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HomeMy WebLinkAbout17 Existing Glen Lake Sub Stormwater �',,�t����, �.l,�-%i�' �� STORMWATER DESIGN REPORT FOR: GLEN LAKE SUBDIVISION BOZEMAN, MT Prepared By: � MADISON ENGINEERING Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 MARCH 2O18 -UPDATED MAY 2018- STORMWATER DESIGN REPORT FOR: GLEN LAKE SUBDIVISION BOZEMAN, MT .`��• 1'`',`'`��I f�;°f�'', � ��� ,w . •r y �" � � • •�� � �;7':. '" . ��i�.JE'_+=i � ' � - �� °� � !t .. ._ {�iu'. �i - , !� 'i v C"'• ,''` � i��'` ,,��`.' -'�; :\� �� "��,'��--" � � y ��'�Iliil�\1 � � Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 � (406) 586-0262 MARCH 2O18 -UPDATED MAY 2018- GLEN LAKE SUBDIVISION STORMWATER DESIGN REPORT ' A. Introduction This design report will give an overview of the proposed storniwater system for the Glen Lake Subdivision located in Bozeman on the northwest corner of Griffin and Manley in Section 31, Township 1 South, Range 6 East, Lot lA. The extension will require stormwater structures, curb inlets, storm piping. Curb inlets are proposed to capture stormwater runoff and transport it to proposed stQrm drain infrastructure and an infiltration basin, which will allow the runoff to infiltrate into the native gravels below. Tl�e city is requiring Glen Lake Subdivision to capture rurioff from '/z of Manley Road south of the pond, Manley Road will no longer drain to borrow ditches after Glen Lake Subdivision is completed. Although we are required to capture the runoff from only half of(West) Manley Road, we have designed the pond to capture all (both East and West) of Manley Road from the pond south to Griffin. The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2017. Addendum#6 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) c. Circular DEQ 8,Montana Standards for Subdivision Storm Drainage,2002 Edition d. Bozeman Stormwater Facilities Plan - 2008 B. Existing Stormwater Facilities The existing property sits vacant and has not been utilized. Proposed curb inlets, drain piping, detention pond and existing ditch have all been carefully considered to facilitate the Glen Lake Subdivision stormwater needs. C. Peak Flow (Runoff) Calculations The project area was divided into six (6) drainage areas as shown on attached sheet E.BASINS provided in Appendix G. These areas were used to determine the stormwater runoff flows at 10-yr, 25yr, and 100-yr storm events. The 25-year storm event was used to determine the size of the storm drain pipes, gutter capacities, and curb inlet sizes. The 10-year storm event was used to size the infiltration basin. The peak flow calculations are provided in Appendix B. D. Storm Drain Piping Storm drain piping from the curb inlets along Brewery Drive were sized to carry the 25-year storm event peak runoff flow. Although Brewery Drive is crowned and therefore runoff flows to both curbs, Brewery Drive was delineated as one basin for ease of calculations. The stormwater from Basin B.1 and half(1/z) of Brewery Drive will flow into Curb Inlet (CI) 1 at the northern intersection of Brewery Drive and Manley Road and discharge via 15" storm drain piping into Cl2. Cl2 captures runoff from Basin A and half('/z) of Brewery drive in addition to the flow from