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06 - Design Report - Meadow Creek Ph 1 - Stormwater
ENGINEERING , INCo q7 7 ; ,A Consulting Engineers and Land Surveyors ' _;r, O 1 2001 �S ------------------------ STORM WATER MANAGEMENT DESIGN REPORT FOR NTA fir N y 34MPE Meadow Creek Subdivision, Phase I Bozeman, Montana Prepared For: Meadow Creek Partners, LLC 924 Stoneridge Drive, Suite 1 Bozeman, MT 59718 February 2006 BOZ-05021.02 705 Osterman Drive, Suite F Bozeman, MT 59715 Phone 406.522.9876 Fax 406.922.2768 info.bozeman@enginc.com www.enginc.com STORM WATER MANAGEMENT DESIGN REPORT FOR Meadow Creek Subdivision, Phase I Bozeman, Montana Prepared For: Meadow Creek Partners,LLC 924 Stoneridge Drive, Suite 1 Bozeman,MT 59718 Prepared By: ENGINEERING, INC. A Consulting Engineers and Land Surveyors MILLuras m MUN{AN February 2006 BOZ-05021.02 TABLE OF CONTENTS Pg• Introduction................................................................................................... I Site Location and Description.............................................................................. I ExistingConditions........................................................................ ................. 1 Soils................................................................................................... 1 Drainage.............................................................................................. 2 DesignMethodology........................................................................................ 2 Design Considerations.............................................................................. 2 Subbasin Information............................................................................... 2 Storm Runoff Calculations................................................................................. 3 Rational Method Calculations..................................................................... 3 Gutter and Inlet Capacity Calculations........................................................... 3 Pipe Sizing Calculations............................................................................ 5 Detention Pond Calculations....................................................................... 6 Summary................................................................................................ ..... 7 References.................................................................................................... 8 LIST OF APPENDICES Appendix A— Soils Information Appendix B —Inlet Calculations Appendix C—Pipe Sizing Calculations Appendix D— Stormwater Service Lots Calculations Appendix E—Gutter Capacity Calculations Appendix F—Detention Pond Calculations Appendix G—Outfall Structure Sizing LIST OF TABLES Table I —Rational Method Detention Basin Sizing (1 0-Year Design Storm)...................... 3 Table 2—Rational Method Inlet Basin Results (25-Year Design Storm)........................... 3 Table 3 —Inlet Capacity Summary: 25-Year Design Storm.......................................... 4 Table 4—Pipe Sizing Summary: 25-Year Design 5-6 Table 5 —Detention Pond Sizing Summary: I 0-Year Design Storm................................ 6 P:PiNI\BOZ-05021-02-S'I'OP,AI-DESIGN-REPORT i INTRODUCTION This design report summarizes the management plan for storm water runoff within Meadow Creek Subdivision,Phase I located in Bozeman, Montana. The information contained in this report provides the basis of design for the required storm drainage improvements to be completed. The methodology and analysis procedures utilized in this report are in conformance with the design standards found in the City of Bozeman Design Standards and Specifications Policy, March 2004. Recommendations made in this report are based on these standards and the professional judgment of the author. SITE LOCATION AND DESCRIPTION Phase I of Meadow Creek Subdivision is located on Certificate of Survey No. 2286. Generally, the property is bordered on the east by Minor Subdivision 235; Genesis Business Park to the north; vacant, undeveloped land to the west; and future phases of Meadow Creek Subdivision to the south. Phase I of the development will contain four high-density lots with approximately thirty-five dwelling units per lot. There are two proposed local streets and one collector to serve Phase I. The two local streets are an extension of Enterprise Boulevard and Stubble Lane. The proposed collector is Graf Street which will be extended east to connect to South 19`h Avenue. Each of the internal local and collector streets will be constructed to City of Bozeman standards, having appropriate right-of-way widths of 60-feet and 90-feet respectively, and street widths of 33-feet and 48-feet from back-of-curb to back-of-curb respectively. Boulevard sidewalks,located seven and a half feet behind curb and gutter,will be installed at the time building construction occurs on the lots. EXISTING CONDITIONS Soils According to the Soil Suruey of Gallatin County Area,Montana (1996), the natural soil type is predominantly Turner Loam and Meadowcreek Loam. Groundwater in the development area is as high as 18-inches below the natural surface to 8 feet below the surface. Dewatering techniques will be used during construction to control groundwater. The site soils are gently sloping with moderate organic-matter content. The risk of soil blowing and water erosion is moderate to low. The existing area is primarily rangeland, having a moderate cover of native vegetation. A brief summary of the soils located in the subdivision is located in Appendix A of this report. A more detailed description of the soils in this