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SDP199000018 Plan - Other (not approved) Final Site Plan and Comps. 1990-05-23
a PLANNING DIVISION MITCHELL, MATTHEWS, AND ASSOC. LTD. Architects 0 Engineers 2350 Old Ivy Road Charlottesville, Virginia 22903 804-979-7550 I -VY ROAD AT COLONNADE DRIV B MA Ti. A R C k.- '.., i 1.Y, VIRGINIA I FINAL ST� PLAN SHEET INDEX., 00.01 Cover Sheet. 01.01 Dem olition Plea V. 01.02 Site Pian 02.01 Ut*liity Profiles 03.011 Construction Details 0.02 Construction, Details & Storin Water Calculations 04.01 Erosion & Sediment Control Plan 04.02 Erosion & Se I hnent Control Key 04.03 Erosion & SOinient Conrol Details 04.04 Drainage Divide Plan L1.01 Landscape Ptin S.1 Refcidning Will Details February,, 20, 1990 REVISED7: 5/23/90 TOW�SIDE EAST LIA41TET, PARTNERSHIP Ow6r 0 Developer KIRK HUG j JES & ASSOCIATES Land Sur"pyors 0 Land Planners 22H,ast High Street Charlott4file, Virginia 22901 i'P4-296-6942 -4� -q,NLTfj RANK 9, Coyt 7719 P'?OFESS 10 tk)`- THE COX COMPANY Planners 0 Engineers 0 Landscape Architects 220 East High Street Charlottesville, Virginia 22901 804-295-7131 7 i K Up1lN Holl h Vtl,�X . EX.GVR6 TO //.. �- REMAIN TY¢ — REMOVE OFFSITE STORA PIPE AV,%'9 ELEV OP . ❑ WATEFNALVE GUFB IHI.ET To REMAIN ER- �A�F4 A173VOI ELEV OF AI7JU5`I ELEV OF TELE. PAP. hEWCR HUD WATER VAWE TO RP.lvWIN AV3U5T ELEV. OF MAN HOLE TOP � TOWNSIDE I'll- IVY ROAD AT COLONNADE DRIVE ALBEMARLF COUNTY, VII2GINIt1 LX. 3 -STORY BRICK BLD<�• e0or • �� o-S.CORY C1n �1,DC �iS,1,LCC _. l '`+ PFOPERT'( UAIE AVJU'bT Via7T MONUMENT ❑ AVJ UST ELEV OF MAN NDLE TOP N/F DOROTI {y C. QUARLES TAX MAP 60-36 ZONING: R -I USE: APARTMENTS MITCHELL, MATTHEWS, THE iCOX COMPANY KIRK HUGHES & ASSOCIATES AND ASSOC. LTD. Planners 0 Engiineers 0 Landscape Architects Land Surveyors 0 Land Planners Architects 0 Engineers 220 East High Street 220 East High Street 2350 Old Ivy Road Charlottesville, Virginia 22901 Charlottesville, Virginia 22901 Charlottesville, Virginia 22903 804-295-7131 804-296-6942 804-979-7550 DEMOLITION NOTES: I: ALL EXISTING BUILDING STRUCTURES AND EXISTING UTILITIES ARE TO BE DEMOLISHED WITHIN THE LIMITS OF THE PROPERTY WITH THE EXCEPTION OF THOSE NOTED ON THE PLAN TO REMAIN. 2. NO EXISTING FACILITY DEMOLITION IS TO TAKE PLACE ON ANY PORTION OF THE TEAGUE, THE QUARLES, OR THE CHARLOTTESVILLE INVESTMENT PROPERTIES SITE PROPERTY. 3. OFF-SITE WORK IN THE VDOT RIGHT-OF-WAY TO CONSIST ONLY OF ADJUSTMENTS TO EXISTING STRUCTURES AS SHOWN ON THE PLAN. 4. OFF-SITE WORK ON THE TOWNSIDE EAST PROPERTY TO CONSIST ONLY OF DEMOLITION AS NOTED ON THE PLAN. 5. DEMOLITION OF ON-SITE PROJECT UTILITIES IS ONLY TO THE LIMITS OF THE PROJECT PROPERTY LINE OR AS OTHERWISE NOTED. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING EACH UTILITY COMPANY TO DETERMINE THE PROPER MEANS OF TERMINATING EACH PARTICULAR UTILITY SERVICE LINE. 6. LOCATION OF EXISTING UTILITIES APPROXIMATE ONLY. IT IS THE RESONSIBILITY OF THE CONTRACTOR TO CONTACT MISS UTILITY FOR FIELD LOCATION AND STAKING. ANY DEVIATION FROM THIS PLAN SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER IMMED- IATELY. 7. EXISTING METER TAPS SHALL BE TURNED OFF AT THE CORPORATION STOP ON THE MAIN. THE SERVICE LINE SHALL BE REMOVED FROM THE CORPORATION STOP AND REPLACED WITH A FLAREAuPLUG. :� ttal_Ilnnu i sl,..... REVISION: 4y�.I,TH Op _' �..... S 23 90 41 FRANK D. COX, z __...... o _ ;A'P4orrs7s1 9 e^`f�SCAi.P;mn _ DEMOLITION PLAN �fUlUlUllll 22090 6I.01 J t � ER- �A�F4 A173VOI ELEV OF AI7JU5`I ELEV OF TELE. PAP. hEWCR HUD WATER VAWE TO RP.lvWIN AV3U5T ELEV. OF MAN HOLE TOP � TOWNSIDE I'll- IVY ROAD AT COLONNADE DRIVE ALBEMARLF COUNTY, VII2GINIt1 LX. 3 -STORY BRICK BLD<�• e0or • �� o-S.CORY C1n �1,DC �iS,1,LCC _. l '`+ PFOPERT'( UAIE AVJU'bT Via7T