CI1 and its respective basins, and flows through a storm pipe into a storm structure which also gathers runoff from the east and west side of the future improved Manley Rd. From the storm structure, all of the runoff flows into the infiltration basin A pipe is proposed to stub into future Manley Road so the pond can capture the runoff from the north of the subdivision, south to Griffin Glen Lake Subdivision Stormwater Design Report Page 1 of 2 Rd. The invert and size of this stubbed pipe will be coordinated with the Manley Rd improvements design. All storm drains were sized using Manning's Equation for circular channels to determine the pipes capacity to flow stormwater at specified grades. See attached storm drain piping schedule in Appendix A and calculations in Appendix C. E. Stormwater Retention Pond The stormwater from all of the basins flow into the retention basin at the northern-most lot of the subdivision, which has been dedicated for stormwater. The basin is sized to accommodate 10-year 2-hour storm runoff flows, which equates to a required 17,364 cu ft of retention storage. The proposed pond can store 19,275 cu ft, with a freeboard of 1.60 ft, providing excess storage if need be. The retention basin is deeper than allowed by the City of Bozeman standards, and therefore a 6' chain link fence surrounding the deep pond is proposed. The retention pond sizing calculations can be found in Appendix E. F. Gutter Flow and Curb Inlets Curb inlets are proposed in the gutter line at intersections as required. A 25-year storm event was used to calculate the runoff flows. Based on these values,the curb inlet capacities are more than adequate for carrying the 25-year storm event. The gutter-flow capacity is also above the designed runoff values to avoid overflow encroachment of greater than 10 feet into the drive lane. Curb inlets are standard 24"x36" inlets. Gutter flow and curb inlet calculations are provided in Appendix D. Appendices A. Storm Drain Piping Schedule B. Peak Flow(runoffl Calculations C. Storm Drain Piping Calculations D. Gutter Flow and Curb Inlet Calculations E. Detention Basin Sizing Calculations F. Pre and Post Storm Drainage Basins Glen Lake Subdivision Stormwater Design Report Page 2 of 2 Appendix B: Peak Flow (�unoff� Calculations Glen Lake Subdivision Peak Flow Calculations (cfs) Peak Flow Summary(cfs) Area Design Rainfall Freq. (Acre) C 100 Yr 25 Yr 10 Yr Basin A 1.98 0.65 2.97 1.84 1.37 Basin B.1 1.06 0.65 1.97 1.21 0.90 Basin B 2 1.06 0.65 1.97 1.21 0.90 Brewery Dr 1.05 0.88 4.98 2.99 1 80 Manley Rd 2.57 0.88 11.46 6.89 4.14 Basin Pond 0.39 0.20 0.15 0.11 0.09 Storm Information Design Rainfall Freq. 100 25 10 IDF coefficient a 1.01 0.78 0.64 IDF coefficient b 0.00 0.00 0.00 IDF coefficient n 0.67 0.64 0.65 Adjustment Factor Cf: 1.25 1.1 1 Peak Q Values Basin A Total Area: 7.980 acres Composite C: 0.65 Average slope: 1.16 percent Travel Distance 1162.00 feet Design Rainfall Freq. 700 25 10 C"Cf 0.81 0.72 0.65 (Shall not exceed 1.00) Total t�: 17.44 23.36 27.30 minutes intensity at t� 2.31 1.43 1.07 in/hr peak runoff: 2.97 1.84 1.37 cfs Basin 6.1 Total Area: 1.060 acres C: 0.65 Average slope: 1.08 percent Travel Distance 586.00 feet Design Rainfall Freq. 100 25 10 C"Cf 