development can be found in the Geotechnical Report for Meadow Creek Subdivision (December 2005,Allied Engineering Services, Inc.). P:PM\BOZ-05021_02_STORttii DESIGN_REPORT 1 02/22/2006 Drainage The existing ground is sloped,having an approximate 2%gradient from south to north. Surface runoff currently drains to existing creeks that run from south to north through Phase I of the development. Some runoff drains via sheet flow to the northern boundary of the development and eventually finds its way to the creeks that flow to the north from the property. Runoff from adjacent property to the east and west flows to the north and does not enter Phase I of the subdivision. Runoff from the southern boundary of Phase I flows to the existing creeks which flow through the development from south to north. DESIGN METHODOLOGY Design Considerations Phase I of Meadow Creek Subdivision has a gross area of 23.91 Acres. It is proposed to utilize a system of inlets and storm drain piping to collect storm water runoff from Meadow Creek Subdivision,Phase I. The storm drain piping will connect to detention areas located in two areas in Phase I. The detention areas will be designed to release only the pre-developed runoff from the 10- year design storm event. In addition to Phase I of Meadow Creek Subdivision, other phases of the subdivision will contribute to runoff to be collected in one of the two detention ponds located on Phase I. Runoff from the contributing basins has been included in the analysis to properly size the detention pond as well as the conveyance system which feeds the pond. Some of the area in Phase I will be park and wetland area which will remain in pre-developed runoff condition and therefore this area was not analyzed as part of this report. A stormwater exhibit has been included which delineates the drainage basins that drain to the two detention ponds and the inlet basins that drain to the inlet locations. The detention ponds located in Phase I have been sized using the 10-year design storm event with pre-development runoff as required by the City of Bozeman Design Standards and Specifications Policy. All conveyance systems including gutters,inlets, and pipe have been sized to accept the 25- year design storm as required by the City of Bozeman Design Standards and Specifications Policy. The Rational method was used in calculating the storm runoff from the proposed development and all contributing areas. Subbasin Information The storm water runoff analysis area for Meadow Creek Subdivision,Phase I has two drainage basins which drain to two detention pond areas. These two drainage basins have been divided up into smaller inlet basin areas. The inlet basin areas were used to space inlets and calculate the needed conveyance system to accept the 25-year design storm. These basins can be seen on the stormwater exhibit that is included in this report. P:PM\BOZ-05021_02_STORi _DESIGN_REPORT 2 02/22/2006 STORM RUNOFF CALCULATIONS Rational Method Calculations Storm water runoff calculations were performed using the Rational Method as outlined in the City of Bozeman Design Standards and Specifications Policy. A Rational Method"C" factor of 0.50 was taken from the Design Standards and Specifications Policy for basins that contained dense residential lots and 0.35 for basins that contained low to medium density residential lots. The "C" factor of 0.60 used for basins that contained only right-of-way area was taken from a weighted average of"C" factors contained in HydrologicAnalyrir and Design, Second Edition (McCuen). Table 1 and Table 2 summarize the results of the Rational Method calculations used to size the detention ponds and the conveyance systems in Phase I of Meadow Creek Subdivision. More detailed calculations can be found in Appendix B and Appendix F of this report. Table 1 Rational Method: Detention Basin Sizing (10-Year Design Storm) Drainage Basin Area (Acre) "C" Factor Required Storage (cf) 14 16.26 0.50 11,396 4 35.42 0.35 14,005 Table 2 Rational Method: Inlet Basin Results (25-Year Design Storm) Inlet Basin Area (Acre) "C" Factor Peak Runoff(cfs) 14A 2.94 0.60 2.71 14B 1.02 0.50 0.66 14C 1.04 0.60 2.14 14D 1.02 0.60 1.46 4A 1.53 0.60 2.81 4B 4.87 0.35 2.60 4C 5.92 0.35 3.45 4D 9.19 0.35 5.13 4E 2.66 0.35 1.56 4F 1.36 0.60 2.09 4G 5.49 0.35 3.13 4H 0.76 0.60 1.39 Gutter and Inlet Capacity Calculations The City of Bozeman Design Standards and Specifications provides that for city streets, the flow in the gutters shall not be greater than 0.15 feet below the top of the curb. Calculations for available gutter capacity for various street locations are located in Appendix E. These gutter capacities were used to place inlets at needed locations on the gutter. P:PM\BOZ-05021_02_STORiILDESIGN REPORT 3 02/22/2006 Type III inlets are to be installed in basins where the inlets are on-grade. Inlet capacities for the on- grade inlets were determined using dimensional data for a Neenah Foundry R-3278-AL inlet and the following: Q = Kd5/3 Q = captured flow (cfs) K= inlet grate coefficient from Neenah Foundry K-charts d = flow depth of runoff at inlet (ft) Type II inlets will collect any flow directed to low points in the gutter. The capacity of the inlet was calculated using a gutter depth of 0.35 feet (0.15 feet below top of curb). Using the nomograph contained in the Neenah Foundry Company Catalog"R", 11`" Edition (R-3150 inlet), the inlet capacities for the Type II inlet was determined to be 3.1 cubic feet per second. This capacity was used to determine spacing and density of inlets at low points in the gutter. The calculated capacities for the inlets proposed within Meadow Creek