MONUMENT ❑ AVJ UST ELEV OF MAN NDLE TOP N/F DOROTI {y C. QUARLES TAX MAP 60-36 ZONING: R -I USE: APARTMENTS MITCHELL, MATTHEWS, THE iCOX COMPANY KIRK HUGHES & ASSOCIATES AND ASSOC. LTD. Planners 0 Engiineers 0 Landscape Architects Land Surveyors 0 Land Planners Architects 0 Engineers 220 East High Street 220 East High Street 2350 Old Ivy Road Charlottesville, Virginia 22901 Charlottesville, Virginia 22901 Charlottesville, Virginia 22903 804-295-7131 804-296-6942 804-979-7550 DEMOLITION NOTES: I: ALL EXISTING BUILDING STRUCTURES AND EXISTING UTILITIES ARE TO BE DEMOLISHED WITHIN THE LIMITS OF THE PROPERTY WITH THE EXCEPTION OF THOSE NOTED ON THE PLAN TO REMAIN. 2. NO EXISTING FACILITY DEMOLITION IS TO TAKE PLACE ON ANY PORTION OF THE TEAGUE, THE QUARLES, OR THE CHARLOTTESVILLE INVESTMENT PROPERTIES SITE PROPERTY. 3. OFF-SITE WORK IN THE VDOT RIGHT-OF-WAY TO CONSIST ONLY OF ADJUSTMENTS TO EXISTING STRUCTURES AS SHOWN ON THE PLAN. 4. OFF-SITE WORK ON THE TOWNSIDE EAST PROPERTY TO CONSIST ONLY OF DEMOLITION AS NOTED ON THE PLAN. 5. DEMOLITION OF ON-SITE PROJECT UTILITIES IS ONLY TO THE LIMITS OF THE PROJECT PROPERTY LINE OR AS OTHERWISE NOTED. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING EACH UTILITY COMPANY TO DETERMINE THE PROPER MEANS OF TERMINATING EACH PARTICULAR UTILITY SERVICE LINE. 6. LOCATION OF EXISTING UTILITIES APPROXIMATE ONLY. IT IS THE RESONSIBILITY OF THE CONTRACTOR TO CONTACT MISS UTILITY FOR FIELD LOCATION AND STAKING. ANY DEVIATION FROM THIS PLAN SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER IMMED- IATELY. 7. EXISTING METER TAPS SHALL BE TURNED OFF AT THE CORPORATION STOP ON THE MAIN. THE SERVICE LINE SHALL BE REMOVED FROM THE CORPORATION STOP AND REPLACED WITH A FLAREAuPLUG. :� ttal_Ilnnu i sl,..... REVISION: 4y�.I,TH Op _' �..... S 23 90 41 FRANK D. COX, z __...... o _ ;A'P4orrs7s1 9 e^`f�SCAi.P;mn _ DEMOLITION PLAN �fUlUlUllll 22090 6I.01 SIGNATURE PANEL �L•? r - 1 - 1 i �,� Department of Planning and Community Development Department of Engineering Department of Zoning Department of Inspections (Fire Officer) Albemarle County Service Authority Virginia Department of Health Virginia Department of Transportation / i i i i Xv _0 Fri WA - P 00 / / \r\ i \� .�/ ' l r l (mics �✓ �t �`\ d(Hos"pitaIV--,��Y Cem n. -I -Y -S �`r-$�LL�Pp� CS;�>� � � `0 A?ARrI 1 \ \ j'•; � I(f Z3 i I 'i "1 _--�'l-'lJi : � �-\`'�-1�M \ rxor� p,� ' - +yy 11" s"'✓ -UN,I' OF 1lIC :I'!IP 1Cim),• z 9 f,`tQ114 c56ALE:1 24000 I 1 ' J � � 9.�3.0� W t , I I I I I I I I I >v Building �. 3 -Star F�x y$rick � I 1 ! 10 y`� Manhole #1 Notes: / EX. M.H.-C / 1). The existing 8""sewer main sAall be /TOP=566.'10' I / adequately supported during alUphases I I / I of excavation and construction prevent 3). All new sewer lines and manhol�s / damage to or deflection of the )sewer main. between existing manholes C and a shall p 2). Manhole #1 shall be completely con- be constructed, tested and approve prior I structed, tested and approved Rrior to to rerouting existing sewer flow into toese tl ` \ opening the existing sewer main. lines. t TOWNSIDE 11 IVY ROAD AT 5COLONNADE DRIVE ALBEMARLE C OUNTY, VIRGINIA e& 5L?&5 OF FVMT. THE COX COMPANY 'Planners 0 Engiflneers 0 . Landscape Architects 220 East High Street Charlottesville, Virginia 22901 804-295-7131 I.J.S. ROUTE 250. {IVY• ROAD) 80' RIGHT OF WAY KIRK HUGHES & ASSOCIATES Land Surveyors 0 Land Planners 220 East High Street Charlottesville, Virginia 22901 804-296-6942 GENERAL NOTES 1, Owner Ill/ 10. GL- II1G� Benjamin K. Boyajian Boundary survey prepared by Four (4) inches Concrete with 6"X6" - = Developer/Contract Purchaser GL -ill C 5,94 10/10 W.W. Mesh' Townside East Limited Partnership Dated: January 10, 1990 bl) Four (4) inchos CrUshod Stono Baso 1'JEl�IN NEWGG-ra CONSTf�UGTION General Partner TY' H Well -Compacted Sub -Grade k S.W. Heischman Kirk Hughes and Associates 110 Dated: January 10, 1990 v c, Ia Curbs & Gutter 2. Q 0 Curbs - VDOT CG -2 (D w� i:D 7. Parking Lot Layout N Curbs with Gutters - VDOT CG -6 _ -'---_-r270-, 220 East High Street Spaces are 9'X18' or as noted. W Dimensions shown are to face of curb. Charlottesville, VA 22901 S 13-08-00 W I 211.90, - i i i i Xv _0 Fri WA - P 00 / / \r\ i \� .