0.81 0.72 0.65 (Shall not exceed 1.00) Total t�: 12.68 16.99 19.85 minutes intensity at t� 2.g6 1.75 1.31 in/hr peak runoff: 1.97 1.21 0.90 cfs Basin B.2 Total Area: 1.060 acres C: 0.65 Average slope: 1.08 percent Travel Distance 586.00 feet Design Rainfall Freq. 100 25 10 C*Cf 0.81 0.72 0.65 (Shall not exceed 1.00) Total t�: 12 68 16.99 19.85 minutes intensity at t� 2.g6 1.75 1.31 in/hr peak runoff: 1.97 1.21 0.90 cfs Brewery Dr Total Area: 1.050 acres C: 0.88 Average slope: 1.15 percent Travel Distance 762.00 feet Design Rainfall Freq. 100 25 10 Page 1 of 1 Glen Lake Subdivision Peak Flow Calculations (cfs) C"Cf 1.00 0.97 0.88 (Shall not exceed 1.00) Total t�: 4.93 6.50 10.84 minutes intensity at t� 5.39 3.23 1.95 in/hr peak runoff: 4.98 2.99 1.80 cfs Manley Rd Total Area: 2.570 acres C: 0.88 Average slope: 1.83 percent Travel Distance 1250.00 feet Design Rainfall Freq. 100 25 10 C*Cf 1.00 0.97 0.88 (Shall not exceed 1.00) Total t�: 5.41 7.14 11.89 minutes intensity at t� 5.07 3.05 1.83 in/hr peak runoff: 11.46 6.89 4.14 cfs Basin Pond Total Area: 0.390 acres C: 0.20 Average slope: 0.25 percent Travel Distance 90.00 feet Design Rainfall Freq. 100 25 10 C*Cf 0.25 0.22 0.20 (Shall not exceed 1.00) Total t�: 23.94 24.78 25.34 minutes intensity at t� 1.87 1.37 1.12 in/hr peak runoff: 0.15 0.11 0.09 cfs Page 2 of 1 Appendix A: Sto�m D�ain Piping ,Schedule Glen Lake Subdivision Pipe Schedule Length Max Actual Pipe ID Size Slope �ft� Capacity Contributing Basins Demand cfs cfs 1 15" 0.30% 31 3.50 Basin 6.1 + 1/2 Brewery Dr 2.71 2 21" 0.26% 89 8.10 Basins A& 6.1, Brewery Dr 6.04 3 21" 0.30% 28 8.7Q Manley Rd and Basin 6.2 8.10 4 24" 0.50% 32 14.30 All Basins- Basin Pond 14.14 Cuvlert Intersection S 15" 0.20% 64 2.9 1/2 of 1/3 Manley Rd 1.14 Cuvlert Intersection N 15" 0.20% 64 4.7 1/2 Manley Rd + Basin 6.2 4.67 . . Appendix C: Storm D�ain Piping Calculations SP1 Glen Lake Subdivision CIRCULAR CHANNEL -T -� Manning's Eqn. �_ 1.486 A Ry�S��Z n ' o � � Diameter,do(in)= 15 �Enter Value � �, Diameter,do(ft)= 1.25 ` THETA , Units= 1.486 ' ' '-� n= 0.013 Slope,S(ft/ft) 0.003 ihie[[ed i�ydraufic Nydrauiic s�i � y, Area,A perimeter,P Radius,R Top Width, Depth,D Factor,Z q(gpd-6 =VZ/2g Depth,y(ft) Theta(rad) (ftz) (ft) (ft) T(ft) (ft) (fts��) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) o.00 o.00 o.00 o.00 o.00 o.oa o.00 o.00 b.o u�i u u o.0 o.b�i 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 7.6 3660.2 0.7 0.07 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.7 33.2 15913 2 1.2 0.02 0.19 1.59 0.12 0.99 0.72 0.89 0.13 0.04 0.2 77 2 37050 4 1.5 0.03 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.3 139.1 66747.5 1.8 0.05 0.31 2.09 0.24 1.31 0.18 1.06 0.22 0.11 0.5 217.5 104408.6 2.0 0.06 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 0.7 311.0 149264.1 2.2 0.06 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0,22 0.9 417.5 200414.8 2.4 0.09 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.26 1.2 5351 256854.7 2.6 0.11 0.56 2.94 0.54 1.84 0.29 1.24 0.43 0.35 1.5 6614 3174621 2.8 0.12 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 7.8 794.0 361103.9 2.9 0.13 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 2.7 930.1 446433.5 3.0 0.14 