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Home My WebLink About20011381 Ver 1_Stormwater Info_19981112I oscience & 9 P. A, "Practical Engineenng & Envuonnwr" Solutions„ 2050 Northpoint Drive • Suite A • Winston - Salem, NC 27106 Phone (336) 896 -1300 • Fax (336) 896 -1020 e -mail geosci@geotec com GRADING, EROSION AND SEDIMENTATION CONTROL PLAN PATTERSON AVENUE #2 Final Grading TAX LOTS 56C and 65 WINSTON- SALEM, NC PREPARED FOR PTR, INC. PREPARED BY GEOSCIENCE & TECHNOLOGY, P.A. August, 1998 RECEIVED N.C. Dept of EHNR NOV 12 IM Winston- 4:alem Regioi,.dl Office CERTIFICATION I hereby certify this day of , 1998 that this report was prepared by me or under my direct supervision in compliance with generally accepted industry standards This is to further certify that I am a duly qualified engineer licensed to practice in the State of North Carolina This is to further certify that the attached technical data supports the fact that the proposed development of Patterson #2 will not impact the 100 year flood elevations, floodway elevations and floodway widths on Leak Fork Creek at published sections in the Flood Insurance Study for Forsyth County, dated February 29, 1996 and will not impact the 100 year flood elevations, floodway elevations and floodway widths at unpublished sections in the vicinity of the proposed development Stephen Auffinger, PE Senior Civil Engineer Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page i TABLE OF CONTENTS page No Impact Certification i 1 Project Description.. 1 2 Hydrologic Modeling 1 2 1 Currently Effective Model 22 Duplicate Effective Model 23 Existing Conditions Model 24 Proposed Conditions Model 3 Floodway Fringe Area 3 4 Planned Erosion and Sedimentation Control Practices 4 8 Construction Schedule 5 9 Maintenance Plan 6 LIST OF FIGURES ( "D" size bound separately) G3 Final Grading Plan APPENDIX A Drainage and Earthwork Supporting Information B Existing Conditions Model Output C Proposed Conditions Model Output D Technical Specifications Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 11 Project Description The project site is located on the west side of Patterson Avenue in Winston -Salem, approximately 1400 feet north of the intersection of Motor Road The site is bounded by Route 52 and a Duke Power Right of Way (ROW) on the west side The purpose of the development is a retail display area for mobile homes Phase I of the project involved temporary grading, and a Grading, Erosion and Sedimentation Control Plan was submitted to Winston -Salem/ Forsyth County in April, 1998 Since that time, the concept for final grading has changed from a rechannelization of Leak Fork Creek to construction of a double culvert The last phases of the project are now proposed as follows Phase I1- Construction of a double pipe culvert on the west side of the existing creek bed This will be accomplished by leaving embankment dams of existing soil between the creek and new culvert at both ends The excavation will be relatively dry, by starting at the low end and proceeding towards the high end Flood fringe areas will be constructed on both ends of the culvert These areas will then be stabilized prior to proceeding with the next Phase Phase III - Final Grading Removal of the dams during dry weather flow, and subsequent redirection of Leak Fork Creek to it's new location in the culvert The downstream dam will be removed first, and the transitional area stabilized The upstream dam will the be removed followed immediately by stabilization The final portion of this phase will be to remove the temporary crossing, regrade and stabilize the rear portion of the site to its final elevations 2 Hydrologic Modeling The storm flow calculations presented in the Phase I grading plan have not changed For convenience, a map of the contributing areas is included in Appendix I, and the summary table is presented below Description Acres T, (min) Q100 (cfs) Q25 WS) Qio (cfs) Area 1 15 6 - -- 12 5 7 Area 2 16 10 - -- 94 47 Area 3 15 7 - -- 11 5 3 Area 4 150 14 - -- 59 30 Area 5 2065 32 1680 - -- - -- Areas 2 & 5 2081 32 1700 - -- - -- Areas 2, 4 & 5 2231 33 1750 - -- 360 Total Area 2261 34 1750 - -- 360 As part of this plan, we are preparing a "No- Impact" Certification for Proposed Developments in Regulated Floodways This will allow local approval of the project and construction of the project prior to submittal to the Federal Emergency Management Agency (FEMA) for flood map revision As part of this process, we are submitting a total of four computer step- backwater models The Currently Effective Model and the Duplicate Effective Model will be submitted after the data is received from FEMA and the associated office work completed This information has been requested from the FEMA designated Flood Insurance Information Specialist on August 7, currently there is a three week backlog before the order can be processed Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 1 In order to allow sufficient time for local review, we are subrrutting the Existing Conditions Model and the Proposed Conditions Model with this report 2 1 Currently Effective Model This is the data and computer model of the FEMA Flood Insurance Study, which used 2000' scale mapping (USGS quadrangles) to generate two cross sections in the project area We are requesting the data for an extensive length of Leak Fork Creek on both ends of the project The supporting documentation for this model will be • Duplicate of the original Flood Insurance Study (FIS) step- backwater model printout or floppy disk • Cross section location plan • Floodway Fringe Area plan • Profile plot and table • Cross section plots • Copy of current Flood Insurance Rate Map (FIRM) 22 Duplicate Effective Model When we receive the data from the Currently Effective Model, we will re -run the model on our version of the US Army Corps of Engineers Hydrologic Engineering Center River Analysis System (HEC -RAS), Version 2 0, April, 1997 The supporting documentation for this model will be • Floppy disk with all input files • Cross section location plan • Floodway Fringe Area plan • Profile plot and table • Cross section plots • Plan of the duplicate model output, at an identical scale for overlay on the FIRM 23 Existing Conditions Model The