1,368 10,555 37 0.62 0.88 5.42 12,038 1,482 10,556 38 0.63 0.86 5.33 12,150 1,596 10,554 39 0.65 0.85 5.24 12,261 1,710 10,551 40 0.67 0.83 5.15 12,371 1,824 10,547 41 0.68 0.82 5.07 12,478 1,938 10,540 42 0.70 0.81 4.99 12,584 2,052 10,532 PROVIDED VOLUME(ft3) 12,484 OUTLET STRUCTURE SLOT Q=CLH Q = Discharge (cfs) 1.90 C =Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.35 L = Horizontal Length (ft) 0.36 L = Slot Width (inches) 4.4 Check the half inch requirement(per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft2) Hardscape 255,802 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume(RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV = [P-R *A]/12 P=Water quality rainfall depth 0.50 inches Rv= Dimensionless runoff coefficient 0.64 0.05 + 0.9*1 1 =Percent impervious cover(decimal) 0.66 decimal A=Entire drainage area 8.92 acres RRV=Runoff Reduction Volume 0.239 acre-ft RRV=Runoff Reduction Volume 10402 cubic feet POND 8A- DETENTION REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area(ftz) C"Area ROW-Local 8A 0.76 36398 27754 ROW-Angled 8A 0.93 20802 19346 Residential-Dense(Reduced C) 8A 0.40 99407 39763 Commercial 8A 0.95 43975 41776 Park 8A 0.20 12172 2434 OS 8A 0.20 13111 2622 ROW-Local 8C 0.76 11853 9008 Residential-Low-Med 8C 0.35 25880 9058 ROW-Local 8E 0.76 12430 9447 Residential-Low-Med 8E 0.35 22158 7755 Residential-Low-Med 8F 0.35 19747 6911 ROW-Local 8F 0.76 6521 4956 ROW-Local 8H 0.76 2300 1748 OS 8H 0.20 4500 900 Total 331254 183479 A=Area(acres) 7.60 C=Weighted C Factor 0.55 2.Pre-Development Conditions Pre-Development Drainage Area Name= EX 2 Pre-Development Drainage Area Size= 92.60 (acres) Pre Development T,= 96 (minutes) Pre-Development Runoff Rate(Total)= 8.73 (cfs) Pre-Development Runoff Rate(Pond 8A)= 1.88 (cfs) Pre-Development Runoff Rate(Pond 8C)= 1.26 (cfs) Pre-Development Runoff Rate(Pond 8B)= 4.94 (cfs) Pre-Development Runoff Rate(Total)= 8.08 (cfs) 5. Calculate Required Pond Volume Total Area(acres)= 7.60 acres Weighted C= 0.55 Discharge Rate(cfs)= 1.88 cfs(Equal to Pre-Development Runoff Rate) Intensity Runoff Release Required Duration(min) Duration(hrs) (in/hr) Qin(cfs) Volume Volume Storage ft 17 0.28 1 6 6,241 1,241 5,001 18 0.30 1 6 6,368 1,354 5,014 19 0.32 1 6 6,489 1,466 5,023 20 0.33 1 6 6,607 1,579 5,028 21 0.35 1 5 6,721 1,692 r 5,029 22 0.37 1 5 6,831 1,805 5,026 23 0.38 1 5 6,938 1,918 5,020 24 0.40 1 5 7,042 2,030 5,012 25 0.42 1 5 7,143 2,143 5,000 26 0.43 1 5 7,242 2,256 4,986 PROVIDED VOLUME(ft) 5,130 OUTLET STRUCTURE SLOT Q=CLH Q= Discharge(cfs) 1.88 C=Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.5 L= Horizontal Length (ft) 0.31 L =Slot Width(inches) 3.7 Check the half inch requirement(per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft2) Hardscape 156,304 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume(RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV= [P-R -A]/12 P=Water quality rainfall depth 0.50 Inches R =Dimensionless runoff coefficient 0.475 0.05+0.9'1 1=Percent impervious cover(decimal) 0.472 decimal A=Entire drainage area 7.60 acres RRV=Runoff Reduction Volume 0.150 acre-ft RRV=Runoff Reduction Volume 4586 cubic feet POND 8B - DETENTION REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area(ft2) C*Area ROW-Angled 8B 0.93 31758 29535 ROW-Local 8B 0.76 8489 6452 Commercial 8132 0.95 81017 76966 Residential-Dense 8133 0.40 59972 23989 ROW-Local 8D 0.76 28957 22007 ROW-Alley 8D 0.80 10487 8390 Residential-Low-Med 8D 0.35 104870 36704 ROW-Local 8G 0.76 16169 12288 Residential-Low-Med 8G 0.35 48000 16800 ROW-Local 81 0.76 2548 1937 OS 81 0.20 4435 887 Total 396702 235955 A =Area(acres) 9.11 C= Weighted C Factor 0.59 2. Pre-Development Conditions Pre-Development Drainage Area Name= EX 2 Pre-Development Drainage Area Size= 92.60 (acres) Pre Development T,= 96 (minutes) Pre-Development Runoff Rate(Total)= 8.73 (cfs) Pre-Development Runoff Rate(Pond 813)= 4.94 (cfs) Pre-Development Runoff Rate(Pond 8C)= 1.26 (cfs) Pre-Development Runoff Rate(Pond 8A)= 1.88 (cfs) Pre-Development Runoff Rate(Total)= 8.08 (cfs) 5. Calculate Required Pond Volume Total Area(acres)= 9.11 acres Weighted C= 0.59 Discharge Rate(cfs)= 4.94 cfs(Equal to Pre-Development Runoff Rate) Intensity Runoff Release Required Duration(min) Duration(hrs) (in/hr) Q (cfs) Volume Volume Storage ft 3 0.05 4 24 4,374 0 4,374 4 0.07 4 20 4,837 296 4,541 5 0.08 3 17 5,230 593 4,637 6 0.10 3 15 5,575 889 4,686 7 0.12 3 14 5,884 1,186 4,698 8 0.13 2 13 6,165 1,482 4,683 9 0.15 2 12 6,425 1,778 4,646 10 0.17 2 11 6,666 2,075 4,591 11 0.18 2 10 6,892 2,371 4,521 12 0.20 2 10 7,105 2,668 4,438 PROVIDED VOLUME ft3 5,098 OUTLET STRUCTURE SLOT Q=CLH Q = Discharge (cfs) 4.94 C =Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.5 L = Horizontal Length (ft) 0.81 L = Slot Width (inches) 9.7 Check the half inch requirement(per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft2) Hardscape* 111,810 *Excludes 8B2 and 8B3 Areas 112"of Runoff for Block 17, Block 12 will be handled on each site during the site plan process 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume[RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV = [P-R *A]/12 P=Water quality rainfall depth 0.50 Inches R = Dimensionless runoff coefficient 0.44 0.05 + 0.9*1 1 =Percent impervious cover(decimal) 0.44 decimal A=Entire drainage area 5.87 acres RRV=Runoff Reduction Volume 0.108 acre-ft RRV=Runoff Reduction Volume 4726 cubic feet POND 8C - DETENTION REQUIRED VOLUME 1. Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area(ftz) C"Area Park 8J 0.20 16304 3261 Residential-Dense(Reduced C) 8J 0.40 23902 9561 Residential ROW-Local 8J 0.76 16953 12885 Residential-Low-Med 8K 0.35 15988 5596 ROW-Local 8K 0.76 8897 6762 Residential-Low-Med 8L 0.35 21604 7561 Residential-Dense(Reduced C) 8L 0.40 35468 14187 Residential Park 8L 0.20 4800 960 OS 8L 0.20 3410 682 ROW-Local 8L 0.76 34076 25898 Residential-Low-Med 8M 0.35 38062 13322 ROW-Local 8M 0.76 13224 10051 Park 8M 0.20 6000 1200 Residential-Low-Med 8N 0.35 9242 3235 ROW-Local 8N 0.76 3580 2721 Total 251511 117880 A=Area(acres) 5.77 C=Weighted C Factor 0.47 2.Pre-Development Conditions Pre-Development Drainage Area Name= EX 2 Pre-Development Drainage Area Size= 92.60 (acres) Pre Development T,= 96 (minutes) Pre-Development Runoff Rate(Total)= 8.73 (cfs) Pre-Development Runoff Rate(Pond 8C)= 1.26 (cfs) Pre-Development Runoff Rate(Pond 8A)= 1.88 (cfs) Pre-Development Runoff Rate(Pond 8B)= 4.94 (cfs) Pre-Development Runoff Rate(Total)= 8.08 (cfs) 5. Calculate Required Pond Volume Total Area(acres)= 5.77 acres Weighted C= 0.47 Discharge Rate(cfs)= 1.26 cfs(Equal to Pre-Development Runoff Rate) Intensity Runoff Release Required Duration(min) Duration(hrs) (in/hr) Qin(cfs) Volume Volume Storage ft 15 0.25 2 4 3,838 227 3,611 16 0.27 2 4 3,926 302 3,623 17 0.28 1 4 4,010 378 3,632 18 0.30 1 4 4,091 454 3,637 19 0.32 1 4 4,169 529 3,640 20 0.33 1 4 4,245 605 3,640 21 0.35 1 3 4,318 680 3,637 22 0.37 1 3 4,389 756 3,633 23 0.38 1 3 4,457 832 3,626 24 0.40 1 3 4,524 907 3,617 PROVIDED VOLUME ft3 3,925 OUTLET STRUCTURE SLOT Q=CLH Q = Discharge (cfs) 1.26 C =Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.5 L = Horizontal Length (ft) 0.21 L =Slot Width (inches) 2.5 Check the half inch requirement (per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft Z) Hardscape 90,103 2. Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume(RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV = [P-R *A]/12 P=Water quality rainfall depth 0.50 inches Rv=Dimensionless runoff coefficient 0.37 0.05 + 0.9*1 1 = Percent impervious cover(decimal) 0.36 decimal A=Entire drainage area 5.77 acres RRV=Runoff Reduction Volume 0.090 acre-ft RRV=Runoff Reduction Volume 3903 cubic feet POND 9-RETENTION REQUIRED VOLUME 1.Calculate Area and Weighted C Factor(Post-Development) Contributing Area DA C Area(ft2) C*Area ROW-Local 9A 0.76 14613 11106 Residential-Dense 9A 0.75 88780 66585 ROW-Local 96 0.76 31547 23976 Park 913 0.20 20901 4180 Residential-Dense 913 0.75 114817 86112 Residential-Dense 9132 0.60 70554 42332 ROW-Local 9132 0.76 15281 11614 ROW-Local 9C 0.76 22307 16953 Commercial 9C 0.95 26505 25180 Residential-Dense(Reduced C) 9C 0.40 45055 18022 ROW-Local 9D 0.76 12697 9649 Residential-Dense 9D 0.40 11619 4647 OS 9D 0.20 3357 671 ROW-Local 9E 0.76 21527 16360 Residential-Dense 9E 0.75 102610 76958 ROW-Local 9F 0.76 7859 5973 ROW-Local 9G 0.76 9046 6875 OS 9G 0.20 13120 2624 Park 9G 0.20 4251 850 Residential-Dense 9G 0.75 35478 26609 ROW-Local 9H 0.76 17977 13662 Residential-Low-Med 9H 0.35 20009 7003 ROW-Local 91 0.76 11917 9057 Residential-Dense 91 0.75 41833 31375 ROW-Collector 912 0.70 0 0 ROW-Collector 91 0.70 41138 28797 ROW-Local 9K 0.76 5714 4343 Residential-Low-Med 9K 0.35 12487 4370 Residential-Dense 91- 0.75 103406 77554 OS 9L 0.20 50963 10193 Total 977365 643630 A=Area(acres) 22.44 C=Weighted C Factor 0.66 2.Calculate Required Volume Q=CIA V=7200Q C=Weighted C Factor 0.661 1=intensity(in/hr) 0.41 (10 yr,2hr storm) A=Area(acres) Q=runoff(cfs) V=REQUIRED VOL(ft) 43618 V=PROVIDED VOL(ft') 57340 Check the half inch requirement(per DSSP II.A.4) 1.Determine Area of Hardscape within Drainage Basin Contributing Area Area(ft2) Hardscape 597,543 2.Calculate 112"runoff volume over hardscape (aka Runoff Reduction Volume[RRV]as calculated in Montana Post- Construction Storwater BMP Manual-Equation 3-1) RRV=[P*R*A]/l2 P=Water quality rainfall depth 0.50 inches R,=Dimensionless runoff coefficient 0.60 0.05+0.9*1 1=Percent impervious cover(decimal) 0.61 decimal A=Entire drainage area 22.44 acres RRV=Runoff Reduction Volume 0.561 acre-ft RRV=Runoff Reduction Volume 24444 cubic feet APPENDIX E Groundwater Monitoring Results A409TORM W&L LOCATION MAP LOT 1, BLOCK 2, 1I MINOR SUBDIVISION NO. 494 '; Or1 W [S89'45'00"E] ~¢ I [�89'44'574] g-�1 — I 41 1300.25 090'15'00" (M) 0"I 13 7.8 0' 5' 3" (M) w a } V/ MW-5 \ -- MW-6 \\1 MW-13 // /' MW/14 — }}� CAMBRIDGE DRIVE _ (60,RR.O.W.) ID N = MW \\ \\ ��MW-7 ' —\\ \��\ —/MW-12 MW-15 /� M T � � CID / 1 04 N / / ` LAND RIBED INc=i \ - \ _� DOC.SNNO. 2 M �279831 Ju. r J s 2 / 5015 O MW-8 \\ \ MW-11 \` MW-16 MW-19 5015 / BLACKWOOD 23 24 5020 / Scale In Feet N L0 250 0 250 w - \` - - 5020 N� � N O _\\ MW-2 \` / '—� '�^ MW-9r �— MW-10 MW-17 �------ Scale In Meters Iz \\ -` \ Mw-18 Q Contour Intervals: > Foot Z I (0 o o co co 0 v a 2599.67 269'57'02" (M) I OC H Engineering and Surveying Inc. [S89'57'02"W] UNPLATTED 1091 Swnerdge Drive•Bozeman,MT 59718 Phone 1406)587-1115•Fax(406)587-9768 vwww.chengineers.com•info@chengineers.com Sheet I of 1 #190390 lc Monitor Well Data Project Number: 190390 Pro ect En ineer: E Project: South Bozeman Groundwater Monitoring Project Location: South Bozeman Gallatin County,MT Well Information: bgs=below ground surface a s=above ground surface Well ID MW-1 MW-2 MW-3 MW-4 MW-5 MW-6 MW-7 MW-8 MW-9 MW-10 MW-11 MW-12 MW-13 MW-14 MW-15 MW-16 MW-17 MW-18 MW-19 MW-20 Well Depth feet-b s Top of Well feet-a s 3.83 3.00 3.08 3.67 1.50 2.42 2.08 3.58 2.92 2.92 3.83 2.92 3.92 3.58 4.08 3.00 3.92 3.50 3.58 2.92 Ground Elevation Groundwater Information: Date Depth to Ground Water(feet-bgs) MW-1 MW-2 MW-3 MW-4 MW-5 MW-6 MW-7 MW-8 MW-9 MW-10 MW-11 MW-12 MW-13 MW-14 MW-15 MW-16 MW-17 MW-18 MW-19 MW-20 5.10.19 3.34 3.05 3.02 2.78 3.45 1.58 4.24 4.27 2.55 4.13 3.99 4.36 2.25 2.27 2.26 5.50 2.71 2.20 2.97 2.38 5.20.19 3.47 3.18 3.11 2.85 3.49 1.50 4.42 4.42 2.64 4.34 4.31 4.78 2.50 2.32 2.60 6.10 2.85 2.42 3.40 2.77 5.24.19 3.57 3.23 3.13 2.94 4.10 1.64 4.53 4.53 2.67 4.45 4.36 4.90 2.54 2.39 2.65 6.21 2.92 2.74 3.74 2.96 5.31.19 3.75 3.42 3.26 3.18 3.74 1.88 4.72 4.70 2.80 4.59 4.50 5.16 2.84 