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 2.4 1066.8 512081.9 3.1 0.75 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.77 2.7 1201.1 576540.4 3.2 0.16 0.88 3.96 0.92 2.48 0.37 7.15 0.80 0.62 3.0 1329.5 6381491 3.2 0.16 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 3.2 1448.0 695040.3 3.3 0.77 1.00 4.43 1.05 2.77 0.36 1.00 1.05 1.08 3.5 1552.2 745032.9 3.3 0.77 1.06 4.69 1.71 2.93 0.38 0.89 1.25 1.24 3.6 1636.3 785409.8 3.3 0.17 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 3.8 1692.4 812359.1 3.2 0.16 1.19 5.38 1.20 3.36 0.36 0.54 2.21 1.79 3.8 1706.3 819003,4 3.2 0.15 1.25 6.28 1.23 3.93 0.31 0.00 3.5 1586.5 762465.6 2.9 0.13 4.5 4.0 --� �� � 3-5 .' ` . � r �_ � - 3.0 I' /� �i � / i� ���.o(cFs) 2.5 �� - _vcros� / i � � �E(fl) 2.� � , / � / �.5 / �� / ' / �0 / '�/ /� I O.5 � ����� ' �. I 0 0 � -- --- - - -r - - 0.00 020 0.40 0.60 0.80 1.00 1.20 1.40 Depth(ft� � SP2 Glen Lake Subdlvlslon CIRCULAR CHANNEL - T- - Manning's Eqn. Q�1.�86 A Ry'S'n _ r n /f Dlameter,do(In)= Y1 �Enler Value $ � \ Dlameter,do(ft)= 1.76 �. THETA Unita= 1.488 � � -_ _- n= 0.013 Slope,S(ftl(t) 0.002b ette yrauc yreuc Area,A poNmeter,P Radlue,R Top WIdtA, Depth,D Factor.2 Q(gpd-8 �V�IZg Depth,y(tt� Thets pad) (ft') (fl) (R) T(fl) (ft) (ft"') p(cfa) Q(gpm) hour day) V(ftls) (h) o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.o a.o o.o u.�i u.ou o.os a.eo o.a o.�s o.os o.�s o.os o.o� o.o n.a e�e.� o.s o.o� 0.78 1.28 0.13 7.13 0.11 1.05 0.12 0.04 0.2 75.7 38337.9 1.3 0.0� 0.26 1.58 0.23 1.39 0.16 1.25 0.18 0.10 0.4 1T8.3 84804.8 1.7 0.05 0.35 1.85 0.34 1.62 D.21 1.40 0.24 0.17 0.7 377.5 152417.9 2.1 0.07 0.44 2.09 0.47 1.83 O.Y6 1.52 0.31 0.26 7.1 488.7 238418.9 2.4 0.09 0.53 2.J2 0.61 2.03 0.30 1.60 0.38 0.37 1_6 710.1 340844,3 2.6 0.11 0.81 2.53 0.75 2.2Z 0.34 1.87 0.45 0.50 2.1 953.4 457647.0 2.8 0.12 0.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 2.7 1221.9 58B527.5 3.0 0.14 0.79 2.84 1.05 2.57 0,41 1.74 0.80 O.B2 3.4 1510.4 724970.1 3.2 0.18 0.88 3.14 1.20 2.75 0.44 7.75 0.68 1.00 4.0 1813.0 870260.4 �.4 0.78 O.B6 3.34 1.38 2.82 0.46 1.74 0.76 7.20 4.7 2123.8 1018430.4 8.6 0.19 1.05 3.54 1.51 3.1D 0.49 1.71 0.88 1.41 6.� 2436.7 7168338.4 7.8 0.20 1.14 3.76 1.68 3.28 0,60 1,87 0.98 1.65 8.7 2742,8' 131.8528.5 3.T 0.27 1.23 3.96 1.80 3.47 0.52 1.60 1.72 7.90 B.B 3035.9 1457212.8 3.6 0.22 1.31 4.79 7.84 3.67 0.53 7.52 1.28 2.79 7.4 3308.5 1587723.8 3.B 0.23 7.40 4.43 2.06 3.88 0.53 1.40 1.47 2.50 7.9 3544.3 1701267.8 3.B 0.23 1.49 4.69 2.18 4.11 0.53 1.25 1.74 2.88 B.3 3738.4 1793A82.4 3.B 0.29 1.56 5.00 2.28 4.37 0.52 1.05 2.77 3.36 B.B 3964.6 7855021.2 3.B 0.22 1.66 5.36 2.38 4.71 0.50 0.78 3.OB 4.15 8.7 3886.2 1870193.5 9.7 0.21 1.75 6.26 2.41 5.50 0,44 0.00 E.1 3627 3 1741089.3 3.4 0.18 10.0 9.0 .��� .� � B.0 -s� . i 7.0 �� i' i i ���•o(�ei 6.0 � i i � �vcvq 5.0 i� i �E(�� ♦ . �4.0 -r ♦ � �� �,� r�� \ . 3.0 i t - '�I �i 2.0 � / ��� 1.0 /- - . 