base plan for this model is Gl- Existing Condition, submitted in April, 1998 for the Phase I Grading Plan This plan was complied from detailed field survey at 20 cross sections (river stations 1 through 20) along the Leak Fork Creek Floodway and Floodway Fringe areas, to amend data from the Forsyth County 1" = 200' scale topographic mapping This plan takes into account topographic changes that have taken place since the last USGS update, specifically localized encroachments at both ends of the project The supporting documentation for this model is enclosed in Appendix B • Floppy disk with all HEC -RAS input files • Plan showing cross section locations and Floodplain location Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 2 • Floodway Fringe area plan • Profile plot and table • Cross section plots 24 Proposed Conditions Model This is a modification of the Existing Conditions Model with the proposed culvert, new Foodway fringe, and transitions from the existing creek bed The supporting documentation for this model is enclosed in Appendix C • Floppy disk with all HEC -RAS input files (located on the same disk as the existing condition) • Plan showing cross section locations and Floodplain location • Floodway Fringe area plan • Profile plot and table • Cross section plots In order to check the computer output and to modify the culvert design for the input of the area 4 drainage, additional design calculations are also included in Appendix C 3 Floodway Fringe Area In order to maintain at least 50% of the original area of Floodway Fringe, the proposal will create low lying areas on either end of the culvert The original area of the Floodway Fringe, as calculated from the Existing Conditions Model, is 2 26 acres Therefore at least 1 13 acres of similar area is required from the Proposed Conditions Model The proposed area below elevation 836 2 to 835 8 (river stations 19 to 16) on the upstream side of the culvert, outside of the Floodway, is 0 49 acres The proposed area below elevation 830 7 to 830 4 (river stations 8 to 6) on the downstream side of the culvert, outside of the Floodway, is 0 65 acres The total Floodway Fringe area is therefore 1 14 acres, of 50 3% of the existing 4 Planned Erosion and Sedimentation Control Practices Technical specifications for sitework have been presented in the Phase I Grading Plan Additional specifications for the culvert pipe and catch basins are included in Appendix D For reporting purposes, a narrative description of the final grading work follows Land Grading The original concept of the final grading plan was to utilize approximately 65,000 cubic yards of earth fill from an adjacent construction site Due to the limitation of height of fill over the sanitary sewer running through the site, however, the proposal calls for approximately 22,400 cubic yards of fill The basic concept for the grading of the site is a slope off of Patterson Avenue to the sanitary sewer, then a gradual slope back to the hill below the Duke Power ROW, for a site depth of approximately 380 feet We are limited to a maximum fill over the sanitary sewer of 11 feet (see the letter from Richard D McMillan, P E dated July 13, 1998 in Appendix A) Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 3 From Patterson Avenue, the grade includes a 10 foot wide shoulder at a slope of 1/4" per foot, followed by a transition area with varying slope as steep as 6 horizontal to 1 vertical (6H 1V), then a 2% grade down to the sewer line, followed by a 2% grade up to the back of the site A portion of the hill below the ROW will be regraded to as steep as 1 5H IV A small ditch is proposed at the base of the hill to divert drainage from the display area Transitions to the Floodway Fringe areas will be by 1 5H IV slopes An option to raise the front portion of the site is being considered, which will move the transition area from adjacent to Patterson Avenue closer to the sewer, and increase the amount of fill required to approximately 4000 cubic yards The option has no impact on the overall site drainage or fill areas Surface Roughening Surface roughening will be used throughout the project at the steep fill slopes Temporary Construction Access The temporary construction access constructed for Phase I will continue to be used Outlet Protection The outlet protection for the culverts is sized for the 100 year design storm, and requires Class 1 rip rap at the dimensions shown on the Final Grading Plan Temporary Seeding Temporary seeding will be used throughout the project All fill areas will be seeded with annual grasses Sediment Fence Sediment fence will be at the base of fills where necessary to control runoff that cannot be diverted to the sedimentation ponds Mulching Mulching using wheat straw will be done on the site areas to receive vegetation, in order to hnut soil erosion Diversion Runoff from most of the off -site drainage will be separated from the disturbed area This minimizes the sediment basin areas Sediment Basins Two sediment basins will be constructed adjacent to the Floodway Fringe areas to control sedimentation The north pond is the largest, controlling flow from the entire display area, most of the cut slope on the west side, and some undisturbed area above the cut slope, for a total of 6 9 acres A time of concentration of 7 7 rrunutes yields a peak 10 year discharge of 30 7 cfs The total volume of the basin is sized at 1800 cubic feet per acre, or a volume or 12,400 cubic feet The acreage of the basin is 1% of the discharge flow, or 13,400 square feet The water depth of the basin is therefore slightly less than 1 foot Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 4 The south pond controls most of the remaining flow off the disturbed area, as well as some undisturbed area above the cut slope, for a total of 1 2 acres A time of concentration of 41 minutes yields a peak 10 year discharge of 12 cfs The total volume of the basin is sized at 1800 cubic feet per acre, or a volume or 1440 cubic feet The calculated acreage of the basin is 1 % of the discharge flow, or 520 square feet We have increased the area of the basin to 1440 square feet, in order to keep the water depth of the pond at 1 foot The depth of both basins has been increased by 0 5 feet for sediment