2.54 2.84 6.32 3.18 3.14 4.07 3.19 6.10.19 3.78 3.63 3.36 3.35 3.81 1.94 4.90 4.98 2.99 4.86 4.56 5.31 3.16 2.83 3.23 DRY 3.79 3.68 4.31 3.49 6.17.19 3.76 3.65 3.41 3.43 3.76 1.91 4.94 5.11 3.09 4.98 4.68 5.48 3.25 2.79 3.30 DRY 4.17 3.91 4.51 3.56 6.20.19 3.94 3.82 3.52 3.45 3.83 2.00 4.90 5.23 3.27 5.08 4.82 5.60 3.42 2.88 3.37 DRY 4.29 4.05 4.67 3.59 6.28.19 3.90 3.68 3.38 3.31 3.75 1.94 4.85 4.93 3.08 5.02 4.86 5.66 3.37 2.88 3.20 DRY 4.22 4.11 4.80 3.48 7.12.19 4.00 3.87 3.55 3.60 4.01 2.24 5.11 5.23 3.44 5.18 4.82 5.65 3.54 3.13 3.46 DRY 4.59 4.31 4.87 3.80 7.26.19 4.09 3.52 3.34 3.33 3.81 2.09 5.06 5.03 3.11 4.99 5.42 5.08 3.34 2.89 3.37 DRY 4.59 4.41 4.47 3.60 8.9.19 4.14 4.09 3.69 3.72 3.92 2.34 5.24 5.42 3.69 5.39 4.95 5.78 3.73 3.34 3.69 DRY 4.87 4.65 5.03 3.89 8.23.19 4.16 4.38 4.13 4.01 4.12 2.49 5.43 5.70 4.06 5.99 5.27 6.24 4.20 3.79 3.99 DRY 5.29 5.19 5.63 4.07 3.24.20 ICE 2.50 2.49 2.03 ICE 0.93 3.43 3.60 2.39 ICE 3.69 3.88 1.38 1.47 1.82 4.04 2.27 0.96 2.07 2.01 4.6.20 1.99 1.95 2.16 1.64 3.00 0.63 3.04 3.29 2.19 3.08 3.07 3.33 0.72 0.72 0.87 3.57 2.10 0.60 1.67 1.28 4.10.20 2.65 2.25 2.37 1.93 3.35 1.03 3.14 3.47 2.29 3.26 3.29 3.60 1.18 1.62 1.57 3.60 2.30 1.20 2.19 1.45 4.17.20 2.94 2.50 2.53 2.17 1.90 1.54 3.32 3.68 2.33 3.53 3.63 3.83 1.56 1.53 1.86 4.13 2.40 1.45 2.47 1.86 4.24.20 3.27 2.97 2.84 2.64 2.35 1.42 3.72 4.30 2.48 3.95 3.92 4.23 2.00 1.67 2.13 4.52 2.68 2.04 3.07 2.38 5.1.20 3.47 3.20 3.00 2.85 2.50 1.52 3.94 4.38 2.59 4.23 4.17 4.61 2.30 2.29 2.42 4.97 2.81 2.55 3.42 2.70 5.8.20 3.57 3.28 3.10 2.98 2.60 1.68 4.13 4.52 2.65 4.39 4.37 4.88 2.53 2.35 2.64 DRY 2.91 2.92 3.85 2.93 5.15.20 3.68 3.38 3.21 3.10 2.70 1.74 4.29 4.68 2.70 4.54 4.57 5.10 2.73 2.43 2.81 DRY 3.12 3.30 4.13 3.17 5.22.20 3.79 3.51 3.32 3.20 2.66 1.89 4.51 4.79 2.81 4.71 4.74 5.32 2.93 2.60 2.97 DRY 3.47 3.56 4.37 3.33 5.29.20 3.92 3.63 3.51 3.38 2.79 1.95 4.79 4.90 2.92 4.89 4.78 5.49 3.08 2.63 3.08 DRY 3.73 4.09 4.57 3.59 Appendix E Preliminary Geotech Report s Civil • Geotechnical • Water Resources • Land Surveying • Construction Services s Corporate Office ALLIED c 32 Discovery Drive ENGINEERING ° Bozeman,Montana 59718 SERVICES,INC. Ph: (406)582-0221 elseProle°��• Fax: (406)582-5770 November 17, 2023 Chris Rossman Fourth Avenue Capital 2800 15Y Ave., Suite 220 Seattle, WA 98121 e-mail: chris@fourthavecapital.com (Sent via email only) Re: Preliminary Geotechnical Report Blocks 1 and 13, Blackwood Groves Sub.—Bozeman, MT Dear Mr. Rossman: This letter and attachments comprise our preliminary geotechnical report for Blocks 1 and 13 of the Blackwood Groves Subdivision, which is located on the south side of Bozeman, MT. More specifically, these two, subject properties lie along the east side of S. 19"' Avenue and are to the north and south of the Victoria Street intersection, respectively. Both of these blocks contain one, large lot each (Lot 1). The northern lot (Lot 1 of Block 1) is 4.85 acres; while the southern lot (Lot 1 of Block 13) is 2.99 acres. See Figure 1 (attached)for a site location map. As we understand it, Fourth Avenue Capital is in the property acquisition phase of this potential project. The purpose of this preliminary report it to provide a summary of site's soil and groundwater conditions, identify any development or construction-related, geotechnical issues, and present some preliminary geotechnical recommendations for foundation design/construction and the site improvements. Please understand that the goal of this initial report is simply to inform and educate the potential buyer on the site conditions so they can make an informed decision on the property purchase. The content of this report is based on 13 test pits that were dug across the two properties on October 6, 2023. On Lot 1, Block 1 (north property), eight test pits were dug (TP-1 through TP-8); while on Lot 1, Block 13 (south property), five test pits were dug (TP-9 through TP-13). In addition, our in-sight and recommendations are also based on our geotechnical experiences gained on the countless development projects that we have been involved with around the Bozeman area over the last 25 years. This preliminary report does not constitute a final geotechnical report with final recommendations for planning, design, and construction. Assuming the property is acquired, we recommend being retained for the preparation of the final report. Assuming that the buildings will be three stories in height or less (which we understand they will be), then no additional explorations will be required for the final report. If they will be four stories or more, we will be recommending some deeper borehole drilling. www.alliedengineering.com DUNS:00-769-3724 CAGE:IGHU7 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 CONTENT OF GEOTECHNICAL REPORT In general,the content of this geotechnical report includes: • A narrative report followed by several attachments. The attachments include seven site maps that show test pit locations and soil and groundwater conditions (including thickness of native topsoil, depth to native sandy gravel, and depth to groundwater on October 6, 2023), test pit logs for TP-1 through TP-13, and test pit photos for TP-1 through TP-13 (three photos per pit). • An understanding of the proposed project. • A description of the site's soil and groundwater conditions. • Geotechnical issues that we foresee and/or potentially could occur. • The preliminary geotechnical recommendations include: o Foundation bearing and earthwork. o Site work and asphalt pavement sections. SITE LOCATION AND EXISTING CONDITIONS The two, subject properties (Lot 1, Block 1 and Lot 1, Block 13) lie in a rapidly developing area on the south side of Bozeman. The fully developed and built out, South Bridge and Meadow Creek residential subdivisions lie to the west of S. 19t" Avenue (across from the project sites). For the Blackwood Groves Subdivision (of which the subject properties are a part of), the subdivision infrastructure (streets, water, sewer, and storm drain improvements)was recently completed. At present, several single-family homes within the subdivision (that are located east and adjacent to Blocks 1 and 13) are under construction. It is our understanding that the undeveloped property north of Blackwood Groves will be a mixed-use development with commercial and high-density, single-family homes and larger, multi-family buildings. Provided below is a brief description of each lot: • Lot 1, Block 1: 4.85 acres o Bounded by S. 19t" Avenue (on the west), Canter Avenue (on the east), Victoria Street (on the south), and an open space tract (on the north). • Lot 1, Block 13: 2.99 acres o Bounded by an open space tract and S. 19t" Avenue (on the west), Canter Avenue (on the east), Victoria Street(on the north), and a dog park/open space tract (on the south). Allied Engineering Services, Inc. Page 2 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 Prior to the development of the Blackwood Groves Subdivision, the project area, including Blocks 1 and 13, have historically been used for agricultural purposes. For the last several years, small grains crops have been grown on the property. The two lots/blocks have a uniform and planar ground surface that slopes to the north at one to two percent. The sites are dry with no surface water features. As part of the development of the subdivision, some water and sewer services (that connect to city mains in the adjacent streets) are stubbed into the property. During our test pit explorations, we found the property to be covered by native topsoil and in-place soils. Due to past construction activity during subdivision development,the ground surface (in some areas) is covered by a few inches of scattered, small gravels. The legal description for the two properties is the SW1/4, SW1/4 of Section 24, T2S, RSE, Gallatin County. The latitude/longitudinal coordinates (near the center of the property) for Lot 1, Block 1 are 45.644673°N and -111.061761°W; while for Lot 1, Block 13,they are 45.643045°N and -111.0615030W. PROJECT UNDERSTANDING Based on our previous correspondence,this is our understanding of the proposed development project: • The project will consist of a dense, multi-family building development. Several buildings up to three stories in height will be constructed on each of the two lots. • The buildings will be underlain by at-grade slabs (slab-on-grade) and supported on a standard foundation system consisting of perimeter footings/frost walls and an array on interior strip and spread footings (under the slab). At present,there are no plans for crawl space foundations. • Due to the number of residential units being planned, we expect that most of the non-building areas (of each lot) will be surfaced by hardscape improvements, including asphalt parking lots and access drives and concrete sidewalks,walkways, and patios. • Depending on the density of the development, the buildings will either be served by the existing water and sewer services (stubbed into the property) or perhaps some new water and sewer main extensions will be required throughout the property. • Stormwater drainage will likely either be routed to on-site, underground stormwater retention systems (to conserve space) or perhaps the existing stormwater pond facilities (within the open space tracts) that border the north side of Lot 1, Block 1 and the west side of Lot 1, Block 13 have already been up-sized and are planned for the stormwater drainage from these two sites. • We do not expect any off-site, street or utility-related improvements. FUTURE GEOTECHNICAL-RELATED WORK Assuming the development project moves forward, below are future geotechnical-related work items: Allied Engineering Services, Inc. Page 3 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 • Final Geotechnical Report: The preliminary geotechnical report provides preliminary thoughts and recommendations for the project. A final geotechnical report shall be prepared with final recommendations for the planning, design, and construction. In preparation of this report, we will be conducting all the necessary lab testing of the soil samples collected during the October fieldwork. Assuming the project will include buildings of three stories or less, no additional test pit or boreholes will be required. • Borehole Drilling: If the project will include buildings of four stories or more, we recommend some deeper boreholes be completed to supplement the test pits. The purpose of the borings is to confirm a thicker native gravel profile exists (under the buildings) and also to better evaluate the in-place density of the "target" bearing gravel materials (which would possibly allow us to raise the design bearing pressure for the taller buildings). • Groundwater Monitoring: All 13 of the test pits across the two blocks/lots were backfilled with 10-foot long, PVC monitoring wells. Typically, we would monitor groundwater levels during the spring of the year (during the high groundwater season). In Bozeman, our usual standard of practice is to monitor wells on a weekly basis from about April 1 to July 31. This groundwater data is the most important for sites where crawl space foundations are being proposed with the goal of minimizing the crawl space depth well above seasonal high water conditions. With that said, this data can also be valuable for evaluating potential issues with site work or the depth of underground stormwater retention systems. In our opinion, groundwater monitoring should be strongly considered for these sites next spring (as the data will be useful for the Design Team as well as the Contractors). SUMMARY OF FINDINGS The two, subject