Subdivision,Phase I are summarized in Table 3. More detailed calculations for the inlet capacities can be found in Appendix B. Table 3 Inlet Capacity Summary: 25-Year Design Storm Total Theoretical Flow Allowable Flow Captured By-Pass Gutter Down- To Flow Into From Flow Inlet stream Subbasin Inlet Inlet Inlet At Inlet Inlet Type Inlet# Area (cfs) (cfs) (cfs) (cfs) B1 Ponded NA Inlet Basin 14A 2.71 2.71 0.00 3.10 B2 Ponded NA Inlet Basin 14D 1.46 1.46 0.00 3.10 H1 Ponded NA Inlet Basin 14B 0.66 0.66 0.00 3.10 H2 Ponded NA Inlet Basin 14C 2.14 2.14 0.00 3.10 I1 Ponded NA Inlet Basin 4G 3.13 3.13 0.00 3.10 I2 Ponded NA Inlet Basin 4H 1.39 1.39 0.00 3.10 K1 On-Grade I1 Inlet Basin 4E 1.94 1.94 0.00 4.09 K2 On-Grade NA Inlet Basin 4F 2.25 2.25 0.00 4.09 01 On-Grade K1 Inlet Basin 47 2.81 2.43 0.38 4.09 02 On-Grade K2 Inlet Basin 4B 2.60 2.43 0.16 4.09 P1 Ponded NA Inlet Basin 4C 3.45 3.10 0.35 3.10 P2 Ponded NA Inlet Basin 4C 0.35 0.35 0.00 3.10 Q1 Ponded NA Inlet Basin 4D 5.13 3.10 2.03 3.10 Q2 Ponded NA Inlet Basin 4D 2.03 2.03 0.00 3.10 P:PM\BOZ-05021._02_STORiiN DESIGN_REPORT 4 02/22/2006 Pipe Sizing Calculations Design of the system to convey storm water runoff for Meadow Creek Subdivision,Phase I included analysis of the 25-year storm event as required by the City of Bozeman Design Standards and Specifications Policy. The system was designed to accommodate the 25-year event, conveying runoff captured by the system inlets to detention ponds. Design calculations were performed by direct application of the Manning Equation. The minimum pipe diameter for the storm drain main lines (non-service) shall be 12-inches. Service lines will provide four lots (Block 2,Lots 1-3 and Block 4,Lot 5) with storm drain service. Calculations for the flow generated from these lots can be found in Appendix D. The calculated piping system is summarized in Table 4. Actual design slopes are greater than or equal to the minimum slopes in Table 4 More detailed calculations of the piping system can be found in Appendix C. Table 4 Pipe Sizing Summary: 25-Year Design Storm Pipe Location Diameter Pipe Slope Pipe Capacity Flow in Pipe From To (inches) (ft/ft) (cfs) (cfs) Inlet H1 MH H 12 0.005 2.519 0.660 Inlet H2 MH H 12 0.005 2.519 2.142 MH H MH G 15 0.0108 6.713 2.803 MH G MH F 15 0.0117 6.987 2.803 MH F MH E 15 0.0127 7.280 2.803 MH E MH D 15 0.0065 5.208 2.803 MH D MH C 15 0.0065 5.208 2.803 MH C MH B 15 0.0065 5.208 2.803 Inlet B1 MH B 12 0.010 3.563 2.707 Inlet B2 MH B 12 0.010 3.563 1.459 MH B Outfall 18 0.005 7.428 6.968 Inlet Q1 Inlet Q2 12 0.010 3.563 3.100 Inlet Q2 MH Q 15 0.010 6.460 5.130 MH Q MH P 15 0.007' 5.405 5.130 Inlet P1 Inlet P2 12 0.010 3.563 3.100 Inlet P2 MH P 12 0.010 3.563 3.450 MH P MH 0 18 0.007 8.789 8.580 Inlet 01 MH 0 12 0.010 3.563 2.434 Inlet 02 MH 0 12 0.010 3.563 2.434 MH O MH N 21 0.0075 13.722 13.447 MH N MH M 21 0.0083 14.436 13.450 MH M MH L 21 0.0174 20.901 13.450 MH L MH K 21 0.0165 20.353 13.450 Inlet K1 MH K 12 0.010 3.563 1.937 P:PM\BOZ-05021_02_STORiINi DESIGN_REPORT 5 02/22/2006 Table 4 (Cont.) Pipe Location Diameter Minimum Slope Pipe Capacity Flow in Pipe From To (inches) (ft/ft) (cfs) (cfs) Inlet K2 MH K 12 0.010 3.563 2.252 MH K MH J 24 0.0065 18.239 17.639 MH J MH I 24 0.0065 18.239 17.639 Inlet I1 MH I 12 0.010 3.563 3.131 Inlet I2 MH I 12 0.010 3.563 1.395 MH I Outfall 24 0.010 22.622 22.165 Blk 2,Lot 3 Service 12 0.010 3.563 1.700 Blk 2,Lot 3 Service 12 0.010 3.563 1.900 Blk 2,Lot 3 Service 12 0.010 3.563 1.650 Blk 2,Lot 3 Service 12 0.010 3.563 1.350 Detention Pond Sizing Calculations There are two proposed detention ponds located in Phase I of Meadow Creek Subdivision. These two ponds will detain storm runoff from the two drainage basins as shown on the stormwater exhibit. The ponds were sized to hold the 10-year design storm event while releasing only the pre-developed runoff from the basins. Both ponds were designed to allow for treatment of the stormwater and have adequate surface area to allow for particle settling. Discharge structures will be designed to limit the flow out of both ponds to the pre-developed runoff flow. Sizing for the discharge structures can be found in Appendix G. Overflow areas for both ponds will direct flow from storm events greater than the 10-year event to natural drainage areas. Overflow during these events will not flood or damage any structures on the site. A summary of the detention pond sizing calculations is in Table 5. More detailed detention pond calculations can be found in Appendix F. Table 5 Detention Pond Sizing Summary: 10-Year Design Storm Detention Drainage Required Required Surface Area Pre-developed Pond Basin Storage (co with 1.5 ft depth (so Runoff(cfs) 14 14 11,396 7,597 2.06 4 4 14,005 9,337 4.69 P:PM\BOZ-05021_02_STORil4_DESIGN_REPORT 6 02/22/2006 SUMMARY The included analyses and calculations show that the proposed storm water management system for Meadow Creek Subdivision,Phase I will adequately store the 10-year storm event and adequately convey the 25-year storm event. Available gutter capacity and the location and spacing of inlets will limit encroachment of runoff on pavement surfaces to acceptable levels. The recommended pipe sizes would effectively convey storm runoff from Meadow Creek Subdivision,Phase I to designated detention areas. Therefore, the proposed storm water managements system meets the requirements of the City of Bozeman Design Standards and Specifications Policy and will satisfy the needs of the owner of the property. P:PM\BOZ-05021_02_STOR-�vI_DESIGN REPORT 7 02/22/2006 REFERENCES 1. McCuen, Richard H. (1998). Hydrologic Analysis and Design. Second Edition. Upper Saddle River,NJ: Prentice Hall. 2. City Engineering Division. Quly, 2005). Design Standards and Specifications Policy. City of Bozeman,Montana: Author. 