storage No freeboard will be provided at either basin, since they will both be below grade The sides are 2 1 slopes Discharge will be by sheet flow over the low end of the ponds 8 Construction Schedule 1 Obtain plan approval and other applicable permits 2 Set baseline elevation control Flag the work limits and property corners 3 Clear trees from the site areas to be disturbed 4 Install sediment fence 5 Excavate for the sedimentation basins and floodway fringe areas Stabilize the Floodway Fringe area with permanent grass seed (100% KY 31 tall fescue) 6 Begin filling operations 7 Excavate for the culvert pipe by starting near the downstream end, leaving an embankment dam of existing soil between the creek and the excavation Install a pump at the low end of the excavation, and discharge to the sedimentation basin Excavate towards the high end, installing culvert pipe as the work progresses 8 Install the fitting for the 60" pipe and leave the excavation near the open end clear 9 Remove the downstream embankment during dry weather creek flow, and install the discharge end of the culvert pipes 10 Install the np rap outlet protection at the end of the culvert 11 Remove the upstream embankment during dry weather creek flow, and install the intake end of the culvert Grade the intake area and install the stabilization devices 12 Divert the creek into the intakes by filling in the upstream end 13 Recover the 54" CMPs used for the temporary crossing 14 Excavate for the 60" CMP from the downstream end and proceed upstream Install the final two sections ( #1 and #2) by pushing the upstream CMP ( #1) over the existing 54" RCP for at least 18" Install the last section of CMP ( #2) onto the downstream end ( #3) and install the connector band Pull #I into #2 and install the last connector band The upstream end of the 60" CMP should extend over the existing 54" CMP by approximately 12" 15 Complete filling in the creek bed 16 Complete filling and grading operations at the site Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 5 17 Lime, fertilize, seed and mulch 18 Inspect site weekly and after rainfall events Make repairs as necessary 19 After the main portion of the site is stabilized, fill in the sedimentation basins and stabilize 20 Remove the silt fence 9 Maintenance Plan All erosion and sediment control practices will be checked for stability and operation following every runoff producing rainfall but not less than once per week Any needed repairs will be made immediately to maintain practices as designed The sediment basins will be cleaned out when the level of sediment reaches 1' from the outlet All seeded areas will be fertilized, re- seeded as necessary, and mulched in accordance with the technical specifications to maintain a vigorous, dense vegetation Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page 6 APPENDIX A Drainage and Earthwork Supporting Information Patterson Avenue #2, Final Grading Plan August 25, 1998 Grading, Erosion and Sedimentation Control Plan Page A �1a�. ._., � n'JErL CITY OF WINSTON-SALEM PUBLIC WORKS DEPARTMENT PO BOX 2511 • WINSTON- SALEM, NORTH CAROLINA 27102 -2511 July 13, 1998 Mr Stephen Auffinger, P E Senior Civil Engineer GeoScience & Technology, P A 2050 North Point Drive Suite A Winston- Salem, NC 27106 Reference Proposed Fill Material on 18" VC Sanitary Sewer Line - Leak Fork Creek Outfall Off Patterson Ave & Motor Rd Dear Mr Auffinger I am in receipt of your letter identifying the findings of your subsurface investigation Your investigation and our inspector confirmed that the 18" pipe has a class "C" bedding As discussed in our meeting on Monday afternoon, 29 JUN 98, and in our phone conversation last Friday, the City of Winston- Salem's Utilities Division will allow additional fill material to be placed on this sewer main not to exceed 11.0 feet above the crown of the pipe This will be determined by measuring from the ground elevation to the invert of the manholes The current fill over the pipe's crown is approximately six feet The additional fill should not exceed five feet All manholes should be raised according to our specifications by a licensed utility contractor Please have the contractor or owner to call Joe Johnson, Asst City Engineer, at 727 -8063 or David Hege, Construction Inspection Supervisor, at 727 -2882, ext 101, to have an inspector assigned to this project If you have any questions, please call me at 727 -8418 Sincerely, UTILITIES DIVISION Richard D McMillan, P E Utilities C &M Engineering Supervisor PC Barry Shearm, P E , Utilities Superintendent Ronnie Vernon, Engineering Jeff Kopf, Erosion Control - Inspections Joe Johnson, P E , Engineering David Hege, Engineering 1,4�1,z a7-1V-1 Z7, o/ 4r�, IIqrw = SS� Z�3 S7 ,/dl — 41(e2 ?all o -3 ¢ &/ 'W = /V1W U �N � I l i I I I I 1,500 2,400 08 /08 06 2,000 05 1,000 1,500 05 800 04 600 1,000 013 02 500-.-800 0 007 400-- 600 0 008 0 7 300 500 0 009 400 0 1 200 300 200 II 09 a� 15 006 200 c 100 80 E005 004 10 0 60 100 96 9 n 8 50 0 84 a 7 6 40-1-60 a O 72 6 v 30 50 v 5 �_ n 40 0 L) L^ 5 �t�G 54, 0 20 30 I L c 42 - a c W 20 v W 33 3 ° v a 30 0006 E 10 0 27 8 U �i 24 0004 m 6 10 y E 21 `° 5 8 18 U U N t v / Op p 4 6 N 15 0 5 0 002 3 4 12 2 3 10 3 8 2 0001 ° 10 6 08 /08 06 4 05 04 06 05 03 04 02 03 013 02 'Based on pipes with Full Flow 13 0004 05 04 03 0 005 0006 06 02 0 007 0 008 0 7 0 009 0 1 001 OS 008 09 006 10 E005 004 003 002- --002 „ 003-- Sa O.d07 1 5 -001 004-- 0 008 -010005-- -0006 0006 0005 006 0004 -005007 0 003 w -00 4 v / Op p 0 002 002 0 L 0 015 3 �D 0001 ° 0 010 -000802 a II 0 0008 0 0006 N -00006 c c 4 00005 00004 03 U 00003 04-75 >. 00002 05 6 06-- -00001 07-- 000008 08--7 -000006 09-- 000005 10 8 -000004 a 9 -000003 a c 10 1000002 v v 2 t 000001 ° 3 0000008 v 15 0000006 4 0000005 0000004 5-18 13 jo GJ k 08 1,500 2,400 05 08 04 2,000 1 5 05 03 1,000 1,500 04 02 03 800 02 0 009 01 600 1,000 008 0 0067- 09 500-7800 0 005 005 400 600 0004 ��✓1 002 300 500 0 003 -002 5 =001 0 0�4 D e}. 2007-300 V 200 � i r 01- II 0 002 EA 0 02 15 w 200 aW t c ') 0 100 ' U) 0 001 N, a 80 a 10 0 0 0008 V 100 9 a a) C. 60 / 96 8 n °' 50 80 84 7 0 Id 40 60 p 72 6 v 30 50 v 60 5 E_ ca 40 co 54 -00004 a 03 4 lv 207730 48 o L �, 42 a QD 20 33 3 0 4 ° a) u CL 30 00002 I ` 10 -6 0 27 it 8--.