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HomeMy WebLinkAboutWPO201500021 Plan - E&S Drainage or Detention Plan and Comps. 2015-03-27 L.,,,, r, ,,, .-,1 -,1 ,,,, _, i -ci,-,-,i'' Drainage and Erosion Control Narrative for: ii' CROZET AVENUE NORTH .i'' —6'' SIDEWALK IMPROVEMENTS 3 ' L PROJECT 1 . Crozet, Virginia '1.,, L.,,,1 41 wn ' L i 4, 0-5- ,c.,,,,, N 1 ,,,,,....oi �i TH oo .e.,t, F ; I .-' . ., ,,,,. J s'., , ,AI,E-rERs p 3 IANLi°. 04 hos Al 1 L -,f,„,7-„,', ,, , , . ,, phi, 1,, { L brian.mcpeters@kimley-horn.co.1 Ill 2015.03.27 17:40:52-04'00' Kimley-Horn and Associates,Inc. Richmond, VA ' L ` Roadway Designer , L' Prepared for: j 6i,, Albemarle ty KHA ProjecCount#: 113038016 I. March 27, 2015 i 1 1 1 r ,-', Li1 , L , mi. } 4 1 1 ,..,_,-. ' L _, ry , L i , !,,,,,,, ,, iii 1 , ,,.„,7, Li 1 ,,,, , _,_, ,,,,,,... L,,,,, l' L--, ,, , L'''''' 2 This document,together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates,Inc. shall be without liability to Kimley-Horn and Associates,Inc. 4, -, L44 -44,, 4 4 44,44 4, II 1 TABLE OF CONTENTS DRAINAGE NARRATIVE APPENDIX A: SITE INFORMATION USDA Soil Survey Map 1 FEMA Map =. APPENDIX B:DRAINAGE MAPS Pre-Development Drainage Area Map(Sheet CG-100) 1 : L Post-Development Drainage Area Map (Sheet CG-101) i APPENDIX C: NOT USED ' L., APPENDIX D: WATER QUALITY CALCULATIONS i APPENDIX E: EROSION AND SEDIMENT CONTROL io E&S Phase 1 Plans(Sheet CE-101) E&S Phase 2 Plans (Sheet CE-102) kr E&S Details (Sheet CE-501) APPENDIX F: STORM DRAINAGE SYSTEM CALCULATIONS 1 L-1 Storm Sewer Computations Hydraulic Grade Line Computations Spread Calculations APPENDIX G: MS-19 ANALYSIS Flowmaster Analysis Li DRAINAGE I Project Description The Crozet Avenue North Sidewalk Improvements Project consists of approximately 1100' of sidewalk and roadway improvements along Crozet Avenue (SR 810)between L St. George Avenue and Crozet Elementary School. These improvements in Crozet will d provide better pedestrian access and storm water infrastructure. Crozet, Virginia is located approximately 15 miles from Downtown Charlottesville, VA. Crozet's current surroundings are rural but the 2002 Crozet Master Plan and new Downtown Crozet ii Zoning envision an urban downtown core by 2024. i , L' Description of Existing Drainage Conditions The section of Crozet Avenue between St. George Avenue and Ballard Drive is' ii.' surrounded by grass,low lying brush and large canopy trees. This roadway also i provides access to two single-family detached residences and the old and new Crozet Elementary School buildings. There are two high points along Crozet Avenue that impact this project, one is approximately 75' north of St. George Avenue and the other is approximately 200' north of the elementary school entrance. The water that collects between these high points flows into roadside ditches and eventually joins the Parrot Branch flowing through a culvert beneath Crozet Avenue towards the east. North of the sag existing cross drains (VDOT CD-1) drain the porous aggregate base-stone (21-B's)of the road and discharge into the ditches on either side. They do Lnot convey stormwater underneath the road. „,,,,, The site drains to one (1)main outfall point(Appendix B): ■ A culvert located approximately 600' north of the Crozet Avenue—St. gii K George Avenue intersection. The