0.0 0.00 0.50 1.00 1.50 2.00 DeP1h(ft) SP3 Glen Lake Subdivision CIRCULAR CHANNEL --T --' Manning's Eqn. Q_ 7.486 A RZ"S'�x � � n Diameter,do(in)= 21 ��Enter Value � �, Diameter,do(ft)= 7.75 THFTA / Units= 1.486 � ` �- n= 0.013 Slope,S(ft/ft) 0.003 Wettetl Hydraulic Hytl►aulic d����� � Area,A perimeter,P Radius,R Top Width, Depth,D Factor,2 Q(gpd-8 =V'12g Depth,y(ft) Theta(rad) (ft2) (ft) (ft) T(ft) (ft) (ft612) O(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 O.UO 0.09 0.90 0.04 0.79 0.06 0.76 0.06 0.01 0.0 1 B 7 8978 0 0;9 0.07 0.18 1.29 0.13 1.13 0.11 1.05 0.12 0.04 0.2 01.3 39033.1 7.4 0.03 0.26 1.59 0.23 1.39 0.16 1.25 0.1 B 0.10 0.4 189.3 90879.9 1.9 0.05 0.35 1.85 0.34 1.62 0.21 1.40 0.24 0.17 0.8 341.1 163723.1 2.2 0.08 0.44 2.09 0.47 1.83 0.26 1.52 0.37 0.26 1.2 533.5 256100.9 2.5 0.10 0.53 2.32 0.67 2.03 0.30 1.60 0.38 0.37 1.7 762 8 366125 6 2.8 0.12 0.61 2.53 0.75 2.22 0.34 1.67 0.45 0.50 2.3 1024.1 491591.7 3.0 0.14 0.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 2.9 1312.6 630031.6 3.3 0.16 0.79 2.94 1.05 2.57 0.41 1.74 0.60 O.B2 3.6 1622 4 778742.8 3.4 0.18 O.SB 3.14 1.20 2.75 0.44 1.75 0.69 1.00 4.3 1947 5 934798.9 3.6 0.20 0.96 3.34 1.36 2.92 0,46 1.74 0.78 1.20 5.1 2281.3 1095043.9 3.8 0.22 1.05 3.54 1.51 3.10 0.49 1.71 0.88 1.41 5.8 2616.8 1256071.0 3.9 0.23 1.14 3.75 1.66 3.28 0.50 1.67 0.99 1.65 6.8 29462 1414179.5 4.0 0.24 1.23 3.96 1.80 3.47 0.52 7.60 1.12 1.90 7.3 3261 0 1565297 7 4.0 0.25 1.31 4.79 1.94 3.67 0.53 1.52 1.28 2.19 7.9 3551-8 1704844.5 4.1 0.26 1.40 4.43 2.06 3.88 0.53 1.40 7.47 2.50 8.5 3807.2 1827469.9 4.1 0.26 1.49 4.69 2.16 4.11 0.53 7.25 1.74 2.88 8.9 4013 6 1926509.1 4.1 0.26 1.56 5.00 2.28 4.37 0.52 1.05 2.17 3.36 9.2 4151.3 1992612.4 4.1 0.26 1.66 5.38 2.36 4.71 0.50 0.76 3.09 4.15 9.3 4185 2 2006910.0 4.0 0.24 1.75 6.28 2.47 5.50 0.44 0.00 8.7 3896 3 1870229.9 3.6 0.20 10.0 9 0 �� -•�• . � i� 8A -� - 7.0 � i i 6.0 � ���•0(CFS) � _ _V lNe) S.O � / �E(fl) % . 4 0 _ _. -. L _ � � � � \ % ��I _ 3.� /��/ / �/ 20 � I / � / �. . 1.0 00 - OAO 0.50 1.00 150 2.00 Depth(ft) SP4 Glen Lake Subdivision CIRCULAR CHANNEL - -- T---� Manning's Eqn. Q_1.486 A Ry'S��Z � ��^�� n ' �o ' Diameter,do(in)= 24 ♦�Enter Value 9 �, 1 Diameter,do(ft)= 2 � TFIETA . i� Units= 1.466 � ' �� n= 0.013 Slope,S(fUft) 0.004 Wetted Hydraulic Hytlraulic ������� � Y�� Area,A perimeter,P Radius,R Top Width, Depth,D Factor,2 p(gpd-8 =VZl2g Depth,y(ft) Theta(rad) (ft') (ft) (ft) T(ft) (ft) (ft612) Q(cfs) Q(gpm) hour day) 'V(fUs) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 OA 0.0 0.0 0.00 0.10 0.90 0.06 0.90 0.07 0.87 0.07 0.02 0.1 30 8 14801 1 7.2 0.02 0.20 1.29 0.16 1.29 0.13 1.20 0.14 0.06 0.3 134.1 64349.9 1.B 0.05 0.30 1.59 0.30 1.59 0.19 1.43 0.21 0.13 0.7 312.1 149824.4 2.4 0.09 0.40 1.85 0.45 1.85 0.24 1.60 0.28 0.24 1.3 562 3 269913.5 2.8 0.12 0.50 2.09 0.61 2.09 0.29 7.73 0.35 0.37 2.0 879.6 422207,2 3.2 0.16 0.60 2.32 0.79 2.32 0.34 1.83 0.43 0.52 2.8 i257.5 603593,6 3.5 0.19 0.70 2.53 0.98 2.53 0.39 1.97 0.51 0.70 3.8 1688,4 810436.8 3.B 0.23 0.80 2.74 1.17 2.74 0.43 1.96 0.60 0.97 4.B 2163.9 1038668.3 4.1 0.26 0.90 2.94 1.37 2.94 0.47 1.99 0.69 1.14 6.0 2674.7 1283833.2 4.3 0.29 1.00 3.14 1.57 3.14 0.50 2.00 0.79 1.39 7.2 3210.6 1541106.9 4.6 0.32 1.10 3.34 1.77 3.34 0.53 1.99 0.69 1.67 B.4 3761.0 1605286 2 4.7 0.35 1.20 3.54 1.97 3.54 0.56 1.96 1.00 1.97 9.6 4314.1 2070755.1 4.9 0.37 1.30 3.75 2.16 3.75 0.58 1.91 1.13 2.30 10.8 4857.1 2331412.4 5.0 0.39 1.40 3.96 2.35 3.96 0.59 1.83 1.28 2.66 12.0 5376.1 2580545.4 5.7 0.40 1.50 4.19 2.53 4.19 0.60 1.73 7.46 3.05 13.0 5855.4 2810601.9 5.2 0.41 1,60 4.43 2.69 4.43 0.61 7.60 7.66 3.50 14.0 6276.6 3012761.6 5.2 0.42 1.70 4.69 2.85 4.69 0.61 1.43 7.99 4.02 14.7 6616.7 3176037.6 5.2 0.42 1.80 5.00 2.98 5.00 0.60 1.20 2.48 4.69 15.2 6843.8 3265015.2 5.1 0.41 1.90 5.38 3.08 5.36 0.57 0.87 3.54 5.80 15.4 6899.8 3311883.5 5.0 0.39 2.00 6.28 3.14 6.26 0.50 0.00 14.3 6423 4 3083255.8 4.6 0.32 1 S.0 ; f 16.0 ' _� .