- U a`� 24'� i � 6 cu 21 U t 5 OD 8 @ 18 0 7 4 6 000008 08 3 - - 12 4 -000006 2 3 10 0 00005 8 2 10 6 08 05 06 05 08 04 06 1 5 05 03 02 0 007 04 02 03 0131 02 'Based on pipes with Full Flow 4 0004 05 04 r 03 0 005 1 5 0 006 06 02 0 007 0 008 07 0 009 01 001 08 008 0 0067- 09 006 0 005 005 10 004 0004 -003 002 0 003 -002 5 =001 Q a / ? 13 003-- r 1 5 001 0047- 0 008 -010005 0 C 0 0067- 0 005 °-' 2 0004 00 007£ 0 003 w 0 0�4 D i r 01- p 0 002 EA 0 02 aW t 0 015 0 v 0 3 ' U) 0 001 -0 010 a U 0 0008 N n O0 -0008 0 2 _ a) C. / 0006 °' ° -00006 c N -00005 4 S ca -00004 03 00003 0 4 5 00002 05 6 06-- 00001 0 7 000008 08 7 -000006 0 9 M 0 00005 10-1-8 000004 a� 9 -000003 a� w c 10 0 00002 v (IJ 2 L 0 00001 3 0000008 15 0000006 4 0000005 0000004 5 18 Q a / ? 13 /XeAdls lx/det>�, = Iv cry 0 Ali ,�s /IVY �orq � aanz- Z lYDoT �¢. b -lam - r'fs 41 G��el id �Z• S'o i U.oa -2 ) = z. 7- ,Sp = STa/ = 9- 3 ~ 1; 6h° Z .�'� l� �� l/1'i`OG✓;fj L �- �s / G� = 8310 — fj2 S � _ /O. Co � 3Do T Outlet W = Do + 0 41-a pipe i diameter (Do) �_ La _ Tai lw r 0 SDo fa79e- I ,r W r A unli 20 a 10 rr 0 , 3 5 b. 80 o� QQ� 70 - o� 60 50 100 Discharge (ft3 /sec) Curves may not be extrapolated Figure 8 0615 Design of outlet protection from a round pipe flowing full maximum tailwater condition (TW ? 0 5 diameter) 7 8 06 4 cl USE 2�S 3 2 N N i a i O LO '0 ✓ 0 000 9oD cis 3 4 (�IZ 2 4 � Ojos -zo� 5 LI' 5K �o r Do , (•z5 01,4`) " Rcv 12/93 3 o �5__ Appendices NEW YORK DOT DISSIPATOR METHOD FOR USE IN DEFINED CHANNELS (Source 'Bank and channel lining procedures ", New York Department of Transportation, Division of Design and Construction, 1971 ) Note To use the following chart you must know (1) Q full capacity = foe ffs f it /f /T<0 4—GAaW,/ (2) Qlo ! / (3) V full = /0.7 1�s Tyr Q4-e aci�u✓f 4- 2 ?�S iK G�oaiYe� (4) V10 where Q = discharge in cis and V = Velocity to FPS ESTIMATION OF STONE SIZE AND DIMENSIONS FOR CULVERT APRONS Step 1) Compute flow velocity Vo at culvert or paved channel outlet Z Q, 2�05 Step 2) For pipe culverts Do is diameter For pipe arch, arch and box culverts, and paved channel outlets, Do =Ao, where A = cross - sectional area of flow at outlet For multiple culverts, use Do =1 25xDo of single culvert Step 3) For apron grades of 10% or steeper, use recommendations For next higher /one (Zones 1 through 6) 25 20 6 15 CL LL U O W 10 5 0 ma® 0 5 10 15 20 25 DIAMETER (F1) Figure 8 06 b 1 8065 0 i APRON MATERIAL 3 0 031 L1 NOTE USE L2 ALWAYS L2 1 STONE FILLING (FINE) CL A 3 x Do 4 x Do 2 STONE FILLING (LIGHT) CL B 3 x Do 6 x Do 3 ISTONE FILLING (MEDIUM) CL 1 4 x Do 8 x Do 4 TONE FILLING (HEAVY) L 1 4 x Do 8 x Do 5 STONE FILLING (HEAVY) CL 2 5 x Do 10 x Do 6 STONE FILLING (HEAVY) CL 2 6 x Do 1 10 x Do 7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS STILLING BASIN OR LARGER SIZE STONE) �Jy (,v9 rC park Fig 806b2 04- G d eK ✓T Width = 3 tunes pipe dia (min) d?� DETERMINATION OF STONE SIXES FOR DUMPED STONE (1(c CHANNEL LININGS AND REVETMENTS Step 1) Use figure 8 06 b 3 to detennme maximum stone size (e g for 12 Fps =20' or 550 lbs Step 2) Use figure 8 06 b 4 to determine acceptable size range for stone (for 12 FPS it is 125 -500 ibs for 75% of stone, and the maximum and minimum range in weight should be 25 -500 Ibs ) Note In determining channel velocities for stone linings and revetment, use the following coefficients of roughness Diameter Mannin's Mtn thickness (inches) "n" of fining (inches) Fine 3 0 031 9 12 Light 6 0 035 12 18 Medium 13 0 040 18 24 Heavy 23 0 044 30 36 (Channels) (Dissapators) 8 06 6 Re% 12,A)3 60 f l,7 111 V —;Hi! =iii 1 if Is 0 Appendices R=E-.3=zzs 936&&Nfifif.. Weight stones of YM.•A•. (Ibs ) (Ibs ) ■••�'..w� 25 150 50 - 150 20 25 _ 0 50 - 200 50 - 250 0 _ 400 100 - 400 600 25 - 600 150 - 600 800 25 - 800 '::ifs 1,000 50 - 1,000 250 - 1,000 1,300 50 - 1,300 325 - 1,300 1,600 50 - 1,600 400 - 1,600 2,000 75 - 2,000 600 - 2,000 e 100 - 2,700 800 - 2,700 i �..E• ..�E.ith'EE9e�EE.E!��se E teE E 2 4 6 8 10 4V 12 14 16 18 Velocity in FeeVSec Fig 8 06 b 3 Max Stone Sixe for Rip Rap 15 000 -10000 -5000 U �v C :1,000 , - 500 -250 ateff -50 20 Based on Isbesh Curve Maximum weight of stone required Minimum and maximum range In weight of stones Weight stones of (Ibs ) (Ibs ) (Ibs ) 150 25 150 50 - 150 20 25 _ 0 50 - 200 50 - 250 0 _ 400 100 - 400 600 25 - 600 150 - 600 800 25 - 800 200 - 800 1,000 50 - 1,000 250 - 1,000 1,300 50 - 1,300 325 - 1,300 1,600 50 - 1,600 400 - 1,600 2,000 75 - 2,000 600 - 2,000 2,700 100 - 2,700 800 - 2,700 Figure 806 b4 Gradation of Rip Rap Source Bank and channel lirung procedures, New York Department of "Iransportation Division of Design and Construction, 1971 {Zt,v 12i')3 8067 lea O• f ei 4 �l 74- TR55 Patterson West DRAINAGE CALCULATIONS SCS TR55 GRAPHICAL PEAK DISCHARGE METHOD DRAINAGE INTO Back Ditch DESCRIPTION CN AREA acres CN x AREA Power Line ROW/ Woods HSG B 55 1 08 59 Work Area Bare Sod HSG B 86 049 42 157 102 WEIGHTED CN= 65 STORM FREQUENCY= 10yr RAINFALL, P (24 hour)= 5 31n RUNOFF, Q= 1 831n TIME OF CONCENTRATION, Tc= 22 Omin RAINFALL DISTRIBUTION TYPE= II POND AND SWAMP AREAS= 0 Oacres = 0 0% INITIAL ABSTRACTION, la= 1 125 la/P= 0 21 UNIT PEAK DISCHARGE, qu= 575csm /in ADJUSTMENT FACTOR FOR POND AND SWAMP AREAS, Fp= 1 00 PEAK DISCHARGE, qp= 2 6cfs 8/24/98 ACCEPTABLE RANGE 40 -98 5 -600 0-50% 0 10 -0 50 98 129 Patterson West Mannings Patterson West 3�5 8/24/98 Mannin s Formula- Trapezoidal Ditch Side slopes Bottom width n S 3 FH 1 V 0 feet 0 025 0 007 Depth Width Area W P R V Q Td sf 010 060 003 063 005 065 00 004 020 120 012 1 26 009 104 01 009 030 1 80 027 1 90 014 1 36 04 013 040 240 048 253 019 1 65 08 017 050 300 075 316 024 1 91 14 022 060 360 108 379 028 216 23 026 070 420 147 443 033 239 35 031 080 480 192 506 038 261 50 035 090 540 243 569 043 283 69 039 100 600 300 632 047 303 91 044 110 660 363 696 052 323 117 048 120 720 432 759 057 342 148 052 130 780 507 822 062 361 183 057 140 840 588 885 066 380 223 061 150 900 675 949 071 397 268 066 1 60 960 768 1012 076 415 31 9 070 170 1020 867 1075 081 432 375 074 180 1080 972 11 38 085 449 436 079 190 1140 1083 1202 090 465 504 083 200 1200 1200 1265 095 481 578 087 210 1260 1323 1328 1 00 497 658 092 220 1320 1452 1391 104 513 745 096 230 1380 1587 1455 1 09 528 839 1 00 240 1440 1728 1518 1 14 544 939 1 05 250 1500 1875 1581 119 559 1048 109 260 1560 2028 1644 1 23 574 1163 1 14 Page 1 cQ.