�/ ' l r l (mics �✓ �t �`\ d(Hos"pitaIV--,��Y Cem n. -I -Y -S �`r-$�LL�Pp� CS;�>� � � `0 A?ARrI 1 \ \ j'•; � I(f Z3 i I 'i "1 _--�'l-'lJi : � �-\`'�-1�M \ rxor� p,� ' - +yy 11" s"'✓ -UN,I' OF 1lIC :I'!IP 1Cim),• z 9 f,`tQ114 c56ALE:1 24000 I 1 ' J � � 9.�3.0� W t , I I I I I I I I I >v Building �. 3 -Star F�x y$rick � I 1 ! 10 y`� Manhole #1 Notes: / EX. M.H.-C / 1). The existing 8""sewer main sAall be /TOP=566.'10' I / adequately supported during alUphases I I / I of excavation and construction prevent 3). All new sewer lines and manhol�s / damage to or deflection of the )sewer main. between existing manholes C and a shall p 2). Manhole #1 shall be completely con- be constructed, tested and approve prior I structed, tested and approved Rrior to to rerouting existing sewer flow into toese tl ` \ opening the existing sewer main. lines. t TOWNSIDE 11 IVY ROAD AT 5COLONNADE DRIVE ALBEMARLE C OUNTY, VIRGINIA e& 5L?&5 OF FVMT. THE COX COMPANY 'Planners 0 Engiflneers 0 . Landscape Architects 220 East High Street Charlottesville, Virginia 22901 804-295-7131 I.J.S. ROUTE 250. {IVY• ROAD) 80' RIGHT OF WAY KIRK HUGHES & ASSOCIATES Land Surveyors 0 Land Planners 220 East High Street Charlottesville, Virginia 22901 804-296-6942 GENERAL NOTES 1, Owner 6. Survey Data 10. Sidewalk Paving Materials Benjamin K. Boyajian Boundary survey prepared by Four (4) inches Concrete with 6"X6" - Developer/Contract Purchaser Kirk Hughes and Associates 10/10 W.W. Mesh' Townside East Limited Partnership Dated: January 10, 1990 Four (4) inchos CrUshod Stono Baso General Partner Topographic survey prepared by Well -Compacted Sub -Grade S.W. Heischman Kirk Hughes and Associates Dated: January 10, 1990 11. Curbs & Gutter 2. Planners/Engineers Curbs - VDOT CG -2 The Cox Company 7. Parking Lot Layout Curbs with Gutters - VDOT CG -6 220 East High Street Spaces are 9'X18' or as noted. Dimensions shown are to face of curb. Charlottesville, VA 22901 Aisles are 24' wide. Traffic marking are 4" wide, painted white. 12. Outdoor Lighting •--°3, nt7 Architects Mitchell, Matthews & Associates Ltd. 8. Parking and Travelway Paving Materials To be directed towards the site cn W 2350 Old Ivy Road Two (2) inches S-5 and away from adjacent properties Charlottesville, VA 22903 Seven (7) inches 21-A Sub -Base Well -Compacted Sub and roadways. -Grade o 4. Parcel Identification Minimum CBR=10 `O rJ r Acreage: 2.47 Jack Jouett Magisterial District 9. Route 250 Decel Lane Paving Materials Albemarle County, Virginia One and one half (11/2) inches S-5 E 0 N Tax Map 60, Parcel 38, 39 Three (3) inches B-3 p d Deed Book 686, Page 553 Eight (8) inches 21-A Aggregate, Primed �D Deed Book 488, Page 620, Plat Well -Compacted Sub -Grade N Minimum CBR=10 5. Existing Zoning Highway Commercial (NC) 12. Outdoor Lighting To be directed towards the site and away from adjacent properties and roadways. 