3. Allied Engineering Services, Inc. (2005). Geotechnical Report, Meadow Creek Subdivision, South 19"'Avenue,Bozeman, Montana.: Author. 4. United States Department of Agriculture Soil Conservation Service; Natural Resources Conservation Services; and Montana Agricultural Experiment Station. (1996). Soil Survey of Gallatin County Area,Montana. Washington,DC: U.S. Government Printing Office P:PM\BOZ-05021_02_STORA DESIGN REPORT 8 02/22/2006 Ao 0�tr��Qim�I Y' . . jl <0/0 V ZWMEP ' '_ 1 i So RN— ng�wrnon�a �,it � M 1��► ��YYYL�w . �� ,► eeell 9 agFAN jac 1. �`1 ° • s O 6r' 'do,��t�srt«`N!,-.ad �r P NONE d r �y dJ 9iln. 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R.5 E. .. .- .- R.6 E.' 407A 'S°3T30 T30"W 491000 492000 493000 111"5 W 494000 495000 496000 111°2'30'VJ497oo0 498000 499000 �1 1W (Joins sheet 40, Wheeler Mountain) 1 0 1 MILE This soil survey map was compiled by the U.S.Department of 1000 0 low 2gW0 3000 4000 s000 am 7000 FEET N Agriculture,Natural Resources Conservation Service,formerly Soil , D 1 KILOMETER Conservation Service,and cooperating agencies. Base maps are SHEET NUMBER Sri f1F 4ri_1� .: _��...�_I,r n___1---,_ct3_-'-,--:_- c•-.-1.. ,.oennn x o N r d 0 0 a N'D 0 0 Z 7 Z fO c E 2L o v 0 0 0 0 o o m _c._E LO 0 0 d 0 o a n J N CO N N E v O n n � 2 r- o O e I N LO M 'ITp � O v° a 0 E E ul) o LO LO o O u) $ N O O O rn ch m W N s. v ^ n 0 0 a>i m � n 0 y 3 Of t C t p O O O c0 O O O O O O O O cn 0 a � 0 0 t2 r n co rn am F CD a 0 0 0 0 0 0 ,O 0 O p 0 Ln •O CD LO LA to o7 CD cn N to 0) N � 6� 0) N O N O O O p N N -U a '- O •- O O O O C O C O O O O _� C N O m E 0 Cl y O N L w 3: LL H 5 C 0 N CL �O N A V O O O O 00 O O O � C C ON (D y N I. Q L O j N C = � OC ¢�¢ v19 to Q •` •4) U cf0i cca Q Q Q Q Q Q Q G1 _C C 5 c0 N .. _S .� N ca W j J -�C7..Un J C9 U) CD C') J J U a C7 � cc U ... U CJ U U C9 m 0 H 0 E c Q N O O .� h N c. Egad cn .. Eccaai Q [O N O m >` E O >'T 0 (7 O _Cl T 0_ >.; 0) > v m > 2 Q) C V .00E m0'�E5 U .. mOE O Ef _�fn f6 J N K f6 � X X J U U J J 0 i ❑ O O N N O O on N � u y aw � 0 E E c r N o �q C a�' a) z U �� v 3 Q n o om CD L1 v ~ `O �I� 250 Soil Survey nonplastic; 10 percent cobbles and 40 percent Major Component Description pebbles;slightly alkaline. Surface layer texture:Loam Range in Characteristics Depth class:Very deep (more than 60 inches) Soil temperature:43 to 47 degrees F Drainage class:Somewhat poorly drained Moisture control section:Between 4 and 12 inches Dominant parent material:Alluvium Mollic epipedon thickness:10 to 15 inches Native plant cover type:Rangeland Depth to seasonal high water table:24 to 42 inches Flooding:None Depth to the 2C horizon:20 to 40 inches Water table:Apparent Available water capacity.,Mainly 4.9 inches A horizons Hue: 10YR or 2.5Y A typical description with range in characteristics is Value:2 or 3 moist; 4 or 5 dry included, in alphabetical order, in this section. Chroma: 1 or 2 Texture: Loam or silty clay loam Management Clay content: 18 to 35 percent For management information about this map unit, Content of rock fragments:0 to 5 percent pebbles see appropriate sections in Part II of this publication. Electrical conductivity(mmhos/cm): 0 to 8 Reaction: pH 6.6 to 8.4 504A—Meadowcreek silty clay loam,. Bg horizons 0 to 2 percent slopes Hue: 10YR, 2.5Y, or 5Y Value: 3 or 4 moist; 5 or 6 dry Setting Chroma: 1, 2, or 3 Texture: Loam,silt loam,sandy clay loam, or Landform:Stream terraces sandy loam Slope:0 to 2 percent Clay content: 18 to 25 percent Elevation:4,000 to 5,000 feet Content of rock fragments: 0 to 5 percent pebbles Mean annual precipitation:10 to 14 inches Electrical conductivity(mmhos/cm):0 to 4 Frost-free period.,95 to 115 days Reaction: pH 6.6 to 8.4 2C horizons Composition Texture: Sand or loamy sand Major Components Clay content: 0 to 5 percent Meadowcreek and similar soils:85 percent Content of rock fragments:35 to 75 percent-0 to Minor Components 10 percent cobbles; 35 to 65 percent pebbles Bonebasin loam:0 to 5 percent Reaction: pH 6.1 to 7.8 Rivra sandy loam: 0 to 5 percent Ryell sandy loam: 0 to 5 percent 510B—Meadowcreek loam, 0 to 4 percent slopes Major Component Description Surface layer texture:Silty clay loam Setting Depth class:Very deep (more than 60 inches) Landform:Stream terraces Drainage class:Somewhat poorly drained Slope:0 to 4 percent Dominant parent material.Alluvium Elevation:4,200 to 5,950 feet Native plant cover type:Rangeland Mean annual precipitation:12 to 18 inches Flooding:None Frost-free period.90 to 110 days Water table:Apparent Available water capacity.Mainly 5.1 inches Composition Major Components A typical description with range in characteristics is Meadowcreek and similar soils: 85 percent included, in alphabetical order, in this section. Minor Components Management Blossberg loam:0 to 10 percent For management information about this map unit, Beaverton loam moderately wet: 0 to 5 percent see appropriate sections in Part 11 of this publication. 356 Soil Survey Flooding:None Parent material.,Sem icons olidated, loamy sedimentary Available water capacity.•Mainly 5.2 inches beds Slope range:4 to 35 percent A typical description with range in characteristics is Elevation range:4,100 to 5,500 feet included, in alphabetical order, in this section. Annual precipitation:10 to 14 inches Management Annual air temperature:41 to 45 degrees F • For management information about this map unit, Frost-free period. 