=2.eo 98 129 Patterson West Mannings Patterson West 8/25/98 Mannin s Formula- Trapezoidal Ditch Side slopes Bottom width n S 1 5 H 1 V 0 feet 0 025 0 007 Depth Width Area W P R V Q Td sf 010 030 002 036 004 060 00 004 020 060 006 072 008 095 01 009 030 090 014 108 012 124 02 013 040 1 20 024 144 017 151 04 017 050 150 038 1 80 021 1 75 07 022 060 180 054 216 025 1 98 1 1 026 070 210 074 252 029 219 16 031 080 240 096 288 033 239 23 035 090 270 1 22 324 037 259 31 039 100 300 1 50 361 042 278 42 044 110 330 182 397 046 296 54 048 120 360 216 433 050 314 68 052 130 390 254 469 054 331 84 057 140 420 294 505 058 348 102 061 150 450 338 541 062 364 123 066 1 60 480 384 577 067 380 146 070 170 510 434 613 071 396 172 074 1 80 540 486 649 075 411 200 079 1 90 570 542 685 079 426 231 083 200 600 600 721 083 441 265 087 210 630 662 757 087 456 301 092 220 660 726 793 092 470 341 096 230 690 794 829 096 484 384 1 00 240 720 864 865 100 498 430 105 250 750 938 901 104 512 480 1 09 260 780 10 14 937 108 525 533 1 14 Page 1 e�Q= Z -G 98 129 Patterson West Mannings Patterson West 8/25/98 Mannm s Formula- Tra ezoidal Ditch Side slopes Bottom width n S 1 5 H 1 V 0 feet 0 025 0 084 Depth Width Area W P R V Q i Td sf 020 060 006 072 008 329 02 1 05 022 066 007 079 009 351 03 115 024 072 009 087 010 371 03 126 026 078 010 094 Oil 392 04 1 36 028 084 012 101 012 412 05 147 030 090 014 108 012 431 06 157 032 096 015 115 013 450 07 168 034 1 02 017 123 014 469 08 1 78 036 108 019 1 30 015 487 09 189 038 1 14 022 1 37 016 505 1 1 1 99 040 120 024 144 017 522 1 3 210 042 1 26 026 1 51 017 540 14 220 044 1 32 029 1 59 018 557 1 6 231 046 1 38 032 1 66 019 573 1 8 241 048 144 035 173 020 590 20 252 050 150 038 1 80 021 606 23 262 052 1 56 041 1 87 022 622 25 273 054 1 62 044 1 95 022 638 28 283 056 1 68 047 202 023 654 31 294 058 174 050 209 024 669 34 304 060 1 80 054 216 025 684 37 314 062 186 058 224 026 700 40 325 064 192 061 231 027 715 44 335 066 1 98 065 238 02 729 48 346 068 204 069 245 028 744 52 356 070 210 074 252 029 759 56 367 i� a� Page 1 Oz, 98 129 Patterson West Mannmgs Patterson West ¢�° S 8/24/98 Mannin s Formula- Tra ezoidal Ditch Side slopes Bottom width n S 61H 1V 0 feet 0 025 032 Depth Width Area W P R V Q Td sf 020 240 024 243 010 719 17 399 022 264 029 268 Oil 766 22 439 024 288 035 292 012 812 28 479 026 312 041 316 013 857 35 519 028 336 047 341 014 900 42 559 030 360 054 365 015 943 51 599 032 384 061 389 016 984 60 639 034 408 069 414 017 1025 71 679 036 432 078 438 018 1064 83 719 038 456 087 462 019 1104 96 759 040 480 096 487 020 1142 11 0 7 99 042 504 106 511 021 11 80 125 839 044 528 1 16 535 022 1217 141 879 046 552 1 27 560 023 1254 159 919 048 576 1 38 584 024 1290 178 958 050 600 1 50 608 025 1325 199 998 052 624 1 62 633 026 1360 221 1038 054 648 1 75 657 027 1395 244 1078 056 672 1 88 681 028 1429 269 11 18 058 696 202 706 029 1463 295 11 58 060 720 216 730 030 1497 323 11 98 062 744 231 754 031 1530 353 1238 064 768 246 779 032 1562 384 1278 066 792 261 803 033 1595 417 1318 068 816 277 827 034 1627 451 1358 070 840 294 852 035 1659 488 1398 Page 1 69t-f 3 o Outlet W = Do + La pipe (Do r--La I diameter ) -.1 T ilwater < 0 5Do �r ci �w' 50f !I " MI!41 1, 3 5 10 20 50 100 200 500 Discharge (ft 3 /sec) Appendices W N 2 Q 2 a O 1 � " 0 1000 Curves may not be extrapolated Figure 8 06a Design of outlet protection protection from a round pipe flowing full minimum tailwater condition (T„, < 0 5 diameter) R(V IY)3 8063 - 7 = 5Oo' c Zz 6ai� sa• Ate✓ Di 1 j�d -S- 4 a e07 4-- Oio ' ��C/ 3a - ? �,,5 = 3, 4ao 7/71-Z aart- TT = 3,:)�' @ 7 � dizzrw D, & 0,8 /j, z - 7V 7455 Q = 1,267s �. �„�,....,.. •�+4- ^`s^°''"` • � � � �v I PATTERSON VENUE `M`t - PA TTERSON AVENUE' — pq 4 S0� RCP % 54 INV 826 \VV" ✓rp � �y'r y rr..�r�YK �/nM�T►� � M � N NNV MdOP 2566 —PROP 120' 138 CMP S =0 INV 132 et]e CMP BYl Iijyz' PROP 240' 132 CMP S =0008 40 _�% �i to lr'�i��VINV ell 24 V Ir I ■ PROP 360 132 CMP$ =0006 I_ 540 �V� CLASS I RIP RAP r cep e2124 _ r X48 %58 x 15 DEEP B tvl i' INV 82363 —� w.- — — — — — — — — — — 68 i 6 1NV B21' S .4 > _�j•� _ _ �I'�' _ H 836 45 N 826 30 PROP FLOODWAY ING � 44 L L AREA =2700 SF / TOP H ' 832 75 1 821 55 ✓ �' pr ,per � O J- "! ~•' � Ji71 0 q REA = 36 500 SF I PROP FLOODWAYFRINGE AREA =21700 s1 �- AREA =47000 SF #* \Y ILI S 1 *^li•6� "�O"O••VIf4P'Ay <K w �1HrYYW �."��1•�t �,I' 2.4+- -1'3'Y rvr+vl�`"°"N ",a.r• /y� .,.�"'r , os.' .w►..Fn.,w�++^'^'/`..�.., � w.x.� .sr'w ^ ,4•...- �,��..sv'`f' r.>�.c s >s"X""' . W,•,..,,,•IC•,,• �� w ..,v�� . 1. +w+q+r'K"'ro`�+�v'r,>•✓�°""` v.N�s'r�+s- `'�'�Ob�c�� .rN "4�� "� "'�w�- ~ Yeti �^ ,�.,,..•�..��° � /JdJOI f- K,�,�,nr46+0+.^�+- '�i*JV"^°'1 �"MKt' eJ' "° ems'• ?a^�pe� V�b�� d"M `� v.Nrr -� JdI'�1 �.- v+'�M�+^'�•'�� 7'�'")+_ ..d,�/1"'y,,b � �� ,4A..,ti �^ �,r � ,,,.�... -./•S ��,ii 5 w+�S l.atl+✓�W� �'"I��IY� � W,..i � .,ek. wwv' ...vim .N ' _ �'�^'�M -tw, �.wXM r"""a•.'"y°/,1"..`y.'` -yJ+' "'c^�"` TR55 Patterson West DRAINAGE CALCULATIONS SCS TR55 GRAPHICAL PEAK DISCHARGE METHOD DRAINAGE INTO NORTH SED POND DESCRIPTION CN AREA acres CN x AREA Power Line ROW/ Woods HSG B 55 1 6 88 Work Area Bare Soil HSG B 86 53 456 69 544 WEIGHTED CN= 79 STORM FREQUENCY= 10yr RAINFALL, P (24 hour)= 5 3m RUNOFF, Q= 3 041n TIME OF CONCENTRATION, Tc= 7 7min RAINFALL DISTRIBUTION TYPE= II POND AND SWAMP AREAS= 0 Oacres = 0 0% INITIAL ABSTRACTION, la= 0 564 la/P= 0 11 UNIT PEAK DISCHARGE, qu= 936csm /in ADJUSTMENT FACTOR FOR POND AND SWAMP AREAS, Fp= 1 00 PEAK DISCHARGE, qp= 30 7cfs 8/14/98 ACCEPTABLE RANGE 40 -98 5 -600 0-50% 0 10 -0 50 TR55 Patterson West DRAINAGE CALCULATIONS SCS TR55 GRAPHICAL PEAK DISCHARGE METHOD DRAINAGE INTO SOUTH SED POND DESCRIPTION CN AREA acres CN x AREA Power Line ROW/ Woods HSG B 55 04 22 Work Area Bare Soil HSG B 86 04 34 08 56 WEIGHTED CN= 71 STORM FREQUENCY= 10yr RAINFALL, P (24 hour)= 5 31n RUNOFF, Q= 2 30in TIME OF CONCENTRATION, Tc= 44 Omm RAINFALL DISTRIBUTION TYPE= it POND AND SWAMP AREAS= 0 Oacres = 0 0% INITIAL ABSTRACTION, la= 0 857 la/P= 0 16 UNIT PEAK DISCHARGE, qu= 413csm /in ADJUSTMENT FACTOR FOR POND AND SWAMP AREAS, Fp= 1 00 PEAK DISCHARGE, qp=l 1 2cfs T� iz- 8/14/98 ACCEPTABLE RANGE 40 -98 5 -600 0-50% 0 10 -0 50 ,S z Ol% ' S2 5.57 z a4,�21 :�� TR55 Patterson West DRAINAGE CALCULATIONS SCS TR55 GRAPHICAL PEAK DISCHARGE METHOD DRAINAGE INTO DESCRIPTION CN AREA (acres) CN x AREA Power Line ROW/ Woods HSG B 55 00 0 Final development HSG B 86 088 76 0 8 76 WEIGHTED CN= 86 STORM FREQUENCY= 10yr RAINFALL, P (24 hour)= 5 31n RUNOFF, Q= 3 751n TIME OF CONCENTRATION, Tc= 5 Omin RAINFALL DISTRIBUTION TYPE= II POND AND SWAMP AREAS= 0 Oacres = 0 0% INITIAL ABSTRACTION, la= 0 326 la/P= 0 50 UNIT PEAK DISCHARGE, qu= 556csm /in ADJUSTMENT FACTOR FOR POND AND SWAMP AREAS, Fp= 1 00 PEAK DISCHARGE, qp= 2 9cfs —1 z Zoe 7 88- ACCEPTABLE RANGE 40 -98 5 -600 0-50% 0 10 -0 50 98 129 Patterson West Mannings Patterson West 8/24/98 Mannin s Formula- Tra ezoidal Ditch Side slopes Bottom width n S 501H 1V 0 feet 0 025 0 007 Depth Width Area W P R V Q Td sf 010 1000 050 1000 005 068 03 004 012 1200 072 1200 006 076 05 005 014 1400 098 1400 007 085 08 006 016 1600 1 28 1600 008 092 1 2 007 018 1800 1 62 1800 009 1 00 1 6 008 020 2000 200 2000 010 107 21 009 022 2200 242 2200 Oil 1 14 28 010 024 2400 288 2400 012 1 21 35 010 026 2600 338 2601 013 128 43 Oil 028 2800 392 2801 014 1 34 53 012 030 3000 450 3001 015 141 63 013 032 3200 512 3201 016 147 75 014 034 3400 578 3401 017 1 53 88 015 036 3600 648 3601 018 1 59 103 016 038 3800 722 3801 019 1 65 11 9 017 040 4000 800 4001 020 170 136 017 042 4200 882 4201 021 1 76 155 018 044 4400 968 4401 022 182 176 019 046 4600 1058 4601 023 187 198 020 048 4800 11 52 4801 024 1 92 222 021 050 5000 1250 5001 025 1 98 247 022 052 5200 1352 5201 JO 26 203 274 023 054 5400 1458 5401 027 208 304 024 056 5600 1568 5601 028 213 334 024 058 5800 1682 5801 029 218 367 025 060 6000 1800 6001 0 30 223 402 026 Page 1 l rj 1,500 2,400 08 /08 06 2,000 05 1,000 1,500 05 800 04 600 1,000 0131 02 i 500-.-800 0 007 400---600 0008-- 07 300 500 0009-: 400 01 200 300 200 i 09 15 006 200 100 0 05 80 004 v 10 0 60 I 100 96 9 mn 8 a 50--80 002- 84 7 6 a 40 60 p 72 6 �+ 30 II 50 v 60 5 �_ a� 40 co a 54 CL 1 L 48 4 20--7-30 004-- c 42 o — m a c 20 n 33 3 ° a 30 c 10 2 6 27 0004 S 8 -005 07 a5 24 6 ca 10 E 21 L 5 8 m` n 18 il�`%� 4 p 4 Q 15 3 5 - 0 002 002 0 I 2 3 10 3 8 2 -0001 0 N 10 6 08 /08 06 q 05 04 06 05 03 04 02 03 0131 02 'Based on pipes with Full Flow /v - - -11' `� 1 2 0 13 0004 05 04 03 0 005 0 006 06 02 0 007 0008-- 07 0009-: 01 001 08 008 09 006 0 05 1 0 004 7,003 002- -002 003 1 001 004-- 0 008 0 10005- 0 006 C 008 0 005 c 0 006 2 0004 -005 07 0 0082- 0 0 003 U 03 009 O 1 a 0 002 002 0 s 0 015- 3 -0001 0 N 010 n I{ 11 0 0008 S 0008 d 0 2 0 0 0006 c0006 c N 1-00005 q 00004 03-- 0 -00003 04 5 00002 ( 05 6 06-- -00001 0 7 0 00008 08--7 0 00006 0 9 1 0 8 000005 -000004 a 9 -000003 c 10 -000002 v v 2 L -000001 v ° g 0 000008 a� 15 0000006 q 0000005 - 0000004 5 18 /v - - -11' `� 1 2 0 13 U S FOUNDRY & MANUFACTURING CORPORATION USF 3100 RING AND 5600 GRATE 13 1/8 I-- 314 I � t 3/4 �11 1/8 -{ 2112 GRATE LOAD FLOW GRATE TOTAL NUMBER RATING AREA WEIGHT WEIGHT Fes— t t t!2 — —� 5600 MEDIUM DUTY 40 25 75 18 5/8 USF 3105 RING AND 5630 GRATE GRATE LOAD ILO GRATE TOTAL `DUMBER RATING AREA �rEIGHT HEIGHT 5630 HEAVY DUTY ID0 9y I( 221'4 1 1/4 ; —��1 112 -r I--9 - -� Fes-- 20 1 2 22 t'2 - -- -- 26 112 -- -- — USF 3107 RING AND 5650 GRATE 23 3/4 1 1/4 7 I I 9114 ----{ �230 EZ l I � 22 �� CRATE LOAD FLOW GRATE TOTAL � 22 3/8 NUMBER_ RATING AREA WEIGHT _WEIGHT X24 tae -)650 MEDIUM DUTY 130 80 165 29 USF 3110 RING AND 5665 GRATE �% - - - -- 34 1,8 / 71 I— 11/ai _f I 12 —v`— _T GRATE LOAD SLOW GRATE 10_.!_ "3ER RATING ,aEA riE GH T WEI,,HT ro� MEDIUM DUTI r-6 3/a -1 t 32 t/a -- - - - -34 Y8 10 2 ALWAYS SPECIFY USF NUMBER THIS RING ALSO AVAILABLE WITH SOLID COVER USF 7620 PG 165 L�77= THIS RING ALSO AVAILABLE WITH SOLID COVER USF 105 PG to THIS GRATE ALSO AVAILABLE WITH SLAB TYPE RING USF 3600 PG 76 THIS RING ALSO AVAILABLE WITH SOLID COVER USF 118 PG 15 THIS GRATE ALSO AVAILABLE WITH SLAB TYPE RING USF 3602 PG 76 >y THIS RING ALSO AVAILABLE WITH SOLID COVER USF 120 PG 16 HIS GRATE ALSO AVAILABLE WITH DLAB TYPE RING USF 3605 PG 76 „c STANDARD FLAT TOP 1 619 LBS 0 QN o'- z= Q� In w 2 w w RISER 0 Q o� V) z= Q� 1n w 2 w w STANDARD BASE � I � i I \ I / 200 o NOTES RISER 1 00 1 PRECAST MANHOLES ARE FABRICATED TO MEET OR EXCEED THE FOLLOWING SPECIFICATIONS 857 MANHOLE ASTM C- 478 - LATEST 4 610 AND AASHTO M199 WALL STEEL ASTM A -185 BASE STEEL ASTM A -615 FLAT TOP ASTM A-615 (STEEL) GASKET ASTM C-361 2 CO- POLYMER POLYPROPYLENE STEEL REINFORCED STEPS MEETING ASTM- 478 - LATEST 3 ALL PIPE OPENINGS ARE CAST TO DEFLECTIONS AND ELEVATIONS SPECIFIED ON CONTRACT PLANS 4 MANHOLE ENTRY CAN BE VARIED AS REQUIRED 5 STEPS OVER EFFLUENT LINE 6 OPENINGS IN THE FLAT TOP CAN BE ;CENTRIC OR CONCENTRIC OR I SPECIFIED DIMENSIONS vG DEVICE RUDE ALL ) AIL STANDARD HEIGHT (FT ) WEIGHT (LBS ) RISER 1 00 1 33 2 67 400 533 857 1 161 2 334 3 587 4 610 BASE 200 2 50 2 67 300 4 00 4 50 2 960 3 390 3 484 3 856 4 737 5 182 STANDARD 4' DIAMETER FLAT TOP MANHOLE WITH MONOLITHIC BASE SLAB SCALE 1 =3 10 D &M CONCRETE, A DIVISION OF OLDCASTLE PRECAST EAST P 0 BOX 19965 GREENSBORO NC 27419 • 8406 M MARKET STREET 10194 UH \1447 (910)668 -2481 • FAX (910)688 -0857 . MATS (800)951 -2105 41 366 6 426 LBS 369 6 639 LBS 3618 6 1278 LBS 3624 1704 LBS L 300 1 0 N GRADE RINGS SCALE 1"=5' 10 D &M CONCRETE, A DIVISION OF OLDCASTIE PRECAST EAST "194 SBOXVISfRS (910)888 -2181 • FAX (910)888 -0857 • NATS (800)951 -2105 36 APPENDIX B Existing Conditions Model Output Patterson Avenue #2, Final Grading Plan August 24, 1998 Grading, Erosion and Sedimentation Control Plan Page B ViiMA 'wDWAY FRINGE (TYP) 1 \. O / TOP ZS ENV 8 821 1 5 5 9 J � i A k- St SF /2 033 SF Y EA 5 / /// PattersonStreamReolcatlon Plan3 8/12/98 1 Legend - - - - -- 840 — EG PF #1 WS PF #1 Crit PF #1 / Ground i 835 — i 0 G! W y } 1 825 1 820 -- 0 200 Tr 400 600 800 1000 1200 1400 Main Channel Distance (ft) i in rior¢ = zuu n 1 in vent = 4 tt HEC -RAS Plan Analysisl River Leak Fork Creek Reach 1 y� Yvgf t8` 0-raw": , F .