culvert crosses beneath Crozet Avenue directing the Parrot Branch towards the east.The culvert will be extended to accommodate the new sidewalk and landscape verge. Li Adjacent Areas L The site is bordered by St. George Avenue to the south and Ballard Drive to the north. iSoil Description N, According to the Natural Resource Conservation service map the soils on site are all loam variations. l'-' L ol .,,, , „,„ Critical Areas :.',1-:: C . Parrot Branch. , i ■ Construction slopes throughout the site. i Adjacent Projects Contributing to SWM in Crozet i Crozet Master Plan The Crozet Master Plan was adopted in 2002 by the County Board of Supervisors. The master plan envisioned a thriving and accessible downtown Crozet environment supported by a main thoroughfare(Crozet Avenue)that ; i encourages economic vitality and healthy activity. The Master plan set forth Isuggested patterns for private development and recommended necessary l i infrastructure. The plan had a downtown first priority with adjacent neighborhood centers of appropriate scale. The plan stressed the importance of interconnection of streets,alternatives to access, and an outline of infrastructure necessary to be constructed for the plan to be implemented. The plan also incorporated diversity in population with affordable housing and a welcoming climate. The plan is built upon a foundation of encouraging local small 1 businesses; as well as,an innate value of Crozet's natural and historic resources that make the community of Crozet what it is today. Downtown Crozet Rezoning Project li Following adoption of the Crozet Master Plan in 2002, the County with the help tof CP+D developed the first step towards implementing the recommendations of the plan by beginning to investigate a new zoning designation for portions of Crozet. In June 2008, the County Board of Supervisors approved the Downtown Crozet Rezoning that established zoning requirements within the Downtown Core to facilitate urban development with minimal or zero foot setbacks. The Downtown Crozet Rezoning made the ideal of the Master Plan of a thriving commercial urban mixed-use downtown a reality. Safe Routes to School Sidewalk Improvements Project The County has proposed a project to improve sidewalks in front of Crozet Elementary School adjacent to the northern limits of this project. Improvements include proposed curb and gutter, a storm sewer drainage system, and an improved curbed entrance to the school. *i , 1 ,,., . ., ,, ,,,,,,, ,L,,,,,,,, ; ,L EROSION CONTROL A, Erosion and Sediment Control Measures Inlet protection will be used at all existing and proposed culverts and storm sewer ' L inlets to reduce the amount of sediment carried into the storm sewer systems. --, N. Silt fence is used to reduce the sediment carried off site by sheet flow. i Outlet protection is used to reduce erosion at pipe outlets. 