95 to 115 days see appropriate sections in Part II of this publication. Taxonomic Class: Fine-loamy, mixed, superactive, frigid Aridic Argiustolls 457A—Turner loam, moderately wet, Typical Pedon 0 to 2 percent slopes Udecide cobbly sandy clay loam, in an area of Udecide-Cabbart complex, 15 to 45 percent slopes, in Setting an area of native rangeland, 1,600 feet south and Landform:Stream terraces 1,400 feet east of the northwest corner of sec.20, Slope:0 to 2 percent 11 N., R. 1 E. Elevation:4,300 to 5,200 feet A-0 to 5 inches; grayish brown (10YR 5/2)cobbly Mean annual precipitation: 15 to 19 inches sandy clay loam, very dark grayish brown (10YR Frost-free period.,90 to 110 days 3/2) moist;weak fine subangular blocky structure; Composition soft, friable, slightly sticky, and slightly plastic; many very fine and fine and few medium roots; 10 Major Components percent cobbles and 10 percent pebbles;slightly Turner and similar soils: 85 percent alkaline;clear smooth boundary. Minor Components Bt1-5 to 7 inches; grayish brown (10YR 5/2) clay Beaverton cobbly loam: 0 to 5 percent loam, very dark grayish brown (10YR 3/2) moist; Meadowcreek loam: 0 to 5 percent moderate fine subangular blocky structure; hard, Turner loam: 0 to 5 percent firm, slightly sticky, and slightly plastic; common very fine and few medium roots;few faint clay Major Component Description films on faces of peds;slightly alkaline;clear Surface layer texture:Loam smooth boundary. Depth class:Very deep (more than 60 inches) Bt2-7 to 12 inches;grayish brown (10YR 5/2)sandy Drainage class:Well drained clay loam, dark brown (10YR 4/2) moist;moderate Dominant parent material.,Alluvium medium subangular blocky structure; hard,firm, Native plant cover type:Rangeland moderately sticky, and moderately plastic; Flooding:None common very fine and fine and few medium roots; Water table:Apparent many faint clay films on faces of peds; slightly Available water capacity.•Mainly 5.2 inches alkaline;clear smooth boundary. Bk-12 to 32 inches; light gray(2.5Y 7/2) sandy clay A typical description with range in characteristics is loam, grayish brown (2.5Y 5/2) moist; weak fine included, in alphabetical order, in this section. subangular blocky structure; hard, friable,slightly sticky, and slightly plastic;few very fine and fine Management roots; common medium masses of lime;strongly For management information about this map unit, effervescent; moderately alkaline; clear wavy see appropriate sections in Part II of this publication. boundary. Cr-32 to 60 inches; weakly consolidated sandstone. Udecide Series Range in Characteristics Soil temperature:43 to 47 degrees F Depth class:Moderately deep (20 to 40 inches) Moisture control section:Between 4 and 12 inches Drainage class:Well drained Mollic epipedon thickness:7 to 10 inches Permeability:Moderately slow Depth to the Bkhorizon:10 to 22 inches Landform:Hills, sedimentary plains, and escarpments Depth to the Cr horizon:20 to 40 inches APPENDIX B INLET CALCULATIONS / §§ § I �3 e k !)B- 7 1 �)2 § g |/(2or \ 1`$ m 222)\ ) f �§�- ILL IS 2 �z®w , ) _j Q !#g� $ .o U j 0 r � §§I S J Iu2� } 82 I§()/\ $ 2 2 § 0 2 I ■ !o q $ ■ ■ |E@Smo k § � � k �� k tee = ie� « q < © } � o 2 I | k f ■ # t z < ) I § § ■ \ o - i o/; z K a 7 _ a , / ■ ` � ���� � co ` §\ j \ k j ] / - V < \ / Mn E k < i _ cm R 2 ® § 4) ] a E i `a ^ } / � � © ) m ` < 4T ` - - �j f � k #a § ƒ ;/ f $ \ (K��k f f \ } ) �A« � � � ■- / 77` / 7/ m \ / �f22a / Q k / § III IL )ƒ( ) ■ k C ate° . , a en s 2 i §\ 2 CL_ . . . . - ~ � °�� / Ct �� ��� � 0- \/ kmo m )��_ - \ a - /CY/ . n = ) Gt§§ ° ƒ G/ \ ~ » ! ƒ ! ujzz / G r k Co /\ { f ) a 2 ƒ 2 i /r2 f / k \/ / a © _ E ) t ƒ 2 a ` k 3! ) k )k LL / k co k ��_� § 0 k I 3� 1 °= o iLLU al ImIL lu ILF' 3 '3tZLL � 10 Q U ri w a/ Im `a c 'mOW LL o 8 I3 U. p , a I0 c m ,O O 0 iCC Z J in LL IIL 0 IU LL C O � 1 Ir U I o CL LL m M a) co C 1 LL Q O O fA c + p o +' Of J 0 O OOOpOj R � `Q i~yJ fA m p7 W O+ U. 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' \§m 0 k (\ \ w \ : ° / \ CM/@ � \}( ) \ } | _ k2� - °� ow < o,� @ §4 \ / e , �� , u \ } «o C 2= |\ � r � /3�� , [ p D5 cooi wCL ƒ ¥ / � ��0 0§ \ � Co / $ \ - N. ® p J ° ))no ]t / \) ) § � \ / /) ) k ) * - § f a " i 2 m m §k - - k \ ) \ \ ` w- » \ - 0 �< § ) § k ! ` J$ ) J 2 I § d J [___. ; \ q§ - 12Ir )2t | |_5 @: A '�_ _ ,q < ito Z t 0 8 i� �w p !m z2 i[o � \ .0 cu a §[2G � d��rm / � a �ogkol� n ■ e ems - ± _ !)® & g w � CL /§ )( L 2 / / o ) ■ I k o � Ci ] _ �< z k k i > B CD \ j 0)� � i m k / §[ ) k cm | / ] j z / / § / �a § § \ ƒ ! £ $ ] 0 / { 41 22 ; % - �® i ` / / 2 § | °` § ' \ ) 3)k § \ ƒ ) \ / \S�:k f f Z kE,09 ) \ cj Im § k� jk n ■ � \/`m$ ° r k � �r° � ) §( ¢ | ol B4 f $\ 2 AGa �3w Q e § ��Qi ]mg ` ( m § r� \, . 13 @ , ea . ! . , . . i £ . , ( )/ ?<u / § 2 J\ za/ £ Gu= , { � G ƒ - }ooi 1w / 2I ) , ] $ �@ , §� / ;§ E / < » { i /} 2 ' �/ ) jk°0 7 �E ) ° LL § 7) ƒ° 2 . | f J 2 ] CL • m 2 §2 \ _ 2{ s ■ £ w CL J $k -2 u /k § k 0 0 ` / @ f J« ) J/ § J �_._. / ;u k APPENDIX C PIPE SIZING CALCULATIONS Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y 0000000000000000000000000000000000 30 C� 7) O O co co On O�1 co 7 IT V M M O M ((DD O M M r- M M O O O (D Cl) CM O O M M O M M (q7 OM O Q, NN � Cg0ACN (O (ONUf N V U) (OO) (nCnhO (DvCo (ngq (f) CnN (n (n (nq V' ; s, MM uo (n 0v V � V vv � (n v � � � v TuJc6 (o W T � v) )ri v � r- 4v V' (!j V 0 v �� Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y X Y Y Y Y Y Y Y Y Y X Y Y Y Y Y Y LLLCL0000000000000000000000000000000000 U ar 0 3 0 L.L Q O N M 0 0 0 0 n N Q) [T CO 0 0 0 0 g V 0 0 0 0 0 0 0 (O (7 O M M CD In q CO M It It (n q M (O M M M O) 0 0 (n to Q. U (D r CC) CO a) CO CO CC) r� T O) r �-- '- r cr LO Itv It It 0)(A N q r M r- (7 CD Cl) >.. C O CN N N N N N N N r 0 C7 (n (f) CO M q N N r M � r r N T n co r N r r r r N T 'V O) CA M h O g q q M M g M 0 Co M M O M M N q M M M O o Cl) M N M M M M m w O o O o m N (D (D O g q q co CD N M O tO q (D M M (p (D N CD q CD CD p_ U o (o t` ONNNN (n (O V; )n �tv (n (n t` LO In f� V O) M � (n NN N (n CO � � tn to U NCN (D (Dr- N (n )nCl) co rl CM (6ui CO M Co CM CO Cr) � � (MM N M (M CMM N a � U') C) nomc"000 (onoo � oor- oo � wn0C)(D0om0000000 d •� Qp moo r o00 0 0 0 0o Oo } � 0w0000000000000000000000000000000000 N " 0 0 0 0 0 0 0 o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o U to OO (f) (O U) U') m (O OOOO (n (000000 (O (C) U') g000 CD, 0000000 00l NN NN _N _N O O 47ON _NOO (O00 � n (` (� 00CD 00000000 f0 �...