�� � 14.0 �� � i i i 12.0 � - i i __--°roFs� 100 i i � �V(Ns) I / -etn� B.0 � � i i 60 � i - � _ i il � � \ 40 I �� / � 2-0 E �/ �� ��. o.0 1 , � - - 0,00 0,50 1.00 1.50 2.00 2.50 Depth(ft) Culvert S Glen Lake Subdivision CIRCULAR CHANNEL _ T Manning's Eqn. Q_ 1.486 A R'"S'�Z n Diameter,do(in)= 15 ��Enler Value $ >. Diameter,do(ft)= 7.25 THETA Units= 1.486 � � � n= 0.013 Slope,S(ftlft) 0.002 V�le[[ed Hydrauiic Fiydrauiic � ' Y� Area,A perimeter,P Radius,R Top Width, Depth,D Factor,Z q(gpd-8 =V'12g Depth,y(ft) Theta(rad) (ft') (ft) (ft) T(ft) (ft) (ft6/) Q(cfs) p(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 b.b u.U6 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 6.2 2988,5 0.6 0.01 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 27.1 12993.1 0.9 0.07 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.1 63.0 302515 1.2 0.02 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.3 113.5 544991 1.4 0.03 0.31 2.09 0.24 1.31 0.18 1.06 0.22 0.11 0.4 177.6 85249.3 1.6 0.04 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 0.6 253 9 121873.6 7.8 0.05 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 0.8 340.9 163638,0 2.0 0.06 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.0 436_9 209721.0 2.1 0.07 0.56 2.94 0.54 1.84 0.29 1.24 0,43 0.35 7.2 540.0 2592231 2.2 0.08 0.63 3.14 0.67 1.96 0.31 1.25 0.49 0.43 1.4 648.3 3111701 2.4 0.09 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.52 1.7 759-4 364511.4 2.4 0.09 0.75 3.54 0.77 2.22 0.35 1.22 0.63 0.61 1.9 8711 4181131 2.5 0.70 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 2.2 980.7 470743 3 2.6 0.70 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 2.4 1065.5 521046.6 2.6 0.71 0.94 4.19 0.99 2.62 0.38 1.OB 0.97 0.94 2.6 1182.3 567498.1 2.7 0.11 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.OB 2.B 1267 3 608316.9 2.7 0.17 1.06 4.69 1.11 2.93 0.38 O.B9 1.25 1.24 3.0 1336.0 641284 4 2.7 0.11 1.13 5.00 1.16 3.12 0.37 0.75 1.55 1.45 3.1 1381.9 663288 4 2.6 0.17 1.19 5.36 7.20 3.36 0.36 0.54 2.21 1.79 3.1 1393 2 668713.5 2.6 0.10 1.25 6.28 1.23 3.93 0.31 0.00 2.9 1297.0 622550,5 2.4 0.09 3.5 , 3A .. �`. i' 2.5 i� �� `\ / �i / i ----o�cFs� 2.0 / � - _��Ns� / �i _e t"1 1 5 - �/ i - i � � i i 1.0 �� - � � / �i i� 0.5 j �� I �.' i 0.0 I� 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth(ft) I Culvert N Glen Lake Subdivision CIRCULAR CHANNEL T Manning's Eqn. Q_ 1.486 A R�"S11z � n b � � Diameter,do(in)= 18 �Enter Value � >. Diameter,do(ft)= 1.5 THETA , . ��� Units= 1.486 n= 0.013 Slope,S(ftlft) 0.002 iNettea „ydrauiic Hydrauiic ��" i'� Area,A perimeter,P Radius,R Top Width, Depth,D Factor,Z p(gpd-8 =VZl2g Depth,y(ft) Theta(rad) (ft2) (ft) (ft) T(ft) (ft) (ft°1Z) Q(cfs) Q(gpm) hour day) Y(ff/s) (ft) 0.00 0.00 0.00 0.00 U.UO o.00 �.