13. Site and Development Data A. Proposed uses and maximum acreage occupied by each use.. ware Feet Acres % of Total Building 24,393 0.56 22.7% Parking & Off -Street Loading 33,541 0.77 31.2% Vehicular Circulation 30,927 0.71 28.7% Pedestrian Circulation 6,098 0.14 5.7% 12 2 D2.2 11.7% Total 1 107,591 2.47 100.0% B. Impervious Surface: 2.18 acres , p 7 2�r v� `3 C. Maximum Amount of Paved Parking and Vehicular Circulation Areas: 1.48 aches" D. Maximum Height: 35.00 feet E. Total Employees: 62: 2 -Building Management, 60 -Lease Holders 14. Parking Space Analysis Typ_e. Provided Reauired Reauirement Existing 40 Asper previously Proposed 138 approved Site Total 178 .170 Handicapped 4 3 Plan 88-257 3 ;s aces P er 101-200 P /• SU55ve � val.vtr I I �I I 4 'I I v P k taltal spaces 15. Loading Space Analysis Type Provided Bgquired Requirement Off -Street Loading 2 2 1 space/8000 sf of ne>t retail area" 16. Datum used and Benchmark reference All elevations are based on U.S.G.S. datum. Benchmark (U.S.G.S.): Character of mark: Standard disk Established by: Virginia Department of Highways Designation: Y 345 reset 1959 Elevation: 550.47 feet Detailed Description: 1.0 mile west along U.S. Highway 250 from the junction of U.S. Highway 29 at the northwest edge of Charlottesville, 23 feet southwest of edge of pavement of U.S..Highway 250, 24 feet southeast of the •- center of a gravel road leading southeast to the Commonwealth Motor Court, 1155 feet northeast of the northeast corner of brick restaurant and gift shop, 1.0 foot southwest of a rock wall, 35 feet southeast of culvert under U.S. Highway 250, 110 feet southwest of the south rail of the C&O Railroad tracks, 14 feet northeast of a manhole on gas line, 5 feet northeast of A.0 & G.S. witness sign, and set in the top a concrete post. 17. Existing Utilities All existing utility locations shown on the plans are approximate only. It is the responsibility of the contractor to to contact Miss Utility, before doing any demolition or excavation, to have the utilities located in the field. Any deviations from these drawings is to be reported immediately to the Engineer. 18. General Construction Notes (1.) The abbreviation V.D.O.T. made hereafter refers to the Virginia Department of:Transportation. The term - County refers to the County of Albemarle, Virginia. (2) Prior to commencement of any construction within any existing public right -,of -way, including connection to any existing road, a permit for said construction shall be obtained from V.D.O.T. (3) All paving and drainage related materials and construction methods shall conform to current specifications and standards of V.D.O.T. unless otherwise noted. (4) Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. (5) All slopes and disturbed areas are to be fertilized, seeded and mulched. Maximum allowable fill or cut slope is 2:1. Where reasonably obtainable lesser slopes of 4:1 or better are to lbe achieved. (6) All drainage inlets shall have a 2 -inch local depression. (7) Paved or rip -rap lined ditch may be required when in the opinion of the Director of Engineering, or his designee, it is deemed necessary in order to stabilize a drainage channel. (8) All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices, latest edition. (9) Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. (10) All excavation for underground pipe installation must comply with OSHA Standards for the Construction- 'x Industry (29 CFR Part 1926). I We the undersigned developer(s) understand that approval of this plan by the County of Alibemarle does not -"+` I nbcessarily indicate Virginia Department of Transporatation (VDOT) approval of the plan. Approval of the plan by the 2o' County does not in amy way relieve me of my responsibility in obtain final VDOT approval prior to the issuance of M' do building permits and/or certificates of occupancy. � g P DEVELOPER DATE 19. Water and Sewer General Plan Notes (ASCA) 20. Uses may be limited by W EX. &" 4VATC1z Nv\II t -I (1) Work shall be subject to inspection by Albemarle County Service availeable parkin_ g This is Authority inspectors. The contractor will be responsible for a selff-impdsed hardship: notifying