properties are underlain by soil and groundwater conditions that are consistent with the other properties in the S. 191" Avenue area. With the exception of a few inches of small, scattered gravels in some areas of the ground surface (from recent subdivision-related construction activity), all soils in the 13 test pits were found to be native and in-place with no areas of random or foreign fill. The sandy gravel, which underlies most site areas at depths of 3.5 to 4.5 feet, is the "target" bearing material for foundation support. In 13 test pits, the deepest gravel depth we found was 5.0 feet. Given the relatively shallow gravel depth, it is common (in the Bozeman area) and we expect that the building foundation footprint areas will be mass over-excavated (down to the "target" sandy gravel) and then built back up to footing and slab grades (with a building pad section of imported, granular structural fill). In October, groundwater depths across Lot 1, Block 1 (north lot) ranged from 4.3 to 7.5 feet; while on Lot 1, Block 13 (south lot), the water levels ranged from 6.5 to 8.5 feet. Based on past experience as well as orange soil discolorations in the test pits, we expect groundwater rises significantly in the spring and perhaps to depths as shallow as 2.0 to 3.0 feet in some areas. Based on potential high groundwater issues, the proposed slab-on-grade building configuration is likely the most appropriate for the sites. Allied Engineering Services, Inc. Page 4 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 EXPLORATIONS,TESTING, AND SUBSURFACE CONDITIONS Subsurface Explorations Subsurface conditions were investigated across the two, subject properties by Lee Evans, a professional geotechnical engineer with Allied Engineering, on October 6, 2023. On Lot 1, Block 1 (north lot), eight test pits were dug (TP-1 though TP-8); while on Lot 1, Block 13 (south lot), five test pits were dug (TP-9 through TP-13). All test pits extended to depths of 10 feet and were excavated with a sub-contractor excavator, provided by Gallatin Excavation. Each of the 13 test pits was backfilled with a 10-foot piece of perforated, 4-inch PVC pipe for use as a future groundwater monitoring well. The wells are identified as MW-1 through MW-13 and match the 13 test pit locations/numbering. See Figures 1 through 4b for site maps that show the approximate exploration locations. During the explorations, soil and groundwater conditions were visually characterized, measured, and logged. The relative density of the soils was estimated based on pocket penetrometer measurements, ease/difficulty of digging, and the side wall stability of the test pit excavation. Test pit logs are attached. Each log provides an array of field information, such as soil depths, thicknesses, and descriptions, groundwater depth measurements (at the time of exploration), relative density data, soil sample information, and a sketch of the soil stratigraphy. Please be aware that the detail provided on the logs cannot be accurately summarized in a paragraph; thus, it is important to review the logs in conjunction with the report. Following completion of the fieldwork, the excavations were backfilled, staked with identifying lath, and cleaned up to the best extent possible. To better illustrate the on-site soils, three photos from each test pit are included as part of this report. The first photo (of each test pit set) shows the sidewall of the excavation, while the latter two photos show the excavated silt/clay and sandy gravel spoils. The purpose of the photos is to illustrate the soil stratigraphy, the condition of the silt/clay, and the "target" sandy gravel at each test pit location. All photos have been marked up to call out the soil layers and materials that are described on the logs as well as identifying characteristics. Note: Please be aware that no compaction of test pit backfill soils was done; therefore, these areas will be susceptible to future settlement. All old test pit locations should be re-excavated to their original depth and properly backfilled/compacted if they will underlie any of the building site improvements, including foundation footprints, exterior slabs, and asphalt pavement areas. Laboratory Testing Three sack samples of soil were collected from each of the test pits at depths of 2.0, 4.0, and 6.0 feet. In addition, other composite bulk samples were obtained across the two sites at depths of 2.0 to 3.0 feet. For this preliminary report, only natural moisture content testing has been completed. This lab data is shown on the test pit logs. All other necessary testing be done during preparation of the final report. Allied Engineering Services, Inc. Page 5 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 Soil Conditions The soil stratigraphy across Blocks 1 and 13 is consistent with the soil conditions that exist throughout the general project area (along the S. 19t" Ave. corridor); and consists of native, in-place soils. No areas of random or foreign fill were observed in any of the 13 test pits. In some areas, the native topsoil layer is covered with a few inches of scattered, small gravels. This surface material is the result of past on-site activity during the construction of the subdivision infrastructure improvements. Across each of the two blocks, the ground surface is covered by a good section of black, organic topsoil. On Lot 1, Block 1 (north lot/block), the topsoil thickness ranges from 12 to 24-inches; but is generally 18 to 24 inches thick in most areas. The native topsoil is a little thinner on Lot 1, Block 13 (south lot/block) and ranges from 12 to 18 inches; but is still generally closer to 18 inches thick across most of the area. • Note: See Figures 2a and 2b for site maps that show the native topsoil thickness at each of the test pit locations. Underlying the topsoil is about a 2.0 to 3.0-foot thick section of native silt/clay, depending on location. The silt/clay on Lot 1, Block 1 was generally found to be less stiff and more moist as opposed to the silt/clay on Lot 1, Block 13. On Block 1, the upper silt/clay was more stiff; but with increasing depth, the soils became more moist and consequently less stiff. In contrast, much of the silt/clay on Block 13 was very stiff throughout its entire thickness even though the soils generally became more moist with depth. In most of the test pits, the silt/clay changed to an orangish brown color at depths of 2.5 to 3.5 feet. This discoloration is most likely an indicator of historic high groundwater levels (in past years). In most areas,the lowermost 6 to 12 inches of silt/clay contains some scattered gravel. In some areas,the lower -most 12 to 18 inches contains intermixed sands and gravels. Underlying the silt/clay and beginning at depths of 3.5 to 4.5 feet across much of the two blocks is the native sandy gravel. On Lot 1, Block 1, the shallowest gravel depth was 3.5 feet (found in three of the eight test pits); while the deepest gravel depth was 5.0 feet (found in one pit). On Lot 1, Block 13, the shallowest gravel depth was 2.5 feet (found in one of the five test pits); while the deepest gravel depth was 4.8 feet (found in one pit). In all but one of the 13 test pits, the native gravel consisted of "clean" sandy gravel with abundant 6"-minus gravels and scattered 6" to 10" cobbles. The only pit that varied a little bit was TP-6 (on Block 1). In this pit, the gravel was more of a "clayey" sandy gravel (as opposed to "clean"); but it still contained abundant 6"-minus gravels and scattered 6" to 10" cobbles. The native gravels are the defined "target" foundation bearing material for building support. • Note: See Figures 3a and 3b for site maps that show the native sandy gravel depth at each of the test pit locations. Provided in Table 1 (on the following page) is a summary of soil conditions that were observed in TP-1 through TP-8 (on Lot 1, Block 1, which is the north lot/block). This terminology matches the attached test pit logs. Allied Engineering Services, Inc. Page 6 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.-Bozeman, MT November 17,2023 Table 1. Summary of Soil Conditions in TP-1 through TP-8 (on Lot 1, Block 1) TP RANDOM NATIVE NATIVE NATIVE # TP LOCATION FILL TOPSOIL SILT/CLAY SANDY GRAVEL 1 NW Corner of Property -------- 0.0'- 1.5' 1.5'-3.5' 3.5'- 10.0' 2 NE Corner of Property -------- 0.0'- 1.0' 1.0'-3.5' 3.5'- 10.0' 3 North-Central Part of Prop. -------- 0.0'- 1.0' 1.0'-4.0' 4.0'-10.0' 4 West-Central Part of Prop. -------- 0.0'- 1.5' 1.5'-4.5' 4.5'-10.0' 5 East-Central Part of Prop. -------- 0.0'-2.0' 2.0'-3.5' 3.5'-10.0' 6 South-Central Part of Prop. -------- 0.0'-2.0' 2.0'-5.0' 5.0'-10.0' 7 SW Corner of Property -------- 0.0'-2.0' 2.0'-4.0' 4.0'-10.0' 8 SE Corner of Property -------- 1 0.0'-2.0' 1 2.0'-4.0' 4.0'- 10.0' Notes: 1) All soil measurements are depths below existing ground. 2) All soils are native and in-place with no areas of random and foreign fill material. 3) In some areas,the ground surface is covered by a few inches of scattered,small gravels(from past const.activity). 4) The native topsoil consists of slightly moist,black,organic clayey silt w/roots. 5) The native silt/clay consists of dark brown to brown/tan to orangish brown,sandy silt to sandy lean clay. 6) The native silt/clay ranges from stiff to medium stiff and generally becomes less stiff with increasing depth. 7) The native silt/clay ranges from moist to very moist and generally becomes more moist with increasing depth. 8) Based on lab testing,the natural moisture content of the native silt/clay ranges from about 24%to 32%. 9) On Lot 1,Block 1(north lot),the native silt/clay is less stiff and more moist than on Lot 1,Block 13(south lot). 10) In most test pits,the native silt/clay contains some scattered,small gravels in the lowermost 6 to 12 inches. 11) In two test pits(TP-4 and TP-6),the native silt/clay contains some sands and gravels in the lowermost 12 inches. 12) The native sandy gravel consists of brown,"clean"sandy gravel with abundant gravels and scattered cobbles. 13) The native sandy gravel generally contains 6"-minus gravels w/scattered 6"to 10"cobbles. 14) In one test pit(TP-6),the native sandy gravel was more of a"clayey"gravel as opposed to a"clean"gravel. 15) The native sandy gravel at beginning at depths of 3.5 to 5.0 feet is the"target"bearing material for all footings. Provided in Table 2 (below and continuing on the following page) is a summary of soil conditions that were observed in TP-9 through TP-13 (on Lot 1, Block 13, which is the south lot/block). This terminology matches the attached test pit logs. Table 2. Summary of Soil Conditions in TP-9 through TP-13 (on Lot 1, Block 13) TP RANDOM NATIVE NATIVE NATIVE # TP LOCATION FILL TOPSOIL SILT/CLAY SANDY GRAVEL 9 NW Corner of Property -------- 0.0'- 1.5' 1.5'-4.8' 4.8'- 10.0' 10 NE Corner of Property -------- 0.0'- 1.5' 1.5'-3.8' 3.8'- 10.0' 11 Center of Property -------- 0.0'- 1.5' 1.5'-4.0' 4.0'-10.0' 12 SW Corner of Property -------- 0.0'- 1.5' 1.5'-3.8' 3.8'-10.0' 13 SE Corner of Property -------- 1 0.0'- 1.0 1.0'-2.5' 2.5' 10.0' Allied Engineering Services, Inc. Page 7 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 Notes: 1) All soil measurements are depths below existing ground. 2) All soils are native and in-place with no areas of random and foreign fill material. 3) In some areas,the ground surface is covered by a few inches of scattered,small gravels(from past const.activity). 4) The native topsoil consists of slightly moist,black,organic clayey silt w/roots. 