3 Permanent and temporary stabilization - The site will be stabilized by the ultimate development including paved areas, seeded areas and landscaped areas. L - Temporary stabilization will be used in accordance with MS-1. • Soil stockpiles and Borrow areas. I - Soil stockpiles will be encircled with silt fence and temporary seeding will be performed if necessary. ; p.,,,, Construction Schedule A sequence of construction is provided in the E&S Control plan sheets. M' L aintenance Schedule Erosion control measures will be inspected and maintained in accordance with the 4 Virginia Erosion and Sediment Control Handbook(VESCH). PROPOSED DRAINAGE IMPROVEMENTS Overview The proposed onsite drainage design consists of a series of curb drop inlets and L reinforced concrete and HDPE pipes'which collect runoff from the site. This proposed pipe system routes stormwater runoff from the ground surface to the culvert that crosses ki beneath Crozet Avenue. See E&S Narrative above for descriptions. The drop-inlet openings were sized in using VDOT Drainage Manual methods in Chapter 8 and sump inlet openings calculated using QHEC-12 design software. Ili Drainage structure 101-7 was designed to match the proposed structure location of the future Safe Routes to School project( SRTS-002-834, M501, UPC 97189) adjacent to this project. Storm sewer proposed with that project was considered in design and will tie in at proposed structure 101-7. L' The pre-development drainage area is shown on Plan Sheet CG-100 the post-' development drainage areas are shown on Plan Sheet CG-101 (both in Appendix B). 1 , , j 1 , L' , J 1 , Methodology ' L JThe proposed drainage system was designed to collect and convey the storm water runoff for 2-year and 10-year storms. Existing and proposed topography are shown on the ' L 1 . proposed plan using 1' contours. Times of concentration for overland flow were , prop ; calculated using the Seelye chart. Times of concentration for channel flow were calculated using the Kirpich chart. The curb inlet throat lengths were analyzed using Haestad Methods Flowmaster software to check the depth and spread during the 2-year 1 storm. L The following is a summary of the drainage design parameters for the proposed development. Lo Design Parameters Design Storms: 2-Year, 10-Year, 25-Year, and 100-Year Storms L Manning's "N" Value: 0.013 Reinforced Concrete Pipe Class: III iiMinimum Gutter Longitudinal Slope: 0.5% Gutter Width: N/A v; Gutter Cross Slope: N/A ii Depth of Local Depression:. 1" . Rainfall intensity for Inlet sizing. 4 in/hr i Maximum inlet spread: 8' , i Minimum Pipe Size: 15" Design Velocities: 3 to 20 fps L-- 111t7x• Pipe Slope: 16% 11 MS-19 COMPLIANCE 1 Overview 1 . 11 The point described above and shown on the pre and post-development drainage maps included in the Appendix were analyzed for compliance with the MS-19 Standards set forth by the Erosion and Sediment Control Regulations. A summary of compliance -,N calculations are included below. Analysis Point 41 m . • „ Analysis Point#1 is located at the existing sump in Crozet Avenue approximately 60u, north of the St. George Avenue intersection. The outfall is the Parrot Branch tributary. 1 Drainage area El in the existing condition(see Appendix B) drains to Analysis Point#1. L In the pre and post-development condition all project area drains to Analysis Point#1. 