the proper Service Authority. officials at the start of I 21. Buiildin to be full I work. �., Y.j I (2) The location of existing utilities across or alon the li f th spriinleled g neo e proposed vaork are not necessarily shown on the plans and where I shown are only approximately correct. The contractor shall on p his own initiative locate all underground lines and structures as necessary. (3) All materials and construction shall comply with General Water and Sewer Construction Specifications as adapted by the Albemarle County Service Authority an January 20, 1983, as / amended, JuIy_1, 1,989, _ (4) All elevations are based on t1.5.(�• and G.S. datum. -T- (5) The contractor shall be responsible for notifying "Miss Utility" (1-800-552-7001). (6) All water and sewer lines shall have a three foot minimum cover over the center line of the pipe. :)MITCHELL, MATTHEWS, AND ASSOC. LTD. Archiitects 0 Engineers 2350 Old IVY Road Charlot tesiville, Virginia 22903 804-979-7550 SEAL' r FRANK D. COX, JR F.r i�ss, tee- 771 rn PR�iF"�SIOt�P REVISION: !!5" 2'� •X30 SCALE: SITE PLAN 0' 10' 20' 40' DATE: S11EIET 2 2Ci � d.02 4 _T D j uj E, C) Lu + _T_ - 7 7— -7 1 2- + TFFF -=—T- T -7- __T_ _F FT F, F I T 7r 4— - - - I F -7 4 7 4- 4- 11 _7 T_ T__ L __F';.�� 7- Al" T7 T -7 TTF-4, 'TT L 7 -F _T P lit !FT-7- T 7_ F _T_ 94- I -7- T_ _7 -4- 7- _14 T_ _7 7- t T # -7-+ T - -7 �T- _7 I 14 F _7 IT �-_7 F7, T L4 -4- -T-T I Tr T _F - - + I -4- -4- 1— 1 4- -4- . 4 v! 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P. R. LIk R. E. s,rANDARD + 4- DIETZGEN CORPORATION 4 DI -I Step, ore lobe provided NOTES earth H is 4-0"x greater.r. For details I" Sid. ST -1. 3'Di.. efP We M..im,m depth (H) to be to'. For greater depth Itm Standard DI -IA_ w�r12-rhin. When specified an plons the Inveft Is to be shaped A Cea-ac4lor 'a with 51 I- The cast of "codone .'4c'd Pbh IS -4' depth A199r, furnishing and pacing oil mclericis irioldonlol to to A 1 468, shoping is to be included in the price b)d far the drop A H tc li � . - . I -12'- 1 =Z'15"- 181or 24" 14 8II6-11k ihloi complete. 14 1- .11 This 0om may be pirecoif a, cost in piece. All cost in piece concreir, to be Class AS. For precast Set Sheet 10103. L The "H"dimenii- spawn on live SIchdol-6 and specified on en the dons he meo-tal from the invert of the o,,t- SECTION A -A fail Opel. top of the t,,ci,r,. F1,m'H"dmwrr, otlu.1 dimensi. ns &hall be determined by It. Corrh,cto, Iht tram hold conditions. It the -tnt the inveort of If- ootV pipe 4 Nigher It - PLAN f 4 itt'Strooth Dowels 0 cPOO1 12" CONCRETE QUANTITIES FOR MIN. DEPTH Ite bottom ofd ifiruct-orli.the il-I of the slructnt (Grates Removed) C -C to be p;o1od in Oil a,- odlocord lz conc.Ope- [440C,Yd& Concrete s"I be shaped with com4ni morlor 11) ixe-t sictcing *',qe.p hole wish ff'sI2�' plastic hardware to obuling; c-cle. Keyways or offrin, 15-tore.pipt- ;.5Z C,,Yds.C.,Vrthc or cxd',,q of water in the sh-l- The call far mean, of preventing settlement may B cloth 1/4' mesh or 9-1vornized! let] ice 18 conc.ip,pe- .62OCv.Yds.Co-tt, howl shoping sh,011 be 'rAK*d in the prior, bid far minimum wire dia. 0.03 inch, 4 b�s substituted «hth Pprpwol by the 24"cenc.p;pt- 1.817 Cu.yds.Cor4rolll Ihe st,uctre. mesh hardware cloth anchored firmly to Ergr. Add 0.469 Co.Ydi. per additional foal of depth. outside of structure. 'SECTION 3TEEL--�--fSECT;GN CAST IRON2 NOTES c,l L2j'- L f-3 Lugs to be 10-4"'o cost with collor One welded 7T joint--- ok i wed all connectors M c.II.r , I . 14' Stud Shia, uuutjn Any alternate method, of Ihch.,eqe, meeting the cipproval of the Engineer, may be liubsirful.il for the Cost iron Cipticnal . logs as shoh hereon. Biocit Ribs MH EMU f x 4" logo If ---j it I I„ z� h 4" connectors I'- connector$ SECTION C -C TI,-2fA SECTION B -B UOLENSIONS FOR CAST IRON ONLY DETAILS OF COLLAR AND GRATE STANDARD DROP INLET SPECIFICATION REFERENCE., 12`-24 PIPE MAXIMUM DEPTH(H)=10' 24t VIRGINIA DEPARTMENT 503 -HIGHWAYS AND TRANSPORTATION �Wj 2'R VIE 'A A A. 