5) The native silt/clay consists of dark brown to brown/tan to orangish brown,sandy silt to sandy lean clay. 6) The native silt/clay is generally very stiff throughout its entire thickness. In some areas,it is less stiff with depth. 7) The native silt/clay ranges from slightly moist to very moist and generally becomes more moist with depth. 8) Based on lab testing,the natural moisture content of the native silt/clay ranges from about 13%to 27%. 9) On Lot 1,Block 13(south lot),the native silt/clay is more stiff and less moist than on Lot 1, Block 1(north lot). 10) In most test pits,the native silt/clay contains some scattered,small gravels in the lowermost 6 to 12 inches. 11) In one test pit(TP-11),the native silt/clay contains abundant sands and gravels in the lowermost 18 inches. 12) The native sandy gravel consists of brown,"clean"sandy gravel with abundant gravels and scattered cobbles. 13) The native sandy gravel generally contains 6"-minus gravels w/scattered 6"to 10"cobbles. 14) Unlike TP-6(on Lot 1,Block 1),which contained more of a"clayey"gravel,all native sandy gravel was"clean". 15) The native sandy gravel at beginning at depths of 2.5 to 4.8 feet is the"target"bearing material for all footings. Groundwater Conditions Groundwater was encountered in all 13 test pits on October 6, 2023 at depths ranging from 4.3 to 8.5 feet. Groundwater was a little more shallow on Lot 1, Block 1 (north lot/block) at 4.3 to 7.5 feet; where- as groundwater was a little deeper on Lot 1, Block 13 (south lot/block) at 6.5 to 8.5 feet. Since the test pits were dug in late fall, it must be understood that these groundwater measurements are not seasonal high water elevations. Typically, high water occurs in the Bozeman area in the spring during the months of April through June. In most test pits, the silt/clay soils changed to an orangish brown color at depths of 2.5 to 3.5 feet. This is often a good indicator of historic high water levels. With that said, that does not mean that seasonal high groundwater continues to rise this high (during more recent times) since the orange discolorations permanently remain in the soil profile. • Note: See Figures 4a and 4b for site maps that show the groundwater depth on 10/6/23 at each of the test pit locations. Groundwater levels fluctuate across the Bozeman area on a seasonal basis. They are at the deepest in the late fall and early winter and rise in the spring and early summer as a result of snowmelt and spring rains. Depending on the year, seasonal high water can occur at any time; but typically occurs between April and June. In many areas, the seasonal groundwater fluctuation (from the winter low) can be 3.0 to 4.0 feet; but in some areas it can be much more. All 13 test pits contain monitoring wells. If time allows on this development project, it may be a good idea to do some groundwater monitoring next spring. It will be most important to obtain groundwater data if a switch in building foundation configuration is made from at-grade slabs to crawl spaces. Provided in Table 3 (on the following page) is a summary of the groundwater depths measured on October 6, 2023 in TP-1 through TP-8 (on Lot 1, Block 1, which is the north lot/block). Also included in the table is the groundwater depth relative to the top of the native sandy gravel. Allied Engineering Services, Inc. Page 8 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 Table 3. Summary of Groundwater Depths in TP-1 through TP-8 (on Lot 1, Block 1) TP GROUNDWATER GW DEPTH RELATIVE TO TOP # TP LOCATION DEPTH ON 10/6/23 OF NATIVE SANDY GRAVEL 1 NW Corner of Property 6.3' 2.8' below top of gravel 2 NE Corner of Property 4.5' 1.0' below top of gravel 3 North-Central Part of Prop. 6.5' 2.5' below top of gravel 4 West-Central Part of Prop. 6.5' 2.0' below top of gravel 5 East-Central Part of Prop. 4.3' 0.8' below top of gravel 6 South-Central Part of Prop. 5.5' 0.5' below top of gravel 7 SW Corner of Prop. 7.5' 3.5' below top of gravel 8 SE Corner of Prop. 6.5' 2.5' below top of gravel Notes: 1) All groundwater measurements on 10/6/23 are depths below existing ground. 2) All 8 test pits were backfilled with 10'long,4"dia.,perforated PVC monitoring wells(MW-1 through MW-8). Provided in Table 4 is a summary of groundwater depths measured on October 6, 2023 in TP-9 through TP-13 (on Lot 1, Block 13, which is the south lot/block). Also included in the table is the groundwater depth relative to the top of the native sandy gravel. Table 4. Summary of Groundwater Depths in TP-9 through TP-13 (on Lot 1, Block 13) TP GROUNDWATER GW DEPTH RELATIVE TO TOP # TP LOCATION DEPTH ON 10/6/23 OF NATIVE SANDY GRAVEL 9 NW Corner of Property 8.5' 3.7' below top of gravel 10 NE Corner of Property 7.5' 3.7' below top of gravel 11 Center of Property 7.0' 3.0' below top of gravel 12 SW Corner of Prop. 6.5' 2.7' below top of gravel 13 SE Corner of Prop. 6.5' 4.0' below top of gravel Notes: 1) All groundwater measurements on 10/6/23 are depths below existing ground. 2) All 5 test pits were backfilled with 10'long,4"dia.,perforated PVC monitoring wells(MW-9 through MW-13). GEOTECHNICAL ISSUES Both Blocks 1 and 13 are underlain by soil and groundwater conditions typical for the surrounding areas that lie adjacent to the S. 19t" Avenue corridor. The conditions are similar to what underlies the South Bridge and Meadow Creek Subdivisions (to the west) as well as the Blackwood Groves Subdivision and undeveloped properties (to the east, north, and south). In summary, all soils are native and in-place;the Allied Engineering Services, Inc. Page 9 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 two blocks are underlain by shallow sandy gravels ("target" bearing material); and shallow groundwater levels are expected in the spring. We do not foresee any non-standard development and construction issues with the proposed project. The biggest issues will be related to groundwater and also potentially overly moist subgrade soils during the construction of asphalt parking lots and access drives. Neither of these are "deal breakers"; but they must be adequately dealt with during site design and construction. Provided below is a summary of geotechnical issues and potential issues: • Unsuitable Bearing Material: The silt/clay that underlies the sites to depths of 3.5 to 4.5 feet (in most areas) is an unsuitable bearing material for building foundation support. In the Bozeman area, the sandy gravel that underlies the silt/clay is defined as the "target" bearing material. All footings must either bear directly on native gravel or on imported, granular structural fill that in turn is supported on the native gravel. Based on gravel depth and footing grades, this will likely require foundation over-excavation (down to gravel) and replacement with granular structural fill (back up to footing and slab grades). • Groundwater Depth: The groundwater depths across the sites in October 2023 ranged from 4.3 to 8.5 feet. Based on past experience, we expect significantly shallower groundwater levels in the spring. • Crawl Space Foundations: As we understand it, the buildings will be underlain by at-grade slabs. If crawl space foundations will be further considered, it will be very important to minimize the depth of crawl spaces to prevent them from being impacted by seasonal high groundwater. This will require groundwater monitoring in the spring of 2024 (to identify the high water depths). Assuming that high water rises to relatively shallow depths, this will likely result in the need for elevated finished floor elevations and elevated site grading (in order to limit the depth of the crawl spaces below existing site grades). • Groundwater Dewatering: Groundwater dewatering will likely be needed for the deeper underground utility installations. Depending on time of year (and if groundwater is at or above the depth of the native gravel), some dewatering may be required during foundation excavation and earthwork. • Underground Stormwater Systems: If underground stormwater systems will be installed, the depth of seasonal high groundwater may be a design factor. Depending on bottom of system elevations and high groundwater, they may need to be upsized in storage volume to obtain the design capacities during high groundwater season. If underground systems will be considered, it will be good idea to monitor groundwater levels next spring. • Overly Moist and Soft, Silt/Clay Subgrade: Depending on site location, time of year, and the depth of subgrade elevations (below existing grades), there may be some areas of overly moist and soft, silt/clay subgrade conditions (during asphalt area construction). If these conditions are Allied Engineering Services, Inc. Page 10 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 found to exist, some subgrade scarification and drying may be needed. In our final geotechnical report, we will provide a design pavement section for stable subgrade conditions. We will also provide a design section for unstable conditions (if subgrade areas cannot be adequately dried). SUMMARY OF PRELIMINARY RECOMMENDATIONS Foundation Bearing and Earthwork Provided below are preliminary recommendations for foundation bearing and earthwork: • The buildings shall be supported on standard foundations consisting of perimeter footings and frost walls and interior/exterior footings. The design bearing pressure will likely be 3,000 psf. • The "target" foundation bearing material is the native sandy gravel, which underlies the sites at depths of 3.5 to 4.5 feet (in most areas). All footings must bear directly on the native gravel or on imported, 3"-minus granular structural fill that in turn is supported on the native gravel. All silt/clay must be fully removed from under all footings. • The site's shallow gravel conditions do not warrant the use of special, grade-beam foundations that are supported on deep foundation elements, such as helical piers. • Given the shallow gravels, high groundwater conditions, and potentially softer silt/clay soils during the high water season, we do not recommend the use of rammed aggregate piers. • As we understand it, the buildings will be underlain by at-grade slabs. Given the expected high groundwater conditions,this is likely the best foundation configuration. • Crawl space foundations could be considered; but they are more risky with respect to impacts from seasonal high groundwater. If crawl spaces will be undertaken, we suggest monitoring the groundwater levels next spring from April to July. As a general rule in high groundwater areas, the depth of the crawl space (below pre-development site grades) must be minimized. This most often requires elevating the finished floor elevations well above existing site grades. • We assume the buildings will contain many interior footings. In the Bozeman area, it is very common that foundation earthwork consists of simply mass excavating the foundation footprint areas of the buildings (including any exterior footings) down to "target" gravel and then placing imported, 3"-minus granular structural fill as a "gravel building pad" back up to footing and slab elevations. We expect that this will be the foundation earthwork procedure on this site as well. • Assuming the buildings will be underlain by slabs, the moisture protection recommendations will include damp-proofing of foundation walls and underlying the slab area with a heavy-duty, 15-mil vapor barrier. No perimeter footing drains are necessary for at-grade slabs. Allied Engineering Services, Inc. Page 11 Preliminary Geotechnical Report Project:23-150 Blks 1& 13, Blackwood Groves Sub.