(I LOto q (� M M N(!') (O (n f- tC) (O M Co M M tO Co O O In O (o (0 47 LO N M M M M M M N N M N N M N N Y' V' V' 'cf N N (O co 0 0 0 0 0 0 00 0 0 0 0 00 0 0 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 r- r- r- n N N N N h n N N N_ N N q C70 g q N N M M N N M N N N N Q y N tt V' N N N N N N d' N N (7 fA O) O g q C 'ct q V 7 vrrOomCA O) Orrr� rO) Q) rrnrr V' v v 'crrrNNrr CN a � M a M C') M M M M m m M M V m M M C'M Cl) Cl) m t!7 In Ln M ('M (D (D M C'o (n ('M M M M LY 'T N N N N I N N V tt N N [Y <t Ce7 M M M m LO (O N r- N r.- r- r- � Ln r` (O r- I- to LO LO LO Ul) ul) (n (n LO (O LO (O (O rn U) (O g q N N N N N N q q (D g N N q q (D g q 0 0 0 o q g v q q 'IT q q q q Q � r- t` NNNNNNr- r` r- r� CN! Nr� t` Nr, r- V T tvF, rP, � t` rn � r� r� C O 'Oor rOOrOrrOOr000V (V N (V00 (MMOOM0000 iC n 7 Q Cl) M M M_ M M M M M_ M M _M M_ M M _M _M _M M M_ _M M_ M M_ _M M M W C C O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0t�2 0 N C ) O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 00 0 0 CT N C .0 C f0 � O N N to (o Cn In LO N N q N (o (C') N N q N N N N V N NCNC r N N N N N N rn Q a N J 22CDrLwoUmmm < O(� � aa000z � JYYYa - - - QU V V U c..) o H 2 2 2 2 2 2 2 2 2 2 w w 2 2 w 2 2 2 2 2 2 2 2 2 m J J 22 2 2 2 2 2 �S W of W W w T � 0 0z Z O (ncnr) Cl) o > a 222C71i W DUmmapCJ000- 00Z2JYYY ' 2C', UUUU D0- p - F- F- F F F- F- F- H � F- F- ui - - - - n u w = 2 2 2 2 2 w u 2 W w = w w 2 2 2 2 2 2 2 w w 2 > > > ll J J J J J J Gc J J J J J J J J C = Z Z Z Z Z Z Z Z Z Z Z Z Z Z CoL c N m' - - - - - - - - MNr Cn F- C (U C U2 cu - - r - - - - - - - - vvvvvvvvvvvvvvvvvvv0000 m N N N V a a) Y Y Y Y n. d JJJJ m m m m APPENDIX D STORMWATER SERVICE LOTS CALCULATIONS Storm Sewer-Serviced Lots Worksheet Meadow Creek Basin 14, 25-Year The following lots will have storm sewer service provided. All the lots are dense residential lots and runoff was calculated using the 25-year storm event. Biock,Lot Area C Factor Tc intensity at Tc Runoff(Q) service Location (Acre) (min.) (in/hr) (cfs) Upstream MH Downstream MH Blk 2.Lot 3 2.02 0.5 18 1.69 1.70 MH G MH F Blk 2,Lot 2 2.26 0.5 18 1.69 1.90 MH F MH E Blk 2,Lot 1 1.96 0.5 18 1.69 1.65 MH F MH E Blk 4,Lot 5 1.49 0.5 16 1.82 1.35 MH J MH I APPENDIX E GUTTER CAPACITY CALCULATIONS Gutter Capacity Meadow Creek-Phase I Basin 4-S. 27th,S. 28th, S.29th, Graf St.,Alder Creek Dr., Goldeneye 0.5'P 1.5' +f 7.5' T O.C. n if;, 1�7 22 0 35' - }I n 125 3%Crown Slope Catch Curb Not to Scale S.27th 0+00-22+00 S.27th 22+00-26+43 Parameters Parameters Cross Sectional Area(A)= 1.275 SF Cross Sectional Area(A)= 1.275 SF Wet Perimeter= 9.35 FT Wet Perimeter= 9.35 FT Hydraulic Radius(R)= 0.136 FT Hydraulic Radius(R)= 0.136 FT Manning's n= 0.013 Manning's n= 0 013 Longitudinal Slope(S)= 0.0112 FT/FT Longitudinal Slope(S)= 0 018 FT/FT Gutter Capacity(Manning's Equation) Gutter Capacity(Manning's Equation) Q=(1.49/n)(A)(R^2/3)(S^.5) Q=(1.491n)(A)(RA2/3)(SA.5) Q= 4.09 cfs Q= 5.18 cfs Graf 0+00-7+00 Alder Creek(Worst Case) Parameters Parameters Cross Sectional Area(A)= 1.275 SF Cross Sectional Area(A)= 1.275 SF Wet Perimeter= 9 35 FT Wet Perimeter= 9.35 FT Hydraulic Radius(R)= 0.136 FT Hydraulic Radius(R)= 0.136 FT Manning's n= 0 013 Manning's n= 0.013 Longitudinal Slope(S)= 0.005 FT/FT Longitudinal Slope(S)= 0.005 FT/FT Gutter Capacity(Manning's Equation) Gutter Capacity(Manning's Equation) Q=(1.49/n)(A)(R^2/3)(S^.5) Q=(1.49/n)(A)(R^2/3)(S^.5) Q= 2.73 cfs Q= 2.73 cfs S.28th(all) S.29th(all) Parameters Parameters Cross Sectional Area(A)= 1.275 SF Cross Sectional Area(A)= 1.275 SF Wet Perimeter= 9.35 FT Wet Perimeter= 9.35 FT Hydraulic Radius(R)= 0.136 FT Hydraulic Radius(R)= 0.136 FT Manning's n= 0.013 Manning's n= 0.013 Longitudinal Slope(S)= 0.0196 FT/FT Longitudinal Slope(S)= 0.0196 FT/FT Gutter Capacity(Manning's Equation) Gutter Capacity(Manning's Equation) Q=(1.49/n)(A)(R^2/3)(S^.5) Q=(1.49/n)(A)(R^2/3)(S^.5) Q= 5.41 cfs Q= 5.41 cfs Goldeneye(0+30-4+00) Goldeneye(4+00-7+00) _ Parameters Parameters Cross Sectional Area(A)= 1.275 SF Cross Sectional Area(A)= 1275 SF Wet Perimeter= 9.35 FT Wet Perimeter= 9 35 FT Hydraulic Radius(R)= 0.136 FT Hydraulic Radius(R)= 0.136 FT Manning's n= 0 013 Manning's n= 0.013 Longitudinal Slope(S)= 0.0194 FT/FT Longitudinal Slope(S)= 0.005 FT/FT Gutter Capacity(Mannin 's Equation Gutter Capacity(Manning's Equation) Q=(1.49/n)(A)(R^2/3)(S^.5) Q=(1.49/n)(A)(R^2/3)(S^.5) Q= 5.38 cfs Q= 2.73 cfs Gutter Capacity Meadow Creek-Phase I Basin 14-Enterprise Boulevard 1 - 0.5'—►N 1.5' ►i.