(y i ? ' t .y i4u 168000 1VGrt h Ef 82890 dV.S. 83719 » ; ^lam < <'2 Fy� 83444 a. Eiev 83762 t G: 3 7►Iq ` 0{Y0i�03631 4� #� Fy ' 586 1 104V Y ~ (ag 32410 ii 6997 FroUde# CM 039 168000 82850 83523 83504 83717 0008292 11 55 16480 4154 085 168000 82850 83573 83389 83652 0003788 738 25494 5729 051 168000 82900 83581 83422 83644 0004149 673 29734 8635 049 170000 82700 83509 83509 83628 0007575 970 24085 11003 070 au� ' 170000 82740 83397 83397 83508 0005351 931 27451 14592 078 ' Y F 4' 170000 ~ 82660 83343 83332 83415 0009461 825 34466. 21149 066 ^` 175000 82460 83316 82977 83336 0002259 399 661 53 30740 029 ` *4 175000 82500 83263 831 28 83312 637 49461 21666 044 175000, 82420 831 92 83140 83286 _0_001599 0004041 839 37707 18304, 062 fo 175000 821 60 83226 82905 83248 0001628 458 74548 24880 029 1M % # 175000 82300 83186 82962 83234 0005106 609 51605 39564 050 175000 82300 83166 83001 83215 0003693 577 39310 21858 049 ;f 175000 82340 83076 82876 831 72 0005251 786 22263 3938 058 1 JA. 175000 821 90 83038 82941 831 13 0005895 765 381 62 15790 053 A t.; ,- 175000 82250 82970 82870 83062 0005228 810 32038 13322 059 E<< ° ; PattersonStreamReolcation Plan3 8/12/98 Downstream End RS = 1 09— 04 06 — Legend EG PF #1 840 WS PF #1 Crnt PF #1 ■ Ground • Bank Sta 835 c c 0 m w W 630 _ 825 or 820 - 0 200 400 600 Station (ft) i in nonz = i uu n i invert = 4 tt PattersonStreamReolcation Plan3 8/12/98 RS =2 09 ---�04 09 Legend EG PF #1 840 WS PF #1 I Cnt PF #1 ■ Ground • Bank Sta 835 c c 0 io w 830 -- — 825 820 0 200 400 600 Station (ft) 1 In nonz = 1 uu tt 1 invert = 4 tt PattersonStreamReoication PIan3 8/12/98 RS =3 – - -- – 09 - -- 04 — 09 — Legend EG PF #1 840 — WS PF #1 I Crd PF #1 Ground • Bank Sta 835 c 0 m ar "U 830 � — 825- 820----. -•—•—•— —. _. . 0 200 400 600 Station (ft) I in Hortz = 1 UU tt 1 in Vert = 4 tt PattersonStreamReolcation Plan3 8/12/98 RS =4 09 04 fi 09 Legend EG PF #1 840 — — - WS PF #1 CrTt PF #1 Ground • Bank Sta 835 c _- m ar w 830- --- - - - - -- 825 820 �— __ _ 0 200 400 600 Station (ft) I In moriz = 1 uu Ti 1 In Vert = 4 tt PattersonStreamReolcation Plan3 8/12/98 RS =5 09 04 -- 06— Legend EG PF #1 840 — WS PF #1 I Crd PF #1 Ground • Bank Sta 835 — c 0 m w — w 830 — 825 820-- —�- 0 200 400 600 Station (ft) i in nor¢ = i uu rt i invert = 4 tt PattersonStreamReolcation Plan3 8/12/98 RS =6 09 055 Legend EG PF #1 840 WS PF #1 Cnt PF #1 Ground i o Bank Sta 835 c C O m ! w 830 825 820 0 200 400 600 Station (ft) 1 in Horiz = 1 W tt 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS =7 1 04 —- 1 Legend EG PF #1 840 — WS PF #1 Cnt PF #1 � Ground 0 Bank Sta 835 c 0 m _w U.1 830 825 820 �T 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft 1 in Honz = 100 ft 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS =8 1 04—* 1 Legend EG PF #1 840 -- - - -- WS PF #1 Cnt PF #1 Ground • Bank Sta 835 c — — — — — 0 m m w 830 - — 825 820 — . . . . . . . . 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft Patterson Stream Reolcation Plan3 8/12/98 RS =9 09 045 09 - -� Legend EG PF #1 -- 840 -- WS PF #1 Crd PF #1 Ground • Bank Sta 835 c— — — — — — — — — — — — — — — — — — — — — — — — c 0 — m — • v w 830 — 825 820 �- -T- 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS 10 09 04 *— 09 0 Legend 8 — — — EG PF #1 WS PF #1 840 Cnt PF #1 Ground • Bank Sta 835 c 0 m \ w 830 825 820 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft PattersonStreamReolcaUon Plan3 8/12/98 RS =11 09 033 09 —� Legend EG PF #1 WS PF #1 840 Crd PF #1 Ground • Bank Sta 835 c o + io w 830 — 825 820 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS 12 - 04 09 — 03 09 Legend EG PF #1 WS PF 840 #1 Crd PF #1 ■ Ground • Bank Sta 835 c C 2 l■ N w 830 825 820 0 200 400 600 Station (ft) I In Honz = 1 W tt 1 In Vert = 4 It PattersonStreamReolcation Plan3 8/12/98 at 54" pipe RS = 13 — 09- 09 - 045 07-� 0 Legend 4 EG PF #1 WS PF #1 840 Crd PF #1 Ground • Bank Sta 835 c c 0 •r w w 830 - - 825 820 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft Patterson Stream Reolcation Plan3 8/12/98 RS 14 09 04 - >- 09 - �0454c 065 -� Legend EG PF #1 WS 840 PF #1 Cnt PF #1 Ground • Bank Sta 835 IL IL— — — — — — — c 0 m w 830 825 820-- — —, 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS 15 09 )-1-( — 04 --�- 03 X00 Legend EG PF #1 A WS PF #1 840 + Crd PF #1 ■ Ground • Bank Sta 835 — — — — c c 0 m w w 830 825 820 0 200 400 800 Station (ft) 1 in Hon¢ = 100 ft 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS 16 – 08 — — 045 O Pi— - 055 —� Legend EG PF #1 8404 WS PF #1 I Crd PF #1 Ground • Bank Sta 835 - -- — c 0 m m u.l 830 825 820 0 200 400 600 Station (ft) i in r+onz = 1 uu n i in vert = 4 It Patterson Stream Reolcation Plan3 8/12/98 RS 17 08 045 — 055 --� Legend EG PF #1 WS PF #1 840 + Cnt PF #1 Ground • Bank Sta 835 c c 0 m m U.1 830 — 825 — 820 � — 0 200 400 600 Station (ft) 1 in Hor¢ = 1 00 ft 1 in Vert = 4 ft PattersonStreamReolcation Plan3 8/12/98 RS 18 081 1* 04-*— 055 ---� 0 Legend 4 5 - - -- EG PF #1 84011 WS PF #1 Crd PF #1 Ground • Bank Sta 835 } — c 0 m ar w 830 — -- 825 820 0 200 400 600 Station (ft) i M ivIL4 - IUU it I uI VCR °'+II PattersonStreamReolcation Plan3 8/12/98 RS 19 04EM 055 0 Legend 3 5 - - -- EG PF #1 840 WS PF #1 Cnt PF #1 Ground • — Bank Sta 835 c c 0 m w w 830 825 820 0 200 400 600 Station (ft) i in rionz = i uu ri i in vert = 4 rt PattersonStreamReolcation Plan3 8/12/98 Upstream End RS = 20 045 055 0 Legend 4 8 - - -- EG PF #1 8401, WS PF #1 Crd PF #1 Ground Bank Sta 835 c c 0 m v w 830- - 825 — 820 —r—. 0 200 400 600 Station (ft) i m none = t w n i invert =41t APPENDIX C Proposed Conditions Model Output Patterson Avenue #2, Final Grading Plan August 24, 1998 Grading, Erosion and Sedimentation Control Plan Page C D -20 101le'v = elf S� f /7,44 t2? /, 4o5 t ZD, 03 3_ — / /-�z Ai ctt�- Patterso n2Pro posed C M Ps PIan3 8/21/98 1 Legend — — — 840 EG PF #1 WS PF #1 Crnt PF #1 Ground 835 i C i � c 830 O >> + a W 825 820 0 200 400 600 800 1000 —T —� 1200 1400 Main Channel Distance (ft) 1 in Honz = 200 ft 1 in Vert = 4 ft -c Z —vp� lo Q.5 0 < L9 C, 1 sf � cos s-- 6e = � )(Z)Zbg _ °V1 Ig fIz- = -7f�t4 //J h t / i 00 -5G -?,� 9 p2 °%fig gel � Co i✓ �2Z , ZO 4 �` ,, al Ssoc >T— 1700 C�S � b2�,5 k¢l 240 = :F&o "o-4 // , G<% = Z05 G�>i{ /zp� lwlYa� Ij —i2 —S:' t LleOA 144 // " 7j -Jr i CN% t4 61 (;�i •/ C/A'/� 5r 154�VQ a L.& Y to S G(� " Cw' ►° Q - 5o ,6'� 05 oZs�l2,2 _ Zt = 0 04 �= 0 0v % Z 7g•�$ v2 10.