�0 U.Uu 0.0 0.0 0.0 0.0 0.00 0.08 0.90 0.03 O.6B 0.05 0.65 0.05 0.01 0.0 10.1 4859.7 0.7 0.01 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.1 44-0 21128.2 1.1 0.02 0.23 7.59 0.17 1.19 0.14 1.07 0.16 0.07 0.2 102.5 49192-4 1.4 0.03 0.30 1.85 0.25 1.39 0.18 1.20 0.21 0.72 0.4 184-6 88621.6 1.6 0.04 0.38 2.09 0.35 1.57 0.22 1.30 0.27 0.18 0.6 288.8 136624-7 1.9 0.05 0.45 2.32 0.45 7.74 0.26 7.37 0.32 0.25 0.9 412.9 198179.9 2.1 0.07 0.53 2.53 0.55 7.90 0.29 1.43 0.39 0.34 1.2 554.4 266093.4 2.2 0.06 0.60 2.74 0.66 2.05 0.32 1.47 0.45 0.44 1.6 710.5 341029 5 2.4 0.09 0.68 2.94 0.77 2.21 0.35 1.49 0.52 0.55 2.0 878.2 421525.3 2.5 0.70 0.75 3.14 0.88 2.36 0.36 1.50 0.59 0.68 2.3 1054 2 505996.6 2.7 0.11 0.83 3.34 7.00 2.51 0.40 1.49 0.67 O.B1 2.8 1234.9 592735 7 2.8 0:12 0.90 3.54 1.11 2.66 0.42 1.47 0.75 0.96 3.2 1416.5 679898.0 2.9 0.13 0.98 3.75 1.22 2.81 0.43 1.43 0.65 1.12 3.6 1594 B 765480.5 2.9 0.73 1.05 3.96 1.32 2.97 0.44 7.37 0.96 1.30 3.9 1765.2 847279.2 3.0 0.14 1.13 4.19 1.42 3.14 0.45 7.30 1.09 1.49 4.3 1922 5 922814.4 3.0 0.14 1.20 4.43 1.52 3.32 0.46 1.20 1.26 1.70 4.6 2060.0 989190.3 3.0 0.14 1.28 4.69 1.60 3.52 0.45 1.07 1.49 1.96 4.8 2172 5 1042799.2 3.0 0.14 1.35 5.00 1.68 3.75 0.45 0.90 1.86 2.29 5.0 2247.0 1078580.1 3.0 0.14 1.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 5.0 2265.4 1067401.9 2.9 0.13 1.50 6.28 1.77 4.71 0.38 0.00 4.7 2109 0 1012335.8 2.7 0.11 6.0 5A � ��'�� ��. i� 4.0 �� i i ����O�CFS) � _ _V(Ne) 3.O � '_ _ � � � � � �E(�) � �� � � I � � 2.0 / / �� � � / �/ �.� � �I I� / ��' o.o -- � � o.00 o zo o.ao o so o.ao �.00 i zo �.ao i.so Depth(ft) I Appendix D: Gutte� Flow and Curb Inlet Calculations Brewery Drive Gutter Capacit Calculations Allowable Pavement Encroachment Given: T= 9 feet(max per city) W= 1.5 feet T Ts = 7.5 feet Sw= 0.08 ft/ft W —Ts Sx= 0.03 ft/ft � a= 0.96 inches = a� � d = 3.24 inches °' S" n = 0.015 d � So= 0.0115 � � � a S- Sw/Sx= 2.67 T/W= 6 Ca ac„ for Gutter equations: Q—QW +QS Where: QW _EoQ Qs= Discharge within the Roadway above the depressed section (cfs) QS Qw= Discharge within the depressed Q 1—Eo (gutter)section (cfs) Cf= 0.56 for English units QS _Cr SX3.I.S8Soz Sx= Pavement cross slope(ft/ft) n Ts= Width of flow in the roadway above , depressed section So= Gutter longitudinal slope(ft/ft) SW/SX Sw= Gutter depression cross slope(ft/ft) Eo = 1+ S /S K„ T= Spread (ff/ft) 1 + " ` —1 W= Width of gutter depression (ft/ft) C �T/W�-1 Ca acit solution So= 0.0115 Qs= 2.50 cfs Eo= 0.44 cfs Q= 4.50 cfs Gutter flow capability Design Flow Q25 = 1.50 cfs (1/2 Brewery Drive Flow(2.99 cfs)) Q25>Q, Design ok Page 1 of 1 Glen Lake Subdivision Inlet Ca aci Calculations ON GRADE Gutter Section Given: T= 9 feet , W= 1.5 feet Ts= 7.5 feet w re Sw= 0.08 ft/ft Sx= 0.03 ft/ft = o, a= 0.96 inches a s. d = 3.24 inches ° � n = 0.015 � � ' So= 0.01 s. ° From Gutter Capacity Qw= 1.99 cfs Qs= 2.50 cfs Capacity for Inlets on Grade Standard 24x36 Curb inlet Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 3.70 ft/sec Fraction of side flow intercepted Rs= 0.192 Total flow capacit interce ted b the inlet Qint= 2.46 cfs Qbybass= 2.03 cfs Design Q for Curb Inlets Q25= 1.50 cfs (1/2 Brewery Drive Flow(2.99 cfs)) Inlet Design Ok Page 1 of 1 Appendix E: Retention Basin Si�ing Calculations Glen Lake Subdivision STORMWATER RETENTION CALCULATIONS Pond ID 1 Accepts flow from basins Glen Lake Subdivision Design Rainfall Freq.