— 7.5' N T.O.C. nos o-F o;3s' —.1— e.tlS 3I Crown Slope Catch Curb Not to Scale Enterprise Blvd.1+75-7+00 Graf 9+50-25+37 Parameters Parameters Cross Sectional Area(A)= 1.275 SF Cross Sectional Area(A)= 1.275 SF Wet Perimeter= 9.35 FT Wet Perimeter= 9.35 FT Hydraulic Radius(R)= 0.136 FT Hydraulic Radius(R)= 0.136 FT Manning's n= 0.013 Manning's n= 0.013 Longitudinal Slope(S)= 0.015 FT/FT. Longitudinal Slope(S)= 0.005 FT/FT Gutter Capacity(Manning's Equation) Gutter Capacity(Manning's E uation Q=(1.49/n)(A)(R^2/3)(S^.5) I L Q=(1.49/n)(A)(R^2/3)(S^.5) Q= 4.73 cfs Q= 2.73 cfs APPENDIX F DETENTION POND CALCULATIONS Phase I Drainage Basin-14 The following calculations were used to determine the minimum required storage volume for storm water runoff. The volumes were calculated using the Rational Method,and the detention facilities were sized based on a 10-year 2-hour storm event. Pre-developed Conditions Area= 16.26 Acre C= 0.2 Open Land Calculate Time of Concentration(T.) Pre-developed Conditions: S=1.90% C=0.20 Open Land Conditions Assume: L=2000 ft. (All overland flow) Using Equation in Section II-E-6 Tc= 61 min.(overland flow) Channel Flow Using Mannings Equation,n=0.035,S=2.00%,calculate channel flow L= 0 ft I = G.92 ft v= 5.68 ft/sec T,= 0.00 min Total Tc= 61.00 min Calculate Pre-developed Storm Intensity at Tc From Figure 1-3,using the 10 year event, I=0.64T�-o 65 I= 0.63 in/hr Calculate Pre-developed Peak Runoff Rate Qio= ciA,using the above parameters. Q10= 2.06 cfs Calculate Developed Minimum Required Volume Storage For 10-Year Event C Value Description Area(Acres) 0.50 Dense Residential 16.26 Developed Developed Pre-developed Storm Duration Intensity Runoff Rate Runoff Volume Release Volume Required Storage (Minutes) (in/hr) (cfs) (cf) (Cf) (Cf) 5 3.2185 26.17 7850 618 7232 7 2.5862 21.03 8831 865 7966 9 2.1964 17.86 9643 1112 8531 11 1.9278 15.67 10344 1359 8985 13 1.7295 14.06 10967 1606 9361 15 1.5759 12.81 11531 1853 9677 17 1.4527 11.81 12047 2100 9947 19 1.3514 10.99 12525 2347 10178 21 1.2663 10.29 12972 2594 10377 23 1.1936 9.70 13391 2841 10550 25 1.1306 9.19 13788 3089 10699 27 1.0755 8.74 14164 3336 10829 29 1.0266 8.35 14523 3583 10940 31 0.9831 7.99 14866 3830 11036 33 0.9439 7.67 15195 4077 11118 35 0.9085 7.39 15511 4324 11187 37 0.8763 7.12 15816 4571 11245 39 0.8468 6.88 16110 4818 11292 41 0.8197 6.66 16394 5065 11329 43 0.7947 6.46 16670 5312 11358 45 0.7716 6.27 16937 5559 11378 47 0.7501 6.10 17197 5806 11391 49 0.7300 5.94 17450 6054 11396 51 0.7113 5.78 17696 6301 11395 53 0.6937 5.64 17936 6548 11388 55 0.6772 5.51 18170 6795 11375 57 0.6617 5.38 18398 7042 11356 59 0.6470 5.26 18622 7289 11333 61 0.6332 5.15 18840 7536 11304 63 0.6200 5.04 19054 7783 11271 65 0.6076 4.94 19264 8030 11233 67 0.5957 4.84 19469 8277 11192 69 0.5844 4.75 19671 8524 11146 71 0.5737 4.66 19868 8772 11097 73 0.5634 4.58 20062 9019 11044 75 0.5536 4.50 20253 9266 10987 77 0.5442 4.42 20441 9513 10928 79 0.5352 4.35 20625 9760 10865 Storage Volume Required= 11396 Calculate Minimum Surface Area For Storm Treatment Assume: 1.Non-flocculant particles 2.Settling velocity of 40 micron particles=0.0069 ft/sec Design Release Rate= 2.06 cfs Minimum Area= 298 sf Criteria is met Basin Sizing(Pond 14)-Detention Water Depth= 1.5 ft Surface Area= 8672 sf (From AutoCAD) Volume= 11480 cf (From AutoCAD) Phase Drainage Basin-4 The following calculations were used to determine the minimum required storage volume for storm water runoff. The volumes were calculated using the Rational Method, and the detention facilities were sized based on a 10-year 2-hour storm event. Pre-developed Conditions Area= 35.42 Acre C= 0.2 Open Land Calculate Time of Concentration(TJ Pre-developed Conditions: S= 1.90% C=0.20 Open Land Conditions Assume: L= 1780 ft. (All overland flow) Using Equation in Section II-E-6 Tc= 57 min. (overland flow) Channel Flow Using Mannings Equation, n=0.035, S=2.00%, calculate channel flow L= 0 ft R= 0.92 ft V= 5.68 ft/sec TC= 0.00 min Total T,_ min Calculate Pre-developed Storm Intensity at T, From Figure 1-3, using the 10 year event, I=0.64TC-o.s5 I = 0.66 in/hr Calculate Pre-developed Peak Runoff Rate Q10= ciA, using the above parameters. Quo= 4.69 cfs Calculate Developed Minimum Required Volume Storage For 10-Year Event C Value Description Area(Acres) 035 Low to Medium Residential 35.42 Developed Developed Pre-developed Storm Duration Intensity Runoff Rate Runoff Volume Release Volume Required Storage (Minutes) (in/hr) (cfs) (cf) (cf) (cf) 5 3.2185 39.90 11970 1406 10564 7 2.5862 32.06 13466 1969 11497 9 2.1964 27.23 14704 2531 12173 11 1.9278 23.90 15774 3094 12680 13 1.7295 21.44 16723 3656 13067 15 1.5759 19.54 17582 4219 13364 17 1.4527 18.01 18370 4781 13589 19 1.3514 16.75 19099 5344 13755 21 1.2663 15.70 19780 5906 13874 23 1.1936 14.80 20420 6469 13951 25 1.1306 14.02 21024 7031 13993 27 1.0755 13.33 21598 7594 14005 29 1.0266 12.73 22145 8156 13989 31 0.9831 12.19 22668 8719 13950 33 0.9439 11.70 23170 9281 13889 35 0.9085 11.26 23652 9844 13808 37 0.8763 10.86 24117 10406 13710 39 0.8468 10.50 24565 10969 13596 41 0.8197 10.16 24999 11531 - 13468 43 0.7947 9.85 25419 12094 13325 45 0.7716 9.57 25827 12656 13171 47 0.7501 9.30 26223 13219 13004 49 0.7300 9.05 26608 13781 12827 51 0.7113 8.82 26983 14344 12640 53 0.6937 8.60 27349 14906 12443 55 0.6772 8.40 27706 15469 12237 57 0.6617 8.20 28054 16031 12023 59 0.6470 8.02 28395 16594 11802 61 0.6332 7.85 28728 17156 11572 Storage Volume Required= 14005 Calculate Minimum Surface Area For Storm Treatment Assume: 1. Non-flocculant particles 2. Settling velocity of 40 micron particles=0.0069 ft/sec Design Release Rate= 4.69 cfs Minimum Area= 679 sf Criteria is met Basin Sizing (Pond 4)-Detention Water Depth = 1.5 ft Surface Area= 11576 sf (From AutoCAD) Volume= 15510 cf (From AutoCAD) Phase I Northern End of Enterprise (176')-2 ponds The following calculations were used to determine the minimum required storage volume for storm water runoff. The volumes were calculated using the Rational Method, and the detention facilities were sized based on a 10-year 2-hour storm event. Pre-developed Conditions Area = 0.133 Acre