(0 -? P �69^'C�• � « �o fps r- 0 32 4$ ° K- 0 -3zt- 6 Logs �ti �°v-,s a4 W vZ /z z // 14- 2_ 1.97 C�4•¢ Q, 04 0 215 (t C, 7 = 0 49' Z — 4- �4- / /01YA t r Z ' u- Z4-O' ,6r It �+ p�� ` (,41 Z7 ' �tTL3lo 0& 10)(-3 z,&) zi-3 (, oo�) - S Zoo c is `� 90a c ('43 hq t. 03 00 A 16 c� 76 '^ 16 041 16 ��3 ,,q-= -7e.GS s4 Wy'= 24.Co4-�'l R-= "?.z3 A - 86,. SOY can — fir, d Z = 92(o C6 t.2 Lo .9 .g .s �u r `t� 3 . z. ,1 a7 12,4' ii76111 94 -111/z TT 3/2 i HEC -RAS Plan Analysisl River Leak Fork Creek Reach 1 Iii fC S!�% A+#vk sft _..� " . Ve h� 4 YaX�� .. 'F WN Mea I aYpJi+i ii F'r JE ��s "�%f u , iy , •' s .��5 i,$ crkak • "`� >Y3 ` "'!. ` r'n'" q/IL a 168000 82890 83641 83444 83702 0005821 685 27228 6391 049 e$ s' ; 168000 82850 83617 83528 _ 83677 0002664 725 35309 11735 050 168000 82850 83627 83450 83657 0001617 509 46302 13964 034 170000 82900 83628 83441 83654 0001864 475 48982 15938 033 170000 82700 83576 83522 83644 0005341 778 39662 15276 053 ' f € >; '~ 170000 82700 83589 83100 83610 0000840 385 54205 20000 025 Culvert 170000 82380 83061 82931 831 79 0007004 873 21376 9466 067 170000 82340 83068 82860 831 52 0004534 736 24666 8050 055 170000 821 90 83039 82900 831 00 0004966 707 45701 24677 049 170000 82250 82961 82859 83053 0005289 806 30788 13033 059 170000 82260 82967 82729 83013 0002187 600 49550 16636 041 170000 821 80 82925 82716 82993 0003540 677 331 51 138 35 050 4 y ; � ` b f ` ' 170000 82140 82809 82786 82963 0011620 1024 21711 10418 077 1700001 821 40 827 91 t 82791 82895 00075261 9101 30944 17808 069 Patterson2Pro posed CMPs Pian3 8/21/98 Downstream End RS = 1 — o9 '- 04 06 Legend EG PF #1 840- WS PF #1 CrTt PF #1 i Ground • Bank Sta 835 - c 0 m v W 830 825 820 0 200 400 600 Station (ft) 1 In nonz = 1 uu Ti 1 In Vert = 4 n Patterson2ProposedCMPs PIan3 8/21/98 RS =2 09 ^'u i 09� Legend EG PF #1 WS 840 PF #1 Cnt PF #1 ■ Ground • Bank Sta 835 c 0 m a� W 830 825 820 0 200 400 600 Station (ft) 1 in Hor¢ = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs PIan3 8/21/98 RS =3 09 04 -i= 09 -� Legend EG PF #1 WS PF #1 840 Cnt PF #1 ■ Ground e Bank Sta 835 —— c c 0 m m uj 830 — 825 820 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft Patterson2Pro posed C M Ps PIan3 8/21/98 RS =4 09 04 09 Legend EG PF #1 WS PF #1 840 Crd PF #1 ■ Ground • Bank Sta 835 c c 0 m w —_ - - -- 830 825 820 0 200 400 600 Station (ft) 1 in Hor¢ = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs PIan3 8/21/98 RS =5 09 )k 04 06— Legend EG PF #1 WS PF #1 840 + Cnt PF #1 Ground 835 — c o m w 830 ti 825 820 -T . 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs Pian3 8/21/98 RS =6 09 —048* 055 - -� Legend EG PF #1 840 WS PF #1 Cnt PF #1 ■ Ground • Bank Sta 835 c 0 m— w 830---- — -------------- - -- — 825 — 820 — 0 200 400 600 Station (ft) 1 in Hor¢ = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs PIan3 8/21/98 RS =7 04 )-k — 1 — 04 1 Legend EG PF #1 840 — WS PF #1 -- - / Cnt PF #1 ■ Ground • Bank Sta 835 c C o _ — — m w w 830 — - 825 820 0 200 400 600 Station (ft) 1 in Hornz = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs PIan3 8/21/98 Downstream of Culvert RS = 8 1 04— 1 —� Legend EG PF #1 840 WS PF — #1 Crit PF #1 Ground e Bank Sta 835 c 0 m d w 830 825 820 . . . 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs PIan3 8/21/98 Upstream of Culvert RS = 11 r 04 — — 1 0 Legend 5 5 - - -- EG PF #1 8401, WS PF #1 Cnt PF #1 ■ Ground • Bank Sta 835 — c c 0 io w 830 825 - 820 -T- 0 200 400 600 Station (ft) i m MHz = i uu n i in vert = v n Pafterson2ProposedCMPs PIan3 8/21/98 RS 16 08 - 055 0 Legend 4 5 — — — — EG PF #1 84041 WS PF #1 Cnt PF #1 Ground • Bank Sta 835 } c 0 m v W 830 825 820 0 200 400 600 Station (ft) 1 in Honz = 100 ft 1 in Vert = 4 ft Patterson2ProposedCMPs PIan3 8/21/98 RS 17 f� 045 -- 055 0 Legend 6 EG PF #1 840 WS PF #1 I Cnt PF #1 Ground 0 Bank Sta 835 c 0 m a w 830 825 — 820 TT— — 0 200 400 600 Station (ft) i in nonz = i uu n i in veri = 4 rt Patterson2ProposedCMPs PIan3 8/21/98 RS 18 045 — 04 055 Legend EG PF #1 840 — WS PF #1 Cnt PF #1 Ground • Bank Sta 835 i c 2 m w U.1 830 825 820 0 200 400 600 Station (ft) i m nonz = i uu r[ i invert = 4 It Patterson2ProposedCMPs PIan3 8/21/98 RS 19 045 � 055 — _ 0 Legend 3 5 EG PF #1 840 — WS PF #1 Crd PF #1 ■ Ground e Bank Sta 835 c 0 m w 830 — 825 820 --r- 0 200 400 600 Station (ft) 111 nuns = iuu it i in vert = t a Patterson2ProposedCMPs PIan3 8/21/98 Upstream End RS = 20 045 IE — 055 0 4 Legend g — — — — EG PF #1 840 WS PF #1 Cnt PF #1 Ground • 835 i c 0 m al u w 830 — 825 820 0 200 400 600 Station (ft) 1 111 IVI IL _ I W I 1 III VCI I = 4 it APPENDIX D Technical Specifications Patterson Avenue #2, Final Grading Plan August 24, 1998 Grading, Erosion and Sedimentation Control Plan Page D SECTION 02725 SITE DRAINAGE AND SEWERAGE PIPING PART 1 GENERAL 1 1 SECTION INCLUDES A Storm drainage piping, catch basins, and site surface drainage, fittings and accessories PART 2 PRODUCTS 2.1 SEWER PIPE MATERIALS A. Corrugated Metal Pipe (CMP) Aluminized steel, Type II, 5" x 1" helical corrugations, connector band points. 132" and 138" sizes to be 12 gauge 66" and smaller to be 16 gauge. B Corrugated Plastic Pipe (CPP) : High density polyethylene (HDPE) material, annular corrugations 2 2 PIPE ACCESSORIES A Fittings: Same material as pipe molded or formed to suit pipe size and end design 2.3 CATCH BASINS A Basin Lid and Frame. Cast iron construction, linear grate lid design; 3110 ring and 5665 grate manufactured by U S Foundry, or equal. B Base, Shaft, Flat Top Section, and Grade Ring- Reinforced precast concrete, lipped male /female gasket points; standard 4' diameter manufactured by Oldcastle, or equal. Requires 3' diameter precast hole in slab and 6" high grade ring. PART 3 EXECUTION 3 1 EXAMINATION AND PREPARATION A Verify that excavations are ready to receive work. 3.2 INSTALLATION - PIPE A. Install pipe, fittings, and accessories in accordance with manufacturer's instructions. B Place pipe on bed on fine graded native sand. I C. Lay pipe to slope gradients indicated. D. Compact in 9" lifts to 95% Standard Proctor Do not displace or damage pipe when compacting. 3.3 INSTALLATION - CATCH BASINS A. Place cast -in -place concrete base pad with provision for sewer pipe end sections to required elevations. B. Install shaft and top slab. C Mount lid and frame level in grout, secure to top slab section to elevation indicated. END OF SECTION e