—Bozeman, MT November 17,2023 Site Work and Asphalt Pavement Sections Provided below are preliminary recommendations for site work and asphalt pavement sections: • All organic topsoil must be stripped from under buildings, exterior concrete areas, and asphalt parking lots and access drives. In most areas, the topsoil thickness ranges from 18 to 24 inches. In some areas, it is as thin as 12 inches. • On Lot 1, Block 1 (north lot/block), the upper silt/clay soils will be more stiff and less moist as opposed to the silt/clay at increasing depth. With depth, the silt/clay becomes softer, wetter, and more potentially unstable for asphalt pavement section subgrade. • On Lot 1, Block 13 (south lot/block), the entire silt/clay thickness was stiffer and drier (than on Lot 1, Block 1). As a result,we expect stable subgrade conditions under pavement sections. • During pavement section construction, areas of overly moist and softer subgrade may need to scarified and allowed to dry out. • For stable subgrade conditions,the design pavement section for all paved areas will be: 0 3" asphalt 0 6" base course (1.5"-minus gravel) 0 15" sub-base course (6"-minus gravel) 0 315 lb. woven geotextile fabric over stable subgrade 24" total section thickness • If stable subgrade does not exist or cannot be achieved, then the design section may need to be modified in order to be able construct the section and "bridge" the softer soils. This will most likely require a thicker sub-base gravel section and the use of geogrid for subgrade stabilization. • For unstable subgrade conditions,the modified design pavement section will likely be: 0 3" asphalt 0 6" base course (1.5"-minus gravel) 0 24" sub-base course (6"-minus gravel) o Tensar TX-190L geogrid 0 8 oz. non-woven geotextile fabric over unstable subgrade 33" total section thickness • Underground stormwater systems must be hydraulically connected/drain into the native gravel. Allied Engineering Services, Inc. Page 12 Preliminary Geotechnical Report Project:23-150 Elks 1& 13, Blackwood Groves Sub.-Bozeman, MT November 17, 2023 LIMITATIONS This report provides our geotechnical assessment and preliminary recommendations for the proposed site development on Blocks 1 and 13 of the Blackwood Groves Subdivision, located on the south side of Bozeman, MT. This report was prepared to inform the potential property buyer of the site conditions, any non-standard geotechnical issues, and building foundation and pavement section recommendations for use during initial project concept planning and cost estimating. This preliminary report is not a final report with final recommendations for design and construction. Please be advised this report is only applicable for the above-referenced property and shall not be used for other project sites. Since geotechnical conditions can change in a short distance, we recommend all properties be evaluated on a site-specific basis. Our recommendations are based on our understanding of the project, our investigation of the site's soil and groundwater conditions, and previous geotechnical engineering experience in Bozeman. If during earthwork construction, soil and groundwater conditions are found to be inconsistent with those described herein, we should be advised immediately so that we can analyze the situation and modify our recommendations if need be. All individuals associated with this project should consult this report during the planning, design, and construction of the site improvements. It should be made available to other parties for information on factual data only and not as a warranty of subsurface conditions such as those interpreted herein. If you have any questions about this geotechnical report or need any other additional information, please give me a call at 1-406-582-0221. Sincerely, ••':l� . . . ../(�1•. Allied Engineering Services, Inc. 17- `S - LEE SCOTT • -D : EVANS cc : 14420PE Lee S. Evans, PE Geotechnical Engineer % 1< , •�10ENg� enc: Figure 1-Test Pit and Monitoring Well Locations Figure 2a-Test Pit Locations w/Thickness of Native Topsoil: (Lot 1, Blk 1) Figure 2b-Test Pit Locations w/Thickness of Native Topsoil: (Lot 1, Blk 13) Figure 3a-Test Pit Locations w/Depth to Native Sandy Gravel: (Lot 1, Blk 1) Figure 3b-Test Pit Locations w/Depth to Native Sandy Gravel: (Lot 1, Blk 13) Figure 4a-Test Pit Locations w/ Depth to Groundwater on 10/6/23: (Lot 1, Blk 1) Figure 4b-Test Pit Locations w/ Depth to Groundwater on 10/6/23: (Lot 1, Blk 13) Test Pit Logs for TP-1 through TP-13 Test Pit Photos for TP-1 through TP-13-Excavation and Spoils-3 Photos Per Pit Limitations of your Geotechnical Report P:\2023\23-150 Blocks land 13,Blackwood Groves Sub.-Geotech\Design\Geotech\Report-Prelim.Report\Text\Blks land 13,BWGS—Prelim.Geotech Report.11.17.23 Allied Engineering Services, Inc. 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BLACKWOOD JMASTER GROVES S) 40 1 OWNERS J ASSOCIATION J 3BLACKWOOD LAND ✓� ( FUND LLC _ J 2 N V CL. � L 14 �o d � 3 PeD CCo c G o Y ! •,TIN ASTER }I T e) LA J d 0 ''d v V! Blackwood •. J xl 2 L2�en � • T�S� P:� Loch�:v'� � � C�rovn� �Jh��t' D g-5 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-1 LOCATION: Lot 1,Blk 1 (NW Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1 inches contains scattered gravels 1O 10.0'-1.5'}: Native Topsoil from past construction activity. Stiff;black;organic clayey SILT w/roots; slightly moist. s)-n --_- - - zs.s�io @z.o° -• — - Silt/clay w/some gravels 2 _ More moist and -- Notes (sack) - __ in lowermost 6 inches. =Lam" less stiff w/depth. - _ -Upper few inches contains some Comp.a scattered small gravels from past rva o 2.0 — Comp.A was collected -_'_-- Orangish brown and very - construction activity on the site. (Bucket) - _ from TP-1,TP-2,&TP-3. �'' moist at 2.5'(+/-)and below. 2O11.5'-3.5'1: Native Silt/Clay s)-B J `` 0 o Stiff to medium stiff, dark brown 5.2%u @ 4.0' 4 0 a r o a * 0 ��- �; " "Target"foundation bearing in S brown/tan to oran ish brown (sack) a`l u ` CI `; C sandy GRAVEL below 3.5'depth. g n e a 0 a a C r a W ° a sandy SILT to sandy lean CLAY w/ e O 09 "Clean"sand ravel° w/ ° o , C c o a o some gravels in lowermost 6 inches; = a ' y g c ", •; ` n n moist to very moist. O 4 r abundant 6"-minus gravels 111 , u I'� SI-C ° c a a 4o and scattered 6"to 10"cobbles. C 4D 0 ° Notes: 9.4%u @ 6.0' 6 -More moist and less stiff w/depth. (sack) .; W-0 n r� o C> O r V e-, r" O r> O -From 1.5'to 2.5': .° C *Dark brown to brown/tan. o o *Moist and stiff. c o c *Qu=2.0 to 1.5 tsf(less w/depth). " a `= 4 0 O° u� °^C 4 0 e` ��r J 7 r -From 2.5'to 3.5': a ° J ' '� Some caving of *Orangish brown. Monitoring well installed(MW-1) `i �� test pit walls Q *Very moist and medium stiff. Casing height=12"(approx.) o below 6.3'due *Qu=1.5 to 1.0 tsf(less w/depth). ° a o o , = a o a o °o to groundwater. a -Unsuitable bearing material. u ' c o J ' c r „ is n n c r „ Q n n C C 0 0 1�1 a CJ C �. 013.5'-10.0'1: Native Sandy Gravela O 1v1 a Dense;brown; sandy GRAVEL w/ p ° `- 0 ° abundant gravels and cobbles; moist to wet. No random fill observed in TP-1. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 6.3' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-2 LOCATION: Lot 1,Blk 1 (NE Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few inches contains scattered gravels 1O10.0'-1.0'}: Native Topsoil _ _ `_, . �_, `_. , from past construction activity. Stiff;black;organic clayey SILT w/roots; slightly moist. s2-A :- __ - Silt/clay w/some gravels _= 7, -_ 30.6% @ 2.0, 2 - Si lowermost 6 inches. _ _ More moist and _ Notes' (sack) - _ �-• • less stiff w/depth. -Upper few inches contains some comp.A scattered small gravels from past rva o 3.0° - _ Comp.A was collected "_-__--- Orangish brown and very - construction activity on the site. (Bucket) - from TP-1,TP-2,&TP-3. �'' _� moist at 2.5'(+/-)and below. 2O11.0'-3.5'1: Native Silt/Clay s2-B J ' ° ` o o « 5% 0 0 � , () o Target foundation bearing in Stiff to medium stiff; dark brown ° @�k) 4 o i C a n sandy GRAVEL below 3.5'depth. to brown/tan to orangish brown; _„_ _ __A_p_{j�1__=�rc___s- ------r--- -r--r�- ----r.•---x-e`---- sandy SILT to sandy lean CLAY w/ o C 00 o o , o a C 6 o a n C '' o , o a C c o o some gravels in lowermost 6 inches; c « moist to very moist. Clean„ r sandy gravel w/ o c a ✓ a abundant 6"-minus gravels , sz-c o O Notes: ii.i�ro @ 6.0° 6 e 0 C . and scattered 6"to 10"cobbles. ` ' 0 ° �_ -More moist and less stiff w/depth. (sack) p r�'n ` O -, p _ p r -' ` o t� O 0 C, -From 1.0'to 2.5': Q ° o p J A c� 0 0 0 ° o p :� a c� o k - " a :10 4 c 0 c 0 3 " a :1°, c e Dark brown to brown/tan. c CC, , 0 , *Moist and stiff. = t,,` C a d c ;_ *Qu=2.0 to 1.5 tsf(less w/depth). " c= 4 0 c O° " „C 00 t r -From 2.5'to 3.5': Some caving of *Orangish brown. Monitoring well installed(MW-2) test pit walls *Very moist and medium stiff. Casing height=12"(approx.) o below 4.5'due *Qu=1.5 to 1.0 tsf(less w/depth). a O a co C o a C 0 o a 0 , O-o to groundwater. 0 -Unsuitable bearing material. o J ' q r „ is n n c r „ f• n n c Z. C O o 1 t U`1 �. 3O{3.5'-10.0'}: Native Sandy Gravel o I�c 11 11 cD a , e ` ° 1., 0 _ 0 o f9 Dense;brown; sandy GRAVEL w/ 10 ° ' " `- 0 i�' " `- ' abundant gravels and cobbles; moist to wet. No random fill observed in TP-2. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 4.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-3 LOCATION: Lot 1,Blk 1 (North-Central) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few inches contains scattered gravels 1O 10.0'-1.0'}: Native Topsoil _ _ - _ _ - _ _ - _ - _ from past construction activity. Stiff,black;organic clayey SILT w/roots; slightly moist. s3-A - __ Silt/clay w/some gravels @ 2.0' 2 _ _ in lowermost 6 inches. 2 = More moist and 31.5/o _ Notes (sack) - =_ _ _ _ ___ __ _ _ _ _ = less stiff w/depth. -Upper few inches contains some Comp.A ' -�' `e 1 'y •s • o �_ --+ scattered small gravels from past rva o 3.0' - -»-� � Orangish brown and very construction activity on the site. (Bucket) __ _ Comp.A was collected _ ___ - moist at 2.5'(+/-)and below. - from TP-1,TP-2,&TP-3. 2O11.0'-4.0'1: Native Silt/Clay s3-B - - -_ -_ - '-� • • _ Stiff to medium stiff; dark brown 7.6% @ 4.0' y o , ��° to brown/tan to orangish brown; (Sack) 11 C o , 00 e i , "Target"foundation bearing in sandy SILT to sandy lean CLAY w/ 00 C o e 0, °a o sandy GRAVEL below 4.0'depth. some gravels in lowermost 6 inches; ° ° 8.J �• e c , r U q n moist to very moist. c o' „�= 4 "Clean"sandy gravel w/ ! e� o 0 s3-C ° C .° abundant 6"-minus gravels e 0 0 ° _ Notes: 12.5% @ 6.0' 6 q and scattered 6"to 10"cobbles. -More moist and less stiff w/depth. (sack) ' 0 r� 0 � -From 1.0'to 2.5'• -- ---0-,r----�- `-e�=-�--0--rr-A--A-,-O-aZ- =r. ��=-A-�-- o V �o *Dark brown to brown/tan. ° r =' °� ° :,�y , ° r °� *Moist and stiff. = r, c ;_ '- 3 c C c *Qu=2.0 to 1.5 tsf(less w/depth). " `= 00 e` '� A° �`� �= 4 o e` 0 -From 2.5'to 4.0': a ^.� . Some caving of *Orangish brown. Monitoring well installed(MW-3) `i ) test pit walls *Very moist and medium stiff. Casing height=10"(approx.) ° e o below 6.5'due *Qu=1.5 to 1.0 tsf(less w/depth). o o C o e o, c o , e °o to groundwater. o 0 -Unsuitable bearing material. ° ° O J c ° ° 4�J ' • c c r Q q a c r i; q C o 0 n, ,C O e 1-1 e� U �� ,� ,�- O o ICI e� U O ... 3O{4.0'-10.0'}: Native Sandy Gravel _ q c 4 e e c 1 0 a c0 D f9 Dense;brown; sandy GRAVEL w/ 10 ° 0 4 0 ° ( ° �= 0 abundant gravels and cobbles; moist to wet. No random fill observed in TP-3. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 6.