C = 0.2 Open Land Calculate Time of Concentration (TJ Pre-developed Conditions: S = 1.90% C = 0.20 Open Land Conditions Assume: L = 176 ft. (All overland flow) Figure 1-1 16 min. (overland flow) Channel Flow Using Mannings Equation, n = 0.035, S =2.00%, calculate channel flow L = 0 ft R = 0.92 ft v= 5.68 ft/sec Tc= 0.00 min Total T,= 16.00 min Calculate Pre-developed Storm Intensity at T, From Figure 1-3, using the 10 year event, I = 0.64TC-11.61 1 = 1.51 in/hr Calculate Pre-developed Peak Runoff Rate Q10= ciA, using the above parameters. Q10= 0.04 cfs Calculate Developed Minimum Required Volume Storage For 10-Year Event C Value Description Area (Acres) 0.95 Impervious 0133 Developed Developed Pre-developed Storm Duration Intensity Runoff Rate Runoff Volume Release Volume Required Storage (Minutes) (in/hr) (cfs) (cf) (cf) (Cf) 5 3.2185 0.41 122 12 110 7 2.5862 0.33 137 17 120 9 2.1964 0.28 150 22 128 11 1.9278 0.24 161 27 134 13 1.7295 0.22 170 31 139 15 1.5759 0.20 179 36 143 17 1.4527 0.18 187 41 146 19 1.3514 0.17 195 46 149 21 1.2663 0.16 202 51 151 23 1.1936 0.15 208 55 153 25 1.1306 0.14 214 60 154 27 1.0755 0.14 220 65 155 29 1.0266 0.13 226 70 156 31 0.9831 0.12 231 75 156 33 0.9439 0.12 236 80 157 35 0.9085 0.11 241 84 157 37 0.8763 0.11 246 89 157 39 0.8468 0.11 250 94 156 41 0.8197 0.10 255 99 156 43 0.7947 0.10 259 104 155 45 0.7716 0.10 263 109 155 47 0.7501 0.09 267 113 154 49 0.7300 0.09 271 118 153 51 0.7113 0.09 275 123 152 53 0.6937 0.09 279 128 151 55 0.6772 0.09 282 133 150 57 0.6617 0.08 286 137 148 59 0.6470 0.08 289 142 147 61 0.6332 0.08 293 147 146 Storage Volume Required = 157 Calculate Minimum Surface Area For Storm Treatment Assume: 1. Non-flocculant particles 2. Settling velocity of 40 micron particles = 0.0069 ft/sec Design Release Rate= 0.04 cfs Minimum Area= 6 sf Criteria is met Basin Sizing (Pond 4) - Detention Water Depth = 1.5 ft Surface Area = 113 sf (From AutoCAD) Volume = 170 cf (From AutoCAD) APPENDIX G OUTFALL STRUCTURE SIZING Outfall Structure Sizing Used weir equation in Section II-2D of City of Bozeman Design Standards and Specifications Policy Q= CLH's L= Q/(CH'.e) Q values from Pre-developed runoff conditions Basin 14 Q = 2.06 cfs Basin 4 Q = 4.69 cfs H = 1.5 FT C = 3.33 FT Weir Lengths Pond 14 L= 0.336733 FT 4.0 Inches Pond 4 L= 0.76664 FT 9.2 Inches STORMWATER EXHIBIT i I POND 4 1NYr6aAn POND I T 12oPYC XTRAPMOM VIDE ' eauTTAu sTm9aul,e y SETBAC Ex.mEPHa e YpT4��oP� �� 26•iGP 0�smutiW�� 5&565 S' EKSrx- \`'' csarastyasrHass P srranrvrsroty rDO 7 ESL WOOD ---••n FIENR E 4 24-LMP`CO 7 7 / ff to v/Y Ptc m RE11OYE d DISPOSE 1 ' \� JI 1 E%.YAM�I Y I j Of EXANPQNFII POLE •,, \`\I I ,` E]862C..4J • II - -�� " 1 + OU1fILL•S1RUClUR e vaa-i9n00 1 1n OF o BraRe = ,v0. srs7.2s W 1 I wAna LEva-7aoo / JR rvrcE x INV.outtN>-sz:s I I bD7TDY.a va4D-6as0 f I BOTMMo r POND; 14,00'3 S4• / f f -'` NEW,cxIDE DETENTION ry! 1 sToaAcnsloRrl-,ss10 sr I 1 � k.. NOT TO SCALE A n (i I I teal soCsWPEA tA7cN i A� POND 14 TOPM. vacs s¢DETARJ \ l J ' f I WATER of M-4* ?3 BOTTTOM OF POND-4157.2s V V �, REQUIRED STORACE-11.396 CI f I 1 D TI f I NOT TO SCALE uo LF NEW STORAGE srrow+_H,4eo rF 36'ARCN RCP (4:1 SIDE S1O1'ES.4u1 7,0- \POND 4II cAteN,sEe otrAly— i " ( IMOo43x STORM DRAW ! N V MII.7 ORAVFL\ REM P�OY(IVOSC E%.SD•59 CM!CULVLIT �` INV.OUT( 5a3O/ a 0.5ax 71.23 O METL7t 'Nv.auT(N•L'�-7a9. LERNER PARK N 3e7e7511 PP lI• "�_ _. — --` - - ----" E 4a569.25 ; V•• °•'- 5776.56 2,2597 SF /- `,t 285825 SF I\..._ - REMOVE OISP06E —1 �L6VC d STORM DRAIN YH 857.23 -N_O425'12' E / caNc \---w aiee1.43 3n 23.20- / ��_ _ E 4&38.50 a of + n v ii�6s $7.e6 sTA s+m- LERNER"PAR '.•� olmw;-57.45 STORM DRAIN INLET 12 r A 2., f tTYPE 9) - 2eSe2b SF 1 ;i' NEw s•TA \ STORM DRAIN W,FT of(TYKJ41. 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OF 911.T.. r IVDID 1 Ex.CORR 37 LF tY STORM STREET DRAW•tOeE E).BIAD/ID / +.4. 4 44p7r r •n _ / '/ _ as s E 1S dINN OSrdur _ `-� - ESL GROUND �'•`'w - r--r •WIDE BERM ww /' I I 4'MADE BEAM-f-1 OF P 16 �ABANOGMm, ., RF]1OVE a d6P06E / ( T -4959.75 0 E• OIL IX i1REE5 t1YP.) �WM% '� OL_ TOP _ __ -- WATER ILVR 4955.75 ° �4:1 TO CATCH �� •TT 3Ji--_ ( Q r �' '-.���� _L.{tryl.Rl(SCj.� t". -- 'I Jt //////���E1L GROUND N K �LX GROUND 4 4 - / /--I N CATCH k1 TO CATCH BOTTOM 57 / a 3 -- OF POND-4957.25 4 WIDE BERM A-E7L GROUND T' I 4'WADE BERM-1 / O V) a TOP OF'POND -4971.00 POND 14 CROSS SECTION (� "0 Z w NA1,Dt LEVEL-497D OD NOT TO SCALE <02 Z 5� ,� - t m =Z � V)5E 4 (n T o Lu m r _ BOTTOM OF Y W OC W POND-4980.50 r: N Li Nu~i DO z POND 4 CROSS SECTION U o a a 3 (L NOT TO SCALE TEE SET a VERTICAL SLOT 00 FT 0 TEE so or "vERncAL RIM�,- a3390 R 0 -0,7667SLOT I T a 4958.75 4. < 7 rt RIMELEV.- _ c T- 4871.00 L ' ,4• 4' . • ... �.,a. Sid Tr Du.PVC WT • I Ir W x 15•T 12 dA PVC OUT I —q. WINDOW W/ORATE i te• 1K 12' a 12•W x 16•T 1111fff tY CIA.PVC OUT tY DAA PVC OUT - •,I I / - WINDOW W/GRATE ,15. Ia' 1Y - K L CAD. cMK �df I - niv.IN- "iff 4• f Sf' mi. 2/22/06 ANY.OUT- 4957.33- REM.- IIr 1 p• 4957.25 INV.IN- � y �dV OUT -, fii • '•.VMP• 4955.50 2 y. '968,50 1 5 ' I CONTRACTOR '�LMP, •, TO GROUT(TP.) . 5-L \_OTRACTOR • ARVID�: To GROUT(11P.) _ �- 3.-9•DIA I PRELIMINARY 4- I 3'•6•dA BASE SLAB TOP SLAB RASE SLAB TOP SECTION DESIGN FOR REVIEW $CUE SEE SHEET SECTION D 14 STORM DRAIN POND QVILET STRUCTURE DETAIL NOT FOR CONSTRUCTION HLe PONDS POND 4 STORM DRAIN POND OUTLET STRUCTURE DETAIL P4N PMCT NO.:RoZ-DM21.D= NOT TO SCALE NOT 70 SCALE 2/2 2/0 6 SHEEP 31 OF 39 CONCRETE Cretex PIPE Concrete Products Project O West, Inc. Job No. Date STAYS IN SHAPE l' T.,d�vlkFT t tom--- �CwNt AWY Tr+t e a � •i'�1��Cvbb� { Montana • North Dakota • South Dakota • Wyoming -1 L`