1.: r LI iii I The combined pre and post development 2 year flows of these drainage areas area summarized below: LTotal DA Area of Site 2-Year t Description (Acres) 2-Year Flow Velocityf s (Acres) ( p ) Pre-Development 116.32 1.13 81.86 7.53 Post-Development 116.32 1.13 81.87 7.53 ,l''' L'''41 Li The velocity produced by the 2 year storm under both pre-development and post- development conditions is greater than the existing permissible velocity of 2.5 ft/s for Sandy Loam as specified by Table 3.18B of the Virginia Erosion and Sediment Control ; g Handbook, 3rd Edition. The 6.2' deep channel that the culvert outfalls into is capable of accommodating the depth of flow of 1.85'produced by the 2 year storm. Further the improvements and construction of the storm sewer improvements do not alter the computed headwater of the existing culvert. WATER QUALITY iii This project is not located within the Chesapeake Bay Preservation Area(CBPA). The y western limit of the CBPA is approximately Interstate 95. However, the project involves 1 g more than 10,000 square feet of land disturbance,so water quality requirements are ! applicable for coverage under a VSMP permit. Water Quality requirements are described in the Virginia Stormwater Management Handbook. This project utilized performance- fig based water quality calculations to perform the water quality analysis. The Applicable Area within this project's right-of-way is 1.13 acres. The pre- fr development impervious area is 0.37 acres, meaning the pre-development impervious cover is 33.0%. This is greater than statewide average land cover condition of 16%, meaning this project falls under"Situation 3"and must reduce post-development ' pollutant runoff to 10% less than the pre-development pollutant runoff. The pre- development pollutant runoff load is 0.89 lb/yr, meaning post development pollutant runoff must be reduced to 0.80 lb/yr. With the post-development impervious area being 0.49 acres, the post development pollutant runoff would be 1.13 lb/yr if no BMP is utilized. To reduce the post-development pollutant load then, a BMP(s) must be able to remove 0.33 lb/yr. The pollutant removal requirement of 0.33 lb./year will be purchased Li from a nutrient bank. Water quality calculations are presented in Appendix D. I Ili TOTAL IMP. PERVIOU SCENARIO AREA(AC.) AREA S AREA IMP' P LOAD RR (A-SITE) (AC.) (AC.) COVER (LB/YR) (LB/YR) PRE 1111 DEVELOPMEN 1.13 0.37 0.76 33.0% 0.89 0.33 T '''-''-'i L -,, ,,, .-,,, „,, .''::-.i Ii� --,.! - POST- ', L ,, - DEVELOPMEN 1.13 0.49 0.64 43.3% 1.13 T 3 i 4' .1-3- I , ii1 yr i 1 I fi j 1 l',' i . - , _ , Li 1 L , !f yy i . ,_.:, , of: ,, L _ ',:, L ' .,, L -,...'1 ,,_, L'--' -41 • - 9 APPENDIX A • - . . . . . 67J . --• • • • L. . . • tir:; . . . . . , 1-i_ trii..,.L.-4 kr Co CO -_: LI N M _'§ 0089L Z4 OOL9GZ4 0099LZ4 00991,a, 0049LZ4 00£9124OOZ9LZ4 CO00 „8£'L4"BL - Ow La 0 C.N1 03 a '' - ,Fis S'y 3',r.YT,"T<,T - �y`1+k" P. ry n ' 21 cCauleySt n L- 0 5,-,:, - ,� i'.,;!------.-----------,-;., k „ I,,,-;;,:.,,.."--,-_„.;.:„ -”f _ .:1-2"2":''",., '�O g(( . .�e \ik -\_ '.. y }q N ,, Li', :„ .. 4 W` 'k 1O ..,. i _:, n „,:,,,,,...., �_ x f§ ,,,,.. ..,..„--;:' "t� � j' �9 ...i.,,.,„,",., ,.,:..,„,,,,,...:,,,,..,..„, . ,.., ,..-..,,,,,..„,„ r.. .7.-:.,.� Tr.^'ad n t 5, r /,,, k` 4 t.„.,,,,,,,,,,,,,,,„ - 'a t,i. -,,,„.,_. i- M1-r'wSd1 P'- • _ pV - -(- t ` 5 ', p n -.�-�+ rn x ' t1- rq ' w t« ” S n C.cu d _ . 