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-4 LOCATION: Lot 1,Blk 1 (West-Central) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1 inches contains scattered gravels 1O 10.0'-1.5'}: Native Topsoil from past construction activity. Stiff;black;organic clayey SILT w/roots; slightly moist. S4-A -- - - - - - - - - -_-- = - 77 _- 28.5% (Sck) _ Silt/clay w/some sands and -'_ �' - More moist and Notes: - _ gravels in lowermost 12 inches. _ _ _ _ less stiff w/depth. ^ - - -Upper few inches contains some -_ scattered small gravels from past construction activity on the site. Note: Lower 12 inches Orangish brown and very 2O{1.5'-4.5'1_ Native Silt/Clay S4-B contains intermixed : ^ moist at 3.0'(+/-)and below. Stiff to medium stiff, dark brown 21.1% @ 4.0' 4 sands and gravels. 2 : (Sack) to brown/tan to orangish brown; , r ° A ° [ ° n sandy SILT to sandy lean CLAY w/ °o o °c• o ° n ° O ° ° ° C r "Target"foundation bearing in some sands and gravels in lowermost ° rJ t c 12 inches;moist to very moist. - L J �= p, IL 1 CJ J sandy GRAVEL below 4.5,dep`th. S4-C ° O C °y4 Notes: 1o.3�io @k k� 6 i_ V ., : "Clean"sandy gravel w/ r r> -More moist and less stiff w/depth. abundant 6"-minus ravels -From 1.5'to 3.0'. a---4-�- g o and scattered 6 to 10„cobbles. *Dark brown to brown/tan. r =' °�° o ° *Moist and stiff. *Qu=2.0 to 1.5 tsf(less w/depth). n `= A .1 3O ," ° `= 0. °` 0 O[ ❑y 4 a o -From 3.0'to 4.5': Some caving of *Orangish brown. Monitoring well installed(MW-4) `i ) test pit walls *Very moist and medium stiff. Casing height=1111(approx.) ° [ o below 6.5'due *Qu=1.5 to 1.0 tsf(less w/depth). ° o t o a o ° o o to groundwater. o -Unsuitable bearing material. ° ° 4�J c .`� ° ° 4rJ c 7 r c r „ �: n n t r IJ °� C O A 1 1 e` CJ L ) °� is 3O{4.5'-10.0'}: Native Sandy Gravel _ ` °4a M �,,c� o i� e o c o Cu �� b 0 Dense;brown; sandy GRAVEL w/ 10 abundant gravels and cobbles; moist to wet. No random fill observed in TP-4. All soils are native. Notes -"Clean"sandy gravel. t" -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 6.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Drive w z w TEST PIT DESIGNATION: TP-5 LOCATION: Lot 1,Blk 1 (East-Central) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few inches contains scattered gravels 10 10.0'-2.0'1: Native Topsoil from past construction activity. Stiff;black;organic clayey SILT w/roots; slightly moist. S5-n za.s°i° @ 2.0° ? _ _ More moist and less stiff Notes (sack) ff w/depth. _ -Upper few inches contains some y scattered small gravels from past :. --- _ Silt/clay w/some gravels Q -- Orangish brown and very+ _ construction activity on the site. _ in lowermost 6 inches. moist at 2.5'(+/-)and below. 2O{2.0'-3.5'1• Native Silt/Clay ° S5-B o J ' o "Target"foundation bearing in Stiff to medium stiff; dark brown ii.6i° ck� off;i o ° �' , sandy GRAVEL below 3.5'depth. to brown/tan to orangish brown; ----- ---_ --�v-p-pfi+---�;-r`--- -�----- ---v-p- �--- z---;;-��---- sandy SILT to sandy lean CLAY w/ o ° O°o o ° o , `°a o ° o ° °o C o C o , C a o ° some gravels in lowermost 6 inches; = o J r c , moist to very moist. � Clean��sandy gravel w/ 11 c ° ✓ as abundant 6"-minus gravels , - ss-c ° o 4 and scattered 6"to 10"cobbles. ' 0 ' ° Notes: 9.a°r° @ 6.0° 6 �_ -More moist and less stiff w/depth. (Sack) 0 Oro n a 0 _, p - 0 r -' ` o t� p C> G -From2.0'to2.5': 0 a o ° J „c� 0 0 0 0 0 ° k - " a _l°4 a o c U 3 " a _l°, c , ° � Dark brown to brown/tan. c CC) , 0 *Moist and stiff. *Qu=2.0 to 1.5 tsf(less w/depth). -From 2.5'to 3.5': r, -,F, Some caving of *Orangish brown. Monitoring well installed(MW-5) `1 9,� test pit walls *Very moist and medium stiff. Casing height=12"(approx.) o below 4.3'due k: *Qu=1.5 to 1.0 tsf(less w/depth). e a a o C o , C a o ° o °o to groundwater. ° -Unsuitable bearing material. o ' c : ° o J ' c . ° 70 r „ is n n c rCD —1 „ f• n n c C O o 1 U`1 t �. 3O{3.5'-10.0'}: Native Sandy Gravel o I�c ° ca' ° ` Dense;brown; sandy GRAVEL w/ p ° ' " `- 0 ° i�' " `- ' abundant gravels and cobbles; moist to wet. No random fill observed in TP-5. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 4.3' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-6 LOCATION: Lot 1,Blk 1 (South-Central) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1O10.0'-2.0'1• Native Topsoil 1 inches contains scattered gravels Stiff-,black;organic clayey SILT from past construction activity. w/roots; slightly moist. S6-A 30.1% @ 2.0, 2 _ _ Silt/clay w/some sands and _ _ Notes (sack) __ - _- rg avels in lowermost 12 inches. _ -_- - - -Upper few inches contains some Comp.B - ' _ -• • -• • More moist:and to 20 P• less stiff w/ h.scattered small gravels from past rvA 10 3.0° = Com B was collected=construction activity on the site. (Bucket) from TP-6,TP-7,&TP-8. T �L'. � �� �.Z: �•.W . . �.'t.� � �i� �ice—• � ti 2O{2.0'-5.0'1: Native Silt/Clay S6-B - - Stiff to medium stiff; dark brown 15.0% @ 4.0' 4 Note: Lower 12 inches Orangish brown and very (sack) contains intermixed O moist at 3.5'(+/-)and below. to brown/tan to orangish brown; y sandy SILT to sandy lean CLAY w/ sands and gravels. . . . . . . . . . . . . . some sands and gravels in lowermost = o 12 inches;moist to very moist. a i .-: i�i__�c-a-- "Target"foundation bearing in o _ <� o sandy GRAVEL below 5.0'depth. S6-C - ° • n � S Notes: 14.5% @6.0' 6 �} ILI _ -More moist and less stiff w/depth. (Sack) '- O "�' i a ` "Clayey"sandy gravel w/ (' O C> O -From 2.0 to 3.5 : O ' � " �� ° ° a abundant 6"-minus gravels �� a<< o O o U *Dark brown to brown/tan. a =' ° and scattered 6"to 10"cobbles. ' 4 ° *Moist and stiff. c ` C .� c *Qu=2.0 to 1.5 tsf(less w/depth). -From 3.5'to 5.0': ., '.� Some caving of *Orangish brown. Monitoring well installed(MW-6) ' `i �� test pit walls *Very moist and medium stiff. Casing height=12"(approx.) o below 5.5'due *Qu=1.5 to 1.0 tsf(less w/depth). o ° to groundwater. -Unsuitable bearing material. n o Note: In TP-6,the sandy gravel is C quite"clayey,'. In all other test pits, 4 0 �� 1, �• 3O{5.0'-10.0'}: Native Sandy Gravel _ } the sandy gravel was"clean". _F 0 M C Dense;brown; sandy GRAVEL w/ 10 abundant gravels and cobbles; moist to wet. No random fill observed in TP-6. All soils are native. Notes -"Clayey"sandy gravel(not"clean") r. -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 5.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-7 LOCATION: Lot 1,Blk 1 (SW Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1010.0'-2.0'1• Native Topsoil 1 inches contains scattered gravels Stiff;black;organic clayey SILT from past construction activity. w/roots; slightly moist. S7-A 24.8% @ 2.0, 2 Notes: (Sack) -- - -- - Upper few inches contains some comp.s - Silt/clay w/some gravels _ 1 More moist and - pp in lowermost 12 inches. 2 r less stiff w/depth. scattered small gravels from past N/A @ 2.0'to 3.0 _- ___ _ _ - _- _ _ construction activity on the site. (Bucket) Comp.B was collected -" -:. -- Orangish brown and very` - 2O{2.0'-4.0'1 Native Silt/Clay s7-s __- _ from TP-6,TP-7,&TP-8. �'' _ moist at 3.0'(+/-)and below. _ 4.2% Very stiff to med.stiff;dark brown �k) to brown/tan to orangish brown; n C c o ° 00 A cc ° ` "Target"foundation bearqngin sandy SILT to sandy lean CLAY w/ , ° e 4 00 C 0 e o, C o o sandy GRAVEL below 4.0 some gravels in lowermost 12 inches; ° J c moist to very moist. „ r I"I c Clean sandy gravel w/ es�-c ° 0 abundant 6"-minus gravels e 540 Notes: 8.4% @k k, 6 �_ , and scattered 6"to 10"cobbles. t� 0 ry 0 -More moist and less stiff w/depth. r n o Q o -From 2.0'to 3.0': 0 a o ° A c e o 0 0 0 0 ° :� Ace o 0 *Dark brown to brown/tan. 1°°�° ° o Co 3Q` ='°°�° ° a :L °o *Moist and very stiff. c c u c ;: c *Qu=3.0 to 2.0 tsf(less w/depth). -From 3.0'to 4.0'• ` ° , - o d J c• *Orangish brown. =Casing g well installed(MW-7) I Some caving of " test pit walls *Very moist and medium stiff. ight=12"(approx.) ° e o k_ *Qu=1.5 to 1.0 tsf(less w/depth). o ° ° o o ° 0.1 below 7.5'due 0 e -Unsuitable bearing material. ° ° O J c `� e ° ° O;J to groundwater. e �: ° n e ICI U �� l: O A 1�I 3O{4.0'-10.0'}: Native Sandy Gravel , ° `�c ° +� O` e e t� e o ° c e L1 a f9 Dense;brown; sandy GRAVEL w/ p ° 0 4 i, 0 ° C ° �= 0 CD abundant gravels and cobbles; moist to wet. No random fill observed in TP-7. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 7.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-8 LOCATION: Lot 1,Blk 1 (SE Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1O10.0'-2.0'1• Native Topsoil 1 inches contains scattered gravels Stiff;black;organic clayey SILT from past construction activity. w/roots; slightly moist. S8-n 23.5% @ 2.0, 2 Notes: (Sack) -- - -- - U Upper few inches contains some comp.s - Silt/clay w/some gravels _ 1 More moist and L. - pp in lowermost 6 inches. 2 r less stiff w/depth. scattered small gravels from past rva @ 2.0' _- ___ _ _ -��, _- _ _ to 3.0' — >r ti— :. .-� -�. construction activity on the site. (Bucket) Comp.B was collected -" -_---�Orangish brown and very 2O{2.0'-4.0'} Native Silt/Clay S8-s __- _ from TP-6,TP-7,&TP-8. �'' _ moist at 3.0'(+/-)and below. _ 16.0% Stiff to medium stiff, dark brown (Sck) �- C ° a 4^ n to brown/tan to orangish brown; „ c o n O c i ° A c� n C "Target"foundation bearing in sandy SILT to sandy lean CLAY w/ , C 00 C o C o, 0, o sandy GRAVEL below 4.0'depth. some gravels in lowermost 6 inches; ° ° 4 J c moist to very moist. „ r �`c p ' ° Clean sandy gravel w/ � o 0 s8-c ° abundant 6"-minus gravels ° 0 Notes: io.9�ro (S6k) 6 V, and scattered 6"to 10"cobbles. t� 0 ry 0 -More moist and less stiff w/depth. (sack) ;� - - - ^_ .• ^-- _ - -From 2.0'to 3.0'• _ ■---e-- -=-e}„ `;-r-"-v-t}- -e--v-„- -++- r r-y--e- _ *Dark brown to brown/tan. - ='°° ° ° ° ' c • C C a a c Moist and stiff. ' * �� n �= 4 o eC e) u _k- O o et i7 is Qu=2.0 to 1.5 tsf(less w/depth). a �� � o , a _ -From 3.0'to 4.0': '.� . Some caving of *Orangish brown. onitoring well installed(MW-8) ."i n test pit walls *Very moist and medium stiff. height=10"(approx.) o below 6.5'due *Qu=1.5 to 1.0 tsf(less w/depth). "[Casing o o o, c o n °o to groundwater. o 0 -Unsuitable bearing material. ° ° O J c ° ° 00 ' • c _. ° i; n C o �� n� ' 4 0 ��.� eC U o C) n� „C 4 0 1�1 e� 1 o co 3O{4.0'-10.0'}: Native Sandy Gravel _ ° ° c o 4 o M C ° �_ '0 e 0 ° ° c i" ^l_o e 0 Dense;brown; sandy GRAVEL w/ 10 CD C abundant gravels and cobbles; moist to wet. No random fill observed in TP-8. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 1,Blackwood Groves Sub. w GROUNDWATER: 6.5' (on 10/6/23) LOGGED BY: Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-9 LOCATION: Lot 1,Blk 13 (NW Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ F �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1 inches contains scattered gravels 1O 10.0'-1.5'}: Native Topsoil from past construction activity. Stiff;black;organic clayey SILT w/roots; slightly moist. S9-A _ _ _ _ - 23.3"fin @ 2.0° 2 _ Silt/clay w/some gravels _- _ _-_A - "Notes• (Sack) - in lowermost 6 inches. -_ -- More moist and-Upper few inches contains some Comp.c -- - - � less stiff w/depth. - @ z.o° scattered small gravels from past N/A to3.0' - - Comp.C was collected -- construction activity on the site. (Bucket) - from TP-9&TP-10. -- _ _ _ _ `-• _ �_- -• .- 7�- 2O{1.5'-4.8'1: Native Silt/Clay s9-B _ - - - _ -�_�-_ _ - - •~ �-- . - � • ~~— . _ 23.4% @ 4.0° 4 __ - - __ - - __ - - _- - Orangish brown and very Very stiff to med.stiff;dark brown (sack) -- --' --_ - - --" --. --' --_ - moist at 3.5'(+/-)and below. to brown/tan to orangish brown; sandy SILT to sandy lean CLAY w/ , ~ ;some gravels in lowermost 6 inches; �„ Target foundation bearing in moist to very moist. sandy GRAVEL below 4.8 depth. e Notes: 8.6% @ 6.0, 6 S9-C ° O ° 4 4 .