� �<;``,`'��,`;��'.: .year IDF coefficient a 0.64 IDF coefficient b IDF coefficient n 0.65 Pre-development Calculations Post-development Calculations C C Areas(ftZ): open space B1 277.223 0.20 Areas(ft2): Brewery(roadway) 45,582 O.BB open space B2 3II,368 0.20 Manley(roadway) 111,787 0.88 roadway 37,246 0.90 Basin A(light industrial) 86,047 0.65 Total: 352,637 Basin B.1 (light industrial) 46,290 0.65 Basin Pond(open space) 17,050 0.20 Basin 6.2(liqht industrial) 48,082 0.65 Totai: 354,838 total area: 8.10 acres total area: 8.1 acres composite C: 0.27 composite C: 0.73 Overland t� Overland t� average slope: 1.31 percent average slope: 1.31 percent travel distance: 1,008 feet travel distance: 1,250 feet t�: 45 minutes t�: 22 minutes Total t�: 45 minutes Total t�: 22 minutes intensity at t�(fig 23): 0.94 in/hr intensity at t�(fig 23): 1.22 in/hr pre-level peak runoff: 2.09 cfs post-level peak runoff: 7.24 cfs Storm Duration Intensity Future Runoff Runoff Release Required (minutes) (inlhr) Rate(cfs) Volume(cf) Votume(c� Storage(cfl 22 1.22 7.24 9700 2795 6911 24 1.15 6.65 9995 3045 9027 26 1.09 6.50 10275 3295 9125 28 1.04 6.20 10542 3545 9207 30 1.00 5.93 10797 3796 9274 32 0.96 5.69 11041 4046 9327 34 0.92 5.47 11275 4296 9369 36 0.89 5.28 11501 4546 9400 38 0.86 5.09 11719 4797 9422 40 O.B3 4.93 11929 5047 9434 42 0.80 4.78 12133 5297 9438 44 0.78 4.64 12330 5547 9435 46 0.76 4.50 12522 � 5798 9425 48 0.74 4.38 12709 6048 940B 50 0.72 4.27 12891 6298 9385 52 0.70 4.16 130.68 6546 9356 54 0.68 4.06 13240 6799 9322 required DETENTION storage(ft')= 9,438 Retention Pond Calculations: Q=CIA C= 0.73 (post-development) I= 0.41 in/hr(10-yr,2-hr storm) A= 8.1 acres Q= 2.41 cfs required RETENTION storage(ft'�'�i* 17,384 Tt' Page 1 Retention Pond Appendix F: Sto�m D�ainage Basins Sh eets PRE. & POST.BASINS � / � � � � ;� a / � �� � ` �— - : . i � � : � ---- / j� �'• / . %�" � �»' o ;- , � � � ��� � \ �;, / ;� � `. /,; /� ' � o - � �\ �,�� � � , � � , , � � . � � ��,// � � i, ,, i �,a , q ; � , �.,� �; � ,�.w \� - J� ` /i �� �'' i � � -- • , , i;' / \ � � i � ��'�,' � � I DRAWN BY:JLS �/ / �// '/; \ - % / � � REVIEWE� BY:CCB \ � / //' 1' �/ PRQIECT ENGINEER:CCB � � / � �i f DESIGNED Bi: CG6 \ ' � � i� � � i / � ' /� �� / � i, i i �. /' �ti / i /�. � / � � 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PRE.BASINS GL.F.�L.\KE,SL?F: STO,RN OPAINM.E BASINS ,-�1 NftOJECT: 17-IJ3 � DATE; 02 02 18 w W o� � � z � a � 0 /� �/. / w % p �'_, / � z � �� � �U �w . � p W �/ 1,%,', � - �AS1Il�T ���T� �'� Z� . ��9��� �]]� ��,3���� ��� j /�. - - � � � , o.,< �., �i / �rt �� �� � /� / � - �;� DRAWN BY:JLS \ � /' J ;�'; / � REVIEWED BY:CGB � / PROJECT ENGINEER:CGB \ ' _ � � ��'�� / � DESIGNED BY: CGB / � � /;� � ` � / \ \ �A/ �� j� � � / ' \ %� �` C17 i� � .'�"� � �.l V � � � J / / � � / \ �� �'� / \ ' �, L�l �`� ��y`�� � � -' f / ` � � � m ���� � j � � ,y�l -- / � � � � � ' � / �� �' � � � , , �, � � �,�;� ��� - � �� ��. �� � \;� � � G� � ; , ,; � �\ ��� `� � � / %� / ,�,J � P� � F � � � � � � � � � �y �� ��'; � , � /:% ��� � � � � � , - -��s��,�, - - � � , . ;' � � � N � , - �_ , .�-�:� , ''� � ,;% ,� � Q � � � , , - �. 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