'A A A' -A A. A The bottom of the curb and MR "_�_gutter may be constfructod parallel to the slope of sub- surface courses provided a 6. - 2'-0" minimum depth of 7" is maintained. This crag may be concrete T.' at the option ol line cch1ractar This curb is to be used when design speed Is 40 MPH or less on Rural highways and 45 MPH or Note: Comb. curb a gutter having a radius less in developed urban 5 suburban of 300'cr. less (alarg face of Curb) shot areas. be paid for as radial combination curb a gutter. This hem may be precast or cost in place. Concrete to be Class A3 If cost In place, 4000 PSI if precast. PEC I F I REFERENCECWT-FO-N COMBINATION 6" CURB & GUTTER 105.04 VIRGINIA DEPARTMENT 502 0/ [2OL03 HIGHWAYS AND TRANSPORTATION C 21#09 OuIQC*M Sheet I of 2 ,)I -3A -3B-3 Or Obving lah-iii KIrwals Or Oliver -1 Of pray Whenerl may be �bi lflh,feds htn bli b, [he ENI. 214 Gol,crl Gah,anizedi plate, to be best T e For dii0 Inlet Frame, B Cover sae St d- ic-2. w an angle of 6813q endive to be anchored with ed to bent plait a J*,,4 "tracer C well I- -1o, orsooeclors well I r,ided 1,, 014# or e-. 2, a,:. T Ty, p A T" 8 V NOSE DETAILS Ttl starts K -.t I -Z.t 4 -i --L 4 1 1 T_ II it Bar F IfOr, A tion E It lintel 1. -t-st! in Median Curb or with megrel Cb, G.ftliri, to be -iffliflSiew detail PLAN SECTION B-8 Z'-O%l 8 " L-Y.6.bls- Me, Z0' "d CaroleMot tan D I= Guile, lot. A 1-itc� Bar G ... Hot, F' tun E B Tn. A -I. L.Iif shall bet used awe 4 11 slept 'Ho,dwort doth w0h CG -3 & CG -T standard. !yp. 8 rose it an shot be We', it*" FRONT ELEVATION 11h CG -2 aCG 1 -6 $Ionda�wdlh 1 0 steps 0" 1.t, :,d _J (0�bnwr -d) 'd a- " ."OhOi. 10 be lamed.,.: i -0'v yea In rr.e Hca thisd Int ir-'t .1 in. ."011 pipe - h-gh" "'n 'he co"" to chain subbo" molti" ol. weFw II, 11 d.1. 1. 1 -1 Of the 11-1.1c hot be Ir. -,d «" hurt ,In 12 - '12,postic hold-anIt,,= hidin . herah" of ih"t cloth 1/4'"Ith at qolroraiid thhsl , - N.I.st.,k,d r.1, y be C1111d .'In Invertshuctv- T" coil for Invert then bt,nc h, *din the blocl, ,I it,codwco ih in, details shown on price bid to, the st�l.rs. ii,i,, Or. 0.03 I�cih^hvor 4 meth si.rd., d D'-9 DI _MS. For ditin-lons ori I frold- Is c tolh ho,rnd li,inly 1. SECTION A -A Act.. ht#. wIlitiat rip shown see th"I z of 2 000dt of Ift,,ch"er. t: 4:. DI -3A DI -38 DI -3C worpodpovil t- L L r-- L 7_71 -- -' --------- , I' rI L N H I I H i Flow Flo.._ , 0- 0_11 0- it DETAIL WHEN USED F. use an grodu i"'. In sage AOJACENqT TO MEDIAN earn lidirs, to be.p-tricot Th. H'd--h,i,n 0.- . 11. Slchda,ds and wwn "chl.d on plain the ih-t is V be stated M -d2n1. with Vf..d I he Won. "- I be i"idl I— - SW4.H Pan Is.f. n. Oil It fshiN on plocill Oil IN iv,r � Iha f pip. 1. the fi,i, of I-id.niat to the incivin 4 to be inchdild in 0. prlc. bid 6 " *W wief het,,c P 'an 'H'drh5iOhs off appraiinnos Only for III, hri pu,pbe,ir .,it 11,4 actual dioniniIions 0,.I; be d.1-nied by the contractor Lmgsh of IM (L) till, In 4-1 caw, be -h-6 on mans. from fWd condition.. when Inift Is used in 4'-0' Median, back of hritt is to be shaotd to Ownt- with wavollod curb. rhm It- may be P-0 or "It in p(cow. SPECIFICATION STANDARD CURB DROP IN',. -.ET I REFERENCE 121`--301` PIPE MAXIMUM DEPTH (H}=8' VIRGINIA DEPARTMENT 241 104.09 HIGHWAYS AND OTRANSPOR.TATION 503 END -SECTION 12'-60' PIPE ALTERNATE END -SECTION 12 - 48' PIPE ES- I Hub and On WHO and -sec lions Hot, and on pullet and -:towns gpigot " onInI.1 end-sinclions Spigot end on Inlet end- wfiont in on In n 757� Spigot d *is d X ------- - - x x x 17L L -J E