�. ° O , 0 ^_ Q � ' " -More moist and less stiff w/depth. (sack) ' O �' is "Clean"sandy gravel w/ O L O C> O -From 1.5'to 3.5': (1 ° o° " abundant 6"-minus gravels *Dark brown to brown/tan. 1 ° c and scattered 6"to 10"cobbles. e c *Moist and very stiff. < < Ci° c 6: ell ° c ' * �' 4o cc Q " r '%-j" 4 0o et O Qa Qu=3.0 to 2.0 tsf(less w/depth). ,° ; o ' a � ;� o � -From 3.5'to 4.8': + e 0 0 3 + e o *Orangish brown. u �) 9 e ° _�, *Very moist and medium stiff. ��__(0• �_© a `___a-t -----r_« a_ Sl____ c Some cavingof Qu=1.5 to 1.0 tsf(less w/depth). � o o -Unsuitable bearing material. Monitoring well installed(MW-9) 0 4;J test pit walls Casing height=10"(approx.) , below 8.5'due �• 3O{4.8'-10.0'}: Native Sandy Gravel r e O o ° o C° 0 to groundwater. Dense;brown; sandy GRAVEL w/ p ' ^ `= 0 0 4 0 ¢ abundant gravels and cobbles; moist to wet. No random fill observed in TP-9. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 13,Blackwood Groves Sub. w GROUNDWATER: 8.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-10 LOCATION: Lot 1,Blk 13 (NE Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ a x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1 inches contains scattered gravels 1O 10.0'-1.5'}: Native Topsoil from past construction activity. Stiff-,black;organic clayey SILT w/roots; slightly moist. S)o-n - - - - _ - - i3.�°i° @2.0° 2 _ = Silt/clay w/some gravels __-__ � _ (sack) --" in lowermost 6 inches. -- -' _ Little more moist w/depth. - Notes: However,very stiff throughout. -Upper few inches contains some comp.c ' -_ ' - _-_� _ _ _ scattered small gravels from past rva o s.0 - ' Comp.C was collected construction activity on the site. (Bucket) :' - from TP-9&TP-10. = Orangish brown at 3.0'(+/-)and below. 2O11.5'-3.8'1: Native Silt/Clay ° SIo-B ^ =a •;� -` �;o i Very stiff throughout;dark brown 5'1�° (s�k) o a ' `! 9> ° ° �. a t' "Target"foundation bearing in to brown/tan to orangish brown; 0 e O `A c A C sandy GRAVEL below 3.8'depth. sandy SILT to sandy lean CLAY w/ o ° a°o o ° o, c o , o ° O ° ° , C , o some gravels in lowermost 6 inches; = o rJ c r, slightly moist to moist. , "Clean"sandy gravel w/ I I c u ° I.) r, c° oa abundant 6"-minus gravels ° o '' - s)o-c ° 0 C . and scattered 6"to 10"cobbles. ` ' O Q ' ° Notes: s.6°i° @ 6.0° 6 -Little more moist w/depth. (Sack) r-; 0 r�' n ° O - - r J C -From 1.5'to 3.0% a 00 , O :�0° ecc° 0,3 �3 0 00 , O J�°ac°° o O *Dark brown to brown/tan. .� ° �� 1 0 o ° G * Slightly moist and very stiff. " < `'' c c - AS *Qu>4.0 tsf(throughout depth). -- —. .- =s------�----- s---� _• s-------e--- -From 3.0'to 3.8'• . *Orangish brown. Monitoring well installed(MW-10) i Some caving of *Moist and very stiff. y Casing height=12"(approx.) `o test pit walls *Qu>4.0 tsf(throughout depth). o o o r below 7.5'due -Unsuitable bearing material. ° a O;J `1 ° ° a a;J , to groundwater. c r —C 4. n n n o o � I I ( u I� is 3O{3.8'-10.0'}: Native Sandy Gravel - , o c° 0 4 oO M 0 �� �� n 0 , ° c'° ^i_C. Dense;brown; sandy GRAVEL w/ 10 abundant gravels and cobbles; moist to wet. No random fill observed in TP-10. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 13,Blackwood Groves Sub. w GROUNDWATER: 7.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-11 LOCATION: Lot 1,Blk 13 (Center) s Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ a x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1 inches contains scattered gravels 1O 10.0'-1.5'}: Native Topsoil from past construction activity. Stiff-,black;organic clayey SILT w/roots; slightly moist. A-sI) - z6.z°i° SI _--' - Silt/clay w/abundant :' 2 - More moist w/depth. - Notes: (sack) --_ sands and gravels-in •, However,very stiff throughout. _ lowermost 18 inches. — — -ti- -Upper few inches contains some scattered small gravels from past Orangish brown at 2.5'(+/-)and below. construction activity on the site. Q Note: Lower 18 inches Q contains intermixed 2 2O{1.5'-4.0'}: Native Silt/Clay SII-B p�. sands and gravels. It Verystiff throughout;dark brown a.6°r° (Sak) 4 o could almost be called g � (Sack) • � ' to brown/tan to orangish brown; a "dirty"gravel. e ` "Target"foundation bearing in sandy SILT to sandy lean CLAY w/ , C o o o, o sandy GRAVEL below 4.0'depth. abundant sands and gravels in lower- _ ° o O.J a C a r, most 18 inches; moist to very moist. �1 l r jc c u -1 a c n s) o 4°4Clean sandy gravel w/abundant 6"-minus gravels e o O 0 Q e Notes: io.z°r° @ 6.0 6.0° 6 V, and scattered 6"to 10"cobbles. - -More moist w/depth. (sack) _ C O 4 r n -From 1.5'to2.5': o i o o , :� ` Ac o� a o e U °oc ° 0 0 Q00 *Dark brown to brown/tan. �__: ` =' ` __°_s____C *Moist and very stiff. - ° y_^_;______ ,e� 5` C '`1,ra4u �?4 o C 'e� C)e r- e J l _,-�r�r f--n--J---- Y. , -�------- *Qu=3.0 to 2.0 tsf(less w/depth). C 4 -From 2.5'to 4.0% -.o , ' *Orangish brown. Monitoring well installed(MW-11) I Some caving of test pit walls *Very moist and very stiff. Casing height=12"(approx.) � o k_ *Too gravelly for Qu readings. o , 00 below 7.0'due o 0 -Unsuitable bearing material. ° o O J a c ° o Q; to groundwater. n � 0 1�1 a ^l. O o ICI e U o 1- � v `l_ O- 1�I e 3O{4.0'-10.0'}: Native Sandy Gravel C �_ t� a 0 , o ` 0 40 e O e 0 Dense;brown; sandy GRAVEL w/ 10 abundant gravels and cobbles; moist to wet. No random fill observed in TP-11. All soils are native. Notes -"Clean"sandy gravel. t" -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 13,Blackwood Groves Sub. w GROUNDWATER: 7.0' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Drive w z w TEST PIT DESIGNATION: TP-12 LOCATION: Lot 1,Blk 13 (SW Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few 1 inches contains scattered gravels 1O 10.0'-1.5'}: Native Topsoil from past construction activity. Stiff;black;organic clayey SILT w/roots; slightly moist. S12-A - - - - - - - 18.9% @ 2.0, 2 - _ = Silt/clay w/some gravels =1"- �' �' �- _ Notes (sack) _. --" - in lowermost 12 inches. -- - _ Little more moist w/depth. - -Upper few inches contains some comp.D ' __ ` However,very stiff throughout. scattered small gravels from past N/A o 32.0 - ' Comp.D was collected construction activity on the site. (Bucket) _' - from TP-12&TP-13. - -Y+ L _ = Orangish brown at 3.0'(+/-)and below. 2O{1.5'-3.8'1: Native Silt/Clay ° @2-B - ~ Very stiff throughout;dark brown 5'2�° (Sack) o ° ' `! �> ° ° �. ° 4 "Target"foundation bearing in to brown/tan to orangish brown; 0 ° O `A ° C sandy GRAVEL below 3.8'depth. sandy SILT to sandy lean CLAY w/ o ° 4°o o ° o, c o ° ° ° O ° ° , L ° o some gravels in lowermost 12 inches; a rJ r, a slightly moist to moist. "Clean"sandy gravel w/ ` I I u ° ° I.) c° oa abundant 6"-minus gravels ° o 6 - s12-c ° 0 4 and scattered 6"to 10"cobbles. ` ' Q ° ° Notes: ii.a°r° @6.0° 6 . ` -Little more moist w/depth. (Sack) 0 r'' a _, -From 1.5'to 3.0': Fr `° ° 0 ° '° l� Y o o v *Dark brown to brown/tan. -' ° c � , -' ° c :� , *Slightly moist and very stiff. c r,` ° c c�: r,` ° c c c *Qu=3.0 to 4.0 tsf(throughout). " ,`= 00 , ` " ,�= 4 0 ,°` A° a : G ° � J 4 -From 3.0'to 3.8': .� � ^,& ,-. *Orangish brown. o Monitoring well installed(MW-12) :, i Some caving of *Moist and very stiff. y Casing height=12"(approx.) r u test pit walls *Qu=2.5 to 3.0 tsf(throughout). , o 1 °o below 6.5'due -Unsuitable bearing material. ° a �;J ° . -1 ° ° ° o a.11) to groundwater. � c r ` �: n nn o � 0 ' u I_I ` u u �. 3O{3.8'-10.0'}: Native Sandy Gravel ° ° c° 0 4 0�M �� �� n 0 ° c'°' ^i_°� c� n G Dense;brown; sandy GRAVEL w/ 10 abundant gravels and cobbles; moist to wet. No random fill observed in TP-12. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 13,Blackwood Groves Sub. w GROUNDWATER: 6.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 s Civil Engineering 32 Discovery Dave w z w TEST PIT DESIGNATION: TP-13 LOCATION: Lot 1,Blk 13 (SE Corner) - Bozeman,MT 59718 ALL,ED Geotechnicai Engineering ¢ �` x (See Fig. 1 through 4 for Approx.Location) Phone:(406)582-0221 3 z a HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 c O Q 2 4 6 g 1 DESCRIPTION OF MATERIALS In some areas of site,upper few Silt/clay w/some gravels1'�iinches contains scattered gravels 1O{0.0'-1.0'}: Native Topsoil ` rom past construction activity. in lowermost 6 inches. Stiff;black;organic clayey SILT _ — 12. w/roots; slightly moist. si3_A , , -1 S1 2 0° 2 Little more moist w/depth. , + Orangish brown at26.8% — _Notes (Sack) However,very stiff throughout. _- 0'(+/-)and below. -Upper few inches contains some Comp.D e I scattered small gravels from past rva o 2.0 Comp.D was collected ° "Target"foundation bearing in construction activity on the site. (Bucket) from TP-12&TP-13. r c sandy GRAVEL below 2.5'depth. a o e 2O11.0'-2.5'1: Native Silt/Clay n S13-B J a w p ,�^p ° e J a M p Verystiff throughout;dark brown s.6ro (Sa.o° J o r n 1 C - ° ° g (Sack) �1 e a ° ") a ° ti ° to brown/tan to orangish brown; �' 3 n k" n l' � e ° e o 0 � e� a U � e 0 e 0 0 ` e C a C o sandy SILT to sandy lean CLAY w/ a n O o° o a V. C a o , a e 0 00 o , p, C a ° , some gravels in lowermost 6 inches; a {) , c r, a slightly moist to moist. �� , Clean sandy gravel w/ i CJ �: n `�c ° IC; abundant 6"-minus gravels ° e S13-c - c Oo C and scattered 6"to 10"cobbles. e ' 0 ° Notes: 11.2% @ 6.0' 6 , -Little more moist w/depth. (Sack) -From 1.0'to 2.0'• CF=' f s--p-�-�" K_R_e_�eti-----�-�O--p-Q- - e `I - l *Dark brown to brown/tan. a ='o° ° ° e c ~ C� , ° ='o ° *Slightly moist and very stiff. ` c r' c F,` c *Qu=2.0 to 3.0 tsf(throughout). 'a n 00 Dec a 4° ° �' 4 0 Dec 4 Q° -From 2.0'to 2.5'• J ' '' ° ` J y ' ° * ., Some caving of Orangish brown. Monitoring well installed(MW-13) I *Moist and very stiff. Casing height=11"(approx.) (o e test pit walls *Qu=2.0 to 3.0 tsf(throughout). e e O ° ° e o ° , ° a e O o° below 6.5'due ° -Unsuitable bearing material. a J , c r� l a J , to groundwater. n l �� ,, ^l. 0 0 ' I`rI eC U 0 a �✓ n ^C 0•o �..'1 e U o n �. 3O{2.5'-10.0'}: Native Sandy Gravel G c ,,moo e p _ �� ° e c c ^o e p t� e Dense;brown; sandy GRAVEL w/ 10 ° �- 0 0 4 v 0 ¢ abundant gravels and cobbles; moist to wet. No random fill observed in TP-13. All soils are native. Notes -"Clean"sandy gravel. r, -"Target"bearing material. 12 SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 318 Excavator JOB NUMBER: 23-150 N TOTAL DEPTH: 10.0' BACKHOE OPERATOR: Adam-Gallatin Exc. PROJECT: Blk 13,Blackwood Groves Sub. w GROUNDWATER: 6.5' (on 10/6/23) LOGGED BY. Lee S.Evans-AESI DATE: October 6,2023 TA-\ J=xcA.�n��o+� 101612 3 -T pso; L /I,. S�1}� Lla� c> S 3. S r J V46- t • Y tr � <i //may' .t+�' .t - _. 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' yry,�' � � Ivt + `I, ii. r .l,F � t,i: � J/ u , r 4C J h J j J x L ('rzj, Sa�r-� r��� Ma-cr;el,_ •� "•`j mot,• i!_ � .� �� T�(,11 . . -t Ali ' � •�.,: �. 1 , • ; Is" , •� � � � ,.:may �, _y � ' r ••\ ` �" �Ix' .- . �-..fir` - .. 9 '�i�':�f`�.►.'lwA' 1 �,�.:� ' � .•ter►, � T7- �''�'.�. _ �'`' +�'�',ty.. �: y«'R• �L rti r 'r4 � -r4f• •F, � t ��t� •, �' xyr_ '�I�jc�.,. .`r �i� W'l�-�- , 2'r� \ � .,� � �� ��� '�C'7�.sw qi�f; 71e•+�",..y. �1.•� �_. _. Y f ? `. te� .y j I'� �i� n f '1 «1f�. d' / Y .• r t _ s- sly'>�q` `! �,:` �� � �� �r S -,f •�� �` ,� �.�.. � t � .- ��� e � t, � 3 may. � .l '•�� � - L ' •R 4, ` 1, �j •, �,a. F * t Af �. er too' I er zo 30 .L I .� �:, r; -. �•fir `� � �.