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I iit; ',,..:: ? i ! : 3.7. i ca , _ ii,legn,; 1- --1„ : ii 11 i ;21iii LL o g alp Sar y Li - , k., 1 6 1 Nil Sumpspread_032715.txt PROJECT 113038016 1 n; HEC12 Version: V2.91 Run Date: 03-27-15 : i rx fii INLET NUMBER 101-5 LENGTH 4.0 STATION 16+00 DRAINAGE AREA0.040 ACRES C VALUE = .820 CA = 0.033 ,_ DRAINAGE AREA = 0.040 ACRES C VALUE = .820 CA = 0.033 1 FOR THE FIRST SIDE SUM CA= 0.033 INT= 4.00 CFS= 0.131 CO= 0.015 GUTTER FLOW= 0.146 FOR THE OTHER SIDE i ii SUM CA= 0.033 INT= 4.00 CFS= 0.131 CO= 0.673 GUTTER FLOW= 0.804 AT THE INLET SUM CA= 0.066 INT= 4.00 CFS= 0.262 CO= 0.688 GUTTER FLOW= 0.950 ' ii GUTTER SLOPE = 0.0020 FT/FT PAVEMENT CROSS SLOPE = 0.0479 FT/FT 4 I SPREAD AT A SLOPE OF .002 (ft./ft.) AND 0.80 (cfs) IS 4.83 (ft.) ' ii 1 XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX 1P' EFFEC. LENGTH (ft) = 5.80 H (ft) = 0.385 DEPTH OF WATER (ft) = 0.17 SPREAD (ft) = 3.58 � 1 ii là LE ..•&.; 1 il ii , Page 1 1:i BF ---:.', L''' -,.: 1 „ ,,,.,.„ - - ., ,,,,, _„. , ,.:_, k ,,, c,., :•-::, ,,, APPENDIX G 1 F , ,2 risii ,. Ls 1 Worksheet for Irregular Section - Point 1 - 2yr + r.-t„v, ,.-i-.4—._.., >t_a,.r A.;kz;.z: i. - 41A 5,;":44>4=-1-44444"44A. -;i4! -4:, _ A;,. i ,_.4.,. T.' 1 Friction Method Manning Formula Solve For Normal Depth ,Ala-6a 4„—,,44,4.- _ .4' - _ 44444444444,--.4-z--4 444 - 4';3 - z-- _. .�; 4;.-----4„,„474---_ -44444,,,x,-4.4,:: ;- .24,k4_':; 4 1444-k,„4"4„.4-1,- s,, L Channel Slope 0.04500 ft/ft Discharge 81.87 ft3/s Section Definitions LI , L'-'" „;:7-zii;j1'4Virif fa a. 1,-;:' -`.1 e 0+00 680.20 0+22 674.00 , L 0+41 677.60 0+50 680.53 Roughness Segment Definitions ori:ei _x . ghees Coeffibien. r (0+00,680.20) (0+50,680.53) 0.035 ,......, _ __ _,.....vza___,..„1,,,,i, „,___. i_..„....,„,,t,444 :',.."V,.A::.,', '441-.A.,14444'4,:,-:4f4.44.14,4,4-44'A'—Oa 4 '.1' 4---4-41 " ,-44,ArlAda'AAA-4:44,A74;,:g,,4'1747:1,444741q5,:2-A Uurrentii kl- Method Roughness Weighted Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method 44/4-3 ..s ir42 44-444. 44%444',44, `-r_,4.tea _ _ A`,,- . _ , . . _1A4. _ ? _._ _,..x' , _r1:r ,. a _.. Normal Depth 1.57 ft ki Elevation Range 674.00 to 680.53 ft Flow Area 10.87 ft2 LI Wetted Perimeter 14.22 ft Hydraulic Radius 0.76 ft Top Width 13.85 ft Normal Depth 1.57 ft Critical Depth 1.85 ft Critical Slope 0.01898 ft/ft Bentley Systems,Inc. Haestad Methods SoBAidle¢FMderMaster V8i(SELECTseries 1) [08.11.01.03] 3/27/2015 5:32:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755-1666 Page 1 of 2 i ,T , ',! L ,, ,,, � f Worksheet for Irregular Section - Point 1 2yr *4.- . ,.. ,,..,,,,,....,, .,,,,..�* „„, `r;, 'It *', .s : k �. i zJ ,�„` , 7-,4--,-., . � ;� <.a,Y«s _ter '�x�",*'H,Kt Velocity 7.53 ft/s Velocity Head 0.88 ft 1 Specific Energy 2.45 ft ' L 1Froude Number 1.50 i,, Flow Type Yp Supercritical ,,1 i Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps - 0 LI '.,-,--.;.,i'f,,,-;,4-,,,,,-,,,-,i'irv.,--rd,i-,--,1.1z:ti-.,-t-f.i..,#g..,,;i:7.;,i::-.7,-,-,-,,,,',',,.1,1ii,---;-,i1::,-...,,,:;,-..,--,,,i.„.-il,i,t,,-,.,,,,,,,,,•,,_,:,,,,,,„;.„4,,,-,,,:,,,..,,„,,,,,...,..,,,,,,,,,,,,,,,,,,,,„„,,,,„4,_,,,,,,i,,,,:., ,„,, ,,.,,,,. ....,„,,,_,..,, Upstream Depth 0.00 ft ii,j Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s j Upstream Velocity I L-- Infinity ft/s Normal Depth 1.57 ft Critical Depth 1.85 ft I L-i Channel Slope 0.04500 ft/ft Critical Slope 0.01898 ft/ft L-,x-I 1, - , - [7 ii ii il Bentley Systems,Inc. Haestad Methods SoBAidle$filit rMaster V8i(SELECTseries 1) [08.11.01.03] 3/27/2015 5:32:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755-1666 Page 2 of 2