Concrete to be -J E Coincrele to be Class A4. Class A4. ------------ -------------------- PLAN PLAN C El B_ �80r or stns a- 11, 01�1� fie livel fabric reinforcement Q fats I_ Chain lor Of ttw of 17 D- 6�-- E D E ---,A SECTION X -X END VIEW SECTION X -X ENO) VIEW END -SECTION D0vlENS;ONS TIPP if To be used when erlicql MH -I Frome a Cover 4 1.61b. I. 66 t 3 fbi. a k,cfud mg Including 'co cOhneelo's I.qs 7• ow SALY STEEL CAST Z- 0' 15" IRON Z-3" uuutjn Any alternate method, of Ihch.,eqe, meeting the cipproval of the Engineer, may be liubsirful.il for the Cost iron Cipticnal . logs as shoh hereon. Biocit Ribs MH EMU f x 4" logo If ---j it I I„ z� h 4" connectors I'- connector$ SECTION C -C TI,-2fA SECTION B -B UOLENSIONS FOR CAST IRON ONLY DETAILS OF COLLAR AND GRATE STANDARD DROP INLET SPECIFICATION REFERENCE., 12`-24 PIPE MAXIMUM DEPTH(H)=10' 24t VIRGINIA DEPARTMENT 503 -HIGHWAYS AND TRANSPORTATION �Wj 2'R VIE 'A A A. 'A A A' -A A. A The bottom of the curb and MR "_�_gutter may be constfructod parallel to the slope of sub- surface courses provided a 6. - 2'-0" minimum depth of 7" is maintained. This crag may be concrete T.' at the option ol line cch1ractar This curb is to be used when design speed Is 40 MPH or less on Rural highways and 45 MPH or Note: Comb. curb a gutter having a radius less in developed urban 5 suburban of 300'cr. less (alarg face of Curb) shot areas. be paid for as radial combination curb a gutter. This hem may be precast or cost in place. Concrete to be Class A3 If cost In place, 4000 PSI if precast. PEC I F I REFERENCECWT-FO-N COMBINATION 6" CURB & GUTTER 105.04 VIRGINIA DEPARTMENT 502 0/ [2OL03 HIGHWAYS AND TRANSPORTATION C 21#09 OuIQC*M Sheet I of 2 ,)I -3A -3B-3 Or Obving lah-iii KIrwals Or Oliver -1 Of pray Whenerl may be �bi lflh,feds htn bli b, [he ENI. 214 Gol,crl Gah,anizedi plate, to be best T e For dii0 Inlet Frame, B Cover sae St d- ic-2. w an angle of 6813q endive to be anchored with ed to bent plait a J*,,4 "tracer C well I- -1o, orsooeclors well I r,ided 1,, 014# or e-. 2, a,:. T Ty, p A T" 8 V NOSE DETAILS Ttl starts K -.t I -Z.t 4 -i --L 4 1 1 T_ II it Bar F IfOr, A tion E It lintel 1. -t-st! in Median Curb or with megrel Cb, G.ftliri, to be -iffliflSiew detail PLAN SECTION B-8 Z'-O%l 8 " L-Y.6.bls- Me, Z0' "d CaroleMot tan D I= Guile, lot. A 1-itc� Bar G ... Hot, F' tun E B Tn. A -I. L.Iif shall bet used awe 4 11 slept 'Ho,dwort doth w0h CG -3 & CG -T standard. !yp. 8 rose it an shot be We', it*" FRONT ELEVATION 11h CG -2 aCG 1 -6 $Ionda�wdlh 1 0 steps 0" 1.t, :,d _J (0�bnwr -d) 'd a- " ."OhOi. 10 be lamed.,.: i -0'v yea In rr.e Hca thisd Int ir-'t .1 in. ."011 pipe - h-gh" "'n 'he co"" to chain subbo" molti" ol. weFw II, 11 d.1. 1. 1 -1 Of the 11-1.1c hot be Ir. -,d «" hurt ,In 12 - '12,postic hold-anIt,,= hidin . herah" of ih"t cloth 1/4'"Ith at qolroraiid thhsl , - N.I.st.,k,d r.1, y be C1111d .'In Invertshuctv- T" coil for Invert then bt,nc h, *din the blocl, ,I it,codwco ih in, details shown on price bid to, the st�l.rs. ii,i,, Or. 0.03 I�cih^hvor 4 meth si.rd., d D'-9 DI _MS. For ditin-lons ori I frold- Is c tolh ho,rnd li,inly 1. SECTION A -A Act.. ht#. wIlitiat rip shown see th"I z of 2 000dt of Ift,,ch"er. t: 4:. DI -3A DI -38 DI -3C worpodpovil t- L L r-- L 7_71 -- -' --------- , I' rI L N H I I H i Flow Flo.._ , 0- 0_11 0- it DETAIL WHEN USED F. use an grodu i"'. In sage AOJACENqT TO MEDIAN earn lidirs, to be.p-tricot Th. H'd--h,i,n 0.- . 