� =, gr L � r- R R L ALLIED A ENGINEERING SERVICES,INC. 0 �S �I�erse Projec LIMITATIONS OF YOUR GEOTECHNICAL REPORT GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC Geotechnical investigations, analyses, and recommendations are project and client specific. Each project and each client have individual criterion for risk,purpose, and cost of evaluation that are considered in the development of scope of geotechnical investigations, analyses and recommendations. For example, slight changes to building types or use may alter the applicability of a particular foundation type, as can a particular client's aversion or acceptance of risk. Also, additional risk is often created by scope-of- service limitations imposed by the client and a report prepared for a particular client (say a construction contractor)may not be applicable or adequate for another client(say an architect, owner, or developer for example), and vice-versa. No one should apply a geotechnical report for any purpose other than that originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical reports should be made available to contractors and professionals for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed in the report. GEOTECHNICAL CONDITIONS CAN CHANGE Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical reports are based on conditions that existed at the time of subsurface exploration. Construction operations such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE The site exploration and sampling process interprets subsurface conditions using drill action, soil sampling,resistance to excavation, and other subjective observations at discrete points on the surface and in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to render an opinion about over-all subsurface conditions. Actual conditions in areas not sampled or observed may differ from those predicted in your report. Retaining your consultant to advise you during the design process, review plans and specifications, and then to observe subsurface construction operations can minimize the risks associated with the uncertainties associated with such interpretations. The conclusions described in your geotechnical report are preliminary because they must be based on the assumption that conditions revealed through selective exploration and sampling are indicative of actual conditions throughout a site. A more complete view of subsurface conditions is often revealed during earthwork;therefore,you should retain your consultant to observe earthwork to confirm conditions and/or to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or liability for the adequacy of the report's recommendations if another parry is retained to observe construction. EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Final explorations logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final exploration logs and data are customarily included in geotechnical reports. These final logs should not be redrawn for inclusion in Architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to the complete geotechnical report and should be advised of its limitations and purpose. While a contractor may gain important knowledge from a report prepared for another parry,the contractor should discuss the report with Allied Engineering and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. OWNERSHIP OF RISK AND STANDARD OF CARE Because geotechnical engineering is much less exact than other design disciplines, there is more risk associated with geotechnical parameters than with most other design issues. Given the hidden and variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations can identify and lesson these risks. However, assuming an appropriate geotechnical evaluation, the remaining risk of unknown soil conditions and other geo-hazards typically belongs to the owner of a project unless specifically transferred to another party such as a contractor, insurance company, or engineer. The geotechnical engineer's duty is to provide professional services in accordance with their stated scope and consistent with the standard of practice at the present time and in the subject geographic area. It is not to provide insurance against geo-hazards or unanticipated soil conditions. The conclusions and recommendations expressed in this report are opinions based our professional judgment and the project parameters as relayed by the client. The conclusions and recommendations assume that site conditions are not substantially different than those exposed by the explorations. If during construction, subsurface conditions different from those encountered in the explorations are observed or appear to be present, Allied Engineering should be advised at once such that we may review those conditions and reconsider our recommendations where necessary. RETENTION OF SOIL SAMPLES Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report. If you would like to hold the samples for a longer period of time, you should make specific arrangements to have the samples held longer or arrange to take charge of the samples yourself. Allied Engineering Services,Inc. Page 2 Appendix F Groundwater Monitoring Data M NOW A PART OF MADISON � ENGINEERING WWC ENGINEERING 895 Technology Boulevard, Suite 203,Bozeman,MT 59718 1406.586.0262 August 22nd,2024 City of Bozeman Planning Department 20 East Olive Bozeman,MT 59715 RE: Blackwood Groves Groundwater Monitoring This document contains groundwater monitoring information for the Blackwood Groves subdivision located on Block 1,Lot 1 and Block 13,Lot 1 of the Blackwood Grove Subdivision Phase 1 and 9,north of Blackwood Road and Victoria Street, and east of S. 19t1i Ave in Bozeman,MT. Included in this document is groundwater depth information taken from 13 test pits throughout the site. Groundwater monitoring was completed by Allied Engineering from April to June 2024. Included is a map showing the test pit locations where monitoring took place. K:\Bozeman\Fourth Avenue Capital\2023531 Blackwood Grove Blk 1&13 Site Plan\04Data\Groundwater Monitoring\GW Monitoring.docx 895 Technology Blvd Suite 203 ♦ Bozeman,MT 59718 ♦ (406) 586-0262 _"PHy PARK•AREA Hunt Map Layers �I COLIINS T t' CITY OF BOZENIAN ROAD IIC bs S[ 1 n Cambridge Dr fail Y \ SOUTHBRIDGE SUB TP x `TP ? I~ LUDTKE \`� PH 3 PARK AREAS ►� BLAC KWOOD LAND CARY I FUND t I WILLIAM `AMY TF 3 SCHWEN�SEN •.� I X x Scotch Grass l *r I CITY OF BOZEMAN J ' P • I F, '( T a J GRANITE GRANITE OWNER OWNER x TP- X LLC LLC r d Is AwLYKKE + 1 Q CONDO CITY OF BOZEMAN M MASTER' TP-7 TP-8 `N Victoria St • x � r • Hf 4t Is i O =....F ` T P-9 1 BLACKWOOD _ LAND 1322 SOUTH ( �': , ' CHIPSET - X FUND LLC MONTANA I CONDO I 'LLC_r VMF-' MASTER b- �-_= TP-1 1 BLACKWOOD LAND r I FUND LLC x x c f T n < 3 — GAL-LAa" I TP 1? TP-13 • CON DO DO D LOVE MASTER I y KELLY& l� Jl� I • MICHAEL � � r• i Blackwood Rd Blackwood Rd • a 2024 Groundwater Monitoring Data: Summary of 13 Wells Project Name: Blks 1 and 13, Blackwood Groves Sub. Project Number: 23 150 32 Discovery Drive Location: See Maps ALLIED Bozeman, MT 59718 Date Installed: 10/6/23 ENGINEERING Phone (406) 582-0221 Installed By: AESI SERVICES,INC. `S.o' Fax (406) 582-5770 Okerse Pr60- NOTES: 1) Block 1 is located on NE side of S. 19th Avenue and Victoria Street. 2) Block 13 is located on SE side of S. 19th Avenue and Victoria Street. 3) MW-1 through MW-13 were installed during test pit explorations on 10/6/23. 4) MW-1 through MW-13 were installed in TP-1 through TP-13, respectively. 5) All test pits were dug to a depth of 10.0'below existing ground (EG)surface. 6) All monitoring wells consist of 10'long,4"diameter, perforated PVC pipes. 7) Depths to bottom of MWs range from 9.0'to 9.2'below existing site grades. 8) MW-1 through MW-8 were installed on Lot 1, Block 1. 9) MW-9 through MW-13 were installed on Lot 1, Block 13. 10) Groundwater depths were monitored by AESI from 3/22/24 to 6/17/24. 11) Groundwater depths are below existing ground (EG). 12) "Dry" MWs are noted as dry at bottom of the 9.0'to 9.2'MW depth. 13) Highest(shallowest)groundwater measurement to date in each well: MW-1 MW-2 MW-3 MW-4 MW-5 Date Time Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW below EG below EG below EG below EG below EG (feet) (feet) (feet) (feet) (feet) 10/06/23 N/A 6.3 4.5 6.5 6.5 4.3 03/22/24 4:00 PM 3.7 2.5 3.4 4.7 3.1 03/29/24 10:15 AM 3.7 2.5 3.4 4.7 3.1 04/05/24 10:15 AM 4.2 2.8 3.7 5.0 3.3 04/12/24 10:30 AM 4.7 3.2 4.1 5.4 3.6 04/26/24 10:00 AM 5.3 4.0 4.8 6.0 4.2 05/10/24 12:30 PM 3.7 2.1 3.4 5.0 2.9 05/17/24 10:00 AM 3.9 2.6 3.5 4.7 2.6 05/24/24 1:30 PM 3.9 2.4 3.6 5.0 3.1 06/03/24 10:00 AM 3.5 2.4 3.2 4.5 2.8 06/10/24 10:00 AM 4.5 3.0 4.0 5.3 3.4 06/17/24 12:00 PM 4.2 3.0 3.9 5.0 3.3 Groundwater Monitoring Data: Page 1 of 3 2024 Groundwater Monitoring Data: Summary of 13 Wells Project Name: Blks 1 and 13, Blackwood Groves Sub. Project Number: 23 150 32 Discovery Drive Location: See Maps ALLIED Bozeman, MT 59718 Date Installed: 10/6/23 ENGINEERING Phone (406) 582-0221 Installed By: AESI SERVICES,INC. `S.o' Fax (406) 582-5770 Okerse Pr60- NOTES: 1) Block 1 is located on NE side of S. 19th Avenue and Victoria Street. 2) Block 13 is located on SE side of S. 19th Avenue and Victoria Street. 3) MW-1 through MW-13 were installed during test pit explorations on 10/6/23. 4) MW-1 through MW-13 were installed in TP-1 through TP-13, respectively. 5) All test pits were dug to a depth of 10.0'below existing ground (EG)surface. 6) All monitoring wells consist of 10'long,4"diameter, perforated PVC pipes. 7) Depths to bottom of MWs range from 9.0'to 9.2'below existing site grades. 8) MW-1 through MW-8 were installed on Lot 1, Block 1. 9) MW-9 through MW-13 were installed on Lot 1, Block 13. 10) Groundwater depths were monitored by AESI from 3/22/24 to 6/17/24. 11) Groundwater depths are below existing ground (EG). 12) "Dry" MWs are noted as dry at bottom of the 9.0'to 9.2'MW depth. 13) Highest(shallowest)groundwater measurement to date in each well: MW-6 MW-7 MW-8 MW-9 MW-10 Date Time Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW below EG below EG below EG below EG below EG (feet) (feet) (feet) (feet) (feet) 10/06/23 N/A 5.5 7.5 6.5 8.5 7.5 03/22/24 4:00 PM 4.3 5.1 4.5 6.1 4.5 03/29/24 10:15 AM 4.3 5.2 4.5 6.1 4.4 04/05/24 10:15 AM 4.6 5.4 4.7 6.3 4.7 04/12/24 10:30 AM 4.9 5.8 5.0 6.6 5.1 04/26/24 10:00 AM 5.4 6.3 5.4 7.1 5.4 05/10/24 12:30 PM 4.5 5.5 4.6 6.2 4.4 05/17/24 10:00 AM 4.3 5.1 4.5 5.9 4.4 05/24/24 1:30 PM 4.5 5.3 4.5 6.1 4.4 06/03/24 10:00 AM 4.0 4.8 4.3 5.6 4.2 06/10/24 10:00 AM 4.7 5.5 4.7 6.2 4.6 06/17/24 12:00 PM 4.5 5.0 4.6 5.9 4.6 Groundwater Monitoring Data: Page 2 of 3 2024 Groundwater Monitoring Data: Summary of 13 Wells Project Name: Blks 1 and 13, Blackwood Groves Sub. Project Number: 23-150 32 Discovery Drive Location: See Maps ALLIED Bozeman, MT 59718 Date Installed: 10/6/23 ENGINEERING Phone (406) 582-0221 Installed By: AESI SERVICES,INC. `S.o' Fax (406) 582-5770 Okerse Pr60- NOTES: 1) Block 1 is located on NE side of S. 19th Avenue and Victoria Street. 2) Block 13 is located on SE side of S. 19th Avenue and Victoria Street. 3) MW-1 through MW-13 were installed during test pit explorations on 10/6/23. 4) MW-1 through MW-13 were installed in TP-1 through TP-13, respectively. 5) All test pits were dug to a depth of 10.0'below existing ground (EG)surface. 6) All monitoring wells consist of 10'long,4"diameter, perforated PVC pipes. 7) Depths to bottom of MWs range from 9.0'to 9.2'below existing site grades. 8) MW-1 through MW-8 were installed on Lot 1, Block 1. 9) MW-9 through MW-13 were installed on Lot 1, Block 13. 10) Groundwater depths were monitored by AESI from 3/22/24 to 6/17/24. 11) Groundwater depths are below existing ground (EG). 12) "Dry" MWs are noted as dry at bottom of the 9.0'to 9.2'MW depth. 13) Highest(shallowest)groundwater measurement to date in each well: MW-11 MW-12 MW-13 Date Time Depth to GW Depth to GW Depth to GW below EG below EG below EG (feet) (feet) (feet) 10/06/23 N/A 7.0 6.5 6.5 03/22/24 4:00 PM 4.7 4.5 3.2 03/29/24 10:15 AM 4.9 4.7 3.5 04/05/24 10:15 AM 5.2 5.1 4.0 04/12/24 10:30 AM 5.7 5.6 4.5 04/26/24 10:00 AM 6.1 6.0 4.9 05/10/24 12:30 PM 4.9 4.7 3.6 05/17/24 10:00 AM 4.9 4.7 3.7 05/24/24 1:30 PM 5.0 4.7 3.7 06/03/24 10:00 AM 4.6 4.4 3.4 06/10/24 10:00 AM 5.2 4.7 3.9 06/17/24 12:00 PM 5.2 5.0 4.0 Groundwater Monitoring Data: Page 3 of 3