11. Slchda,ds and wwn "chl.d on plain the ih-t is V be stated M -d2n1. with Vf..d I he Won. "- I be i"idl I— - SW4.H Pan Is.f. n. Oil It fshiN on plocill Oil IN iv,r � Iha f pip. 1. the fi,i, of I-id.niat to the incivin 4 to be inchdild in 0. prlc. bid 6 " *W wief het,,c P 'an 'H'drh5iOhs off appraiinnos Only for III, hri pu,pbe,ir .,it 11,4 actual dioniniIions 0,.I; be d.1-nied by the contractor Lmgsh of IM (L) till, In 4-1 caw, be -h-6 on mans. from fWd condition.. when Inift Is used in 4'-0' Median, back of hritt is to be shaotd to Ownt- with wavollod curb. rhm It- may be P-0 or "It in p(cow. SPECIFICATION STANDARD CURB DROP IN',. -.ET I REFERENCE 121`--301` PIPE MAXIMUM DEPTH (H}=8' VIRGINIA DEPARTMENT 241 104.09 HIGHWAYS AND OTRANSPOR.TATION 503 END -SECTION 12'-60' PIPE ALTERNATE END -SECTION 12 - 48' PIPE ES- I Hub and On WHO and -sec lions Hot, and on pullet and -:towns gpigot " onInI.1 end-sinclions Spigot end on Inlet end- wfiont in on In n 757� Spigot d *is d X ------- - - x x x 17L L -J E Concrete to be -J E Coincrele to be Class A4. Class A4. ------------ -------------------- PLAN PLAN C El B_ �80r or stns a- 11, 01�1� fie livel fabric reinforcement Q fats I_ Chain lor Of ttw of 17 D- 6�-- E D E ---,A SECTION X -X END VIEW SECTION X -X ENO) VIEW 140TE: Pipe lengths st- on pWQhi art baud w End -Section dtsiyq. St. an the left. If if. conthoclow elects to use the smat. design I lit- thA lfqht,lmqth% if be rodductild by the diffewwrIch, in diminsion'"01. t t1i SLOPE DETAIL SPECIFICATION REFERENCE FLARED END -SECTIONS FOR CONCRETE PIPE CULVERTS 302 VIRGINIA DEPARTMENT Of HIGHWAYS AND TRANSPORTATION C+ _-tC JCG -11 Radial -combination curb and gutter Radius to be as Shown on plans A Street approach some surfacing as main line roadway co 71. I(jij is- LJ -rxponsiqn 4oint 2 tv E Main . . . line . . . . roadway A >v to 'Note Width "B" 2'-0"or as us shown on typicol stclion. HALF PLAN 2 0 U (U Gutter line Face of /-Gutter line Main line Roadway, Curb Curb of Side Street When used in conjunction with Standard CG -3 or CG -7, the curb fees on this Standard is to be adjusted to match the mountable Curb CoInfigurdlion. SECTION A -A REFERENCE STANDARD CONNECTION FOR STREET INTERSECTIONS VIRGINIA DEPARTMENT oil HIGHWAYS AND TRANSPORTATION 203.06 KENNEDY GUARDIAN (X -81A) MUELLER CENTURION (A-423) OR APPROVED EQUAL LENGTH OF 8,qt,NCH VARIES 0 Zito 6' T YALJ1E BOX FINISHED GRADE 7 cu. itF, GRAVEL 6" GATE VAUIE 36' DUCTILE IRON PIP' CLASS 50 2500 Pal. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE STEEL V4' THREADED RODS: TO WHEN THE SOIL. IS DISTURBED PIL`- ANCHOR VAU/E TO MAIN. OR WHEN A HYDRANT IS LOCATED IN A Flt -L, ANCHOR THE VALVE TO 'THE HYDRANT WITH 2 - 3/4' 1NREAOEO RODS* IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHALL THREADED ROO 'To BE GALYANizEo BE USED AS ADDITIONAL SUPPORT Oil ASPHALT COATED, NOTE: SURROUND WEEPHOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, TYPICAL FIRE HYDRAN'IF ASSEMBLY A -4- I FRAME 3 COVER (SEE FIG. 3-1.0) STREET SURFACE 12" IN WIN - PAYED AREAS. 0; I'-O'max. "WEDG-LOK' TYPE RUBBER COATED STEEL STEPS OR APPROVED T -O* mitt EQUAL CAST IN PLACE. mirn. ALL JOINTS, LIFT HOLES, PRECAST REINFORCED M" CONCRETE: SECTIONS INLETS,OUTLETS TO BE SEALED a GROUTED INSIDE 0" RING SEALS AND OUT MINIMUM ELEVATION DIFFERElii ACROSS M.H. FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VAMES FILLETS C BRANCH DEPTH OF FLOW CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING SEINER. U. ;.i.%_ A FILLETED INVERT FOR ar ASMOOTH TRANSITION OF FLOW 10�;/# '_11�157flFlfljr gp mm.a. f lli` BETWEEN INLET a OUTLET STABLE UNDISTURBED MIN. 6' BEDDING w/NO. 68 STONE PIPE SHALL BE PROVIDED, SOIL FOR uNs,rABLF- SOIL OR UNDERCUT CONDITIONS THICKNESS REQUIREMENTS ARE MINIMUM TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN FIG. S+A END -SECTION D0vlENS;ONS TIPP if To be used when erlicql MH -I Frome a Cover C(AM. A a C 0 1 E 12- 4" 7• ow Z- (5;- 4;-_eJ Z- 0' 15" Cs Z-3" f-9" 4!-0" Z-6' 18Y1 9 Z-3, S-10' 6'-1' S -Cr 24_ 10 3'-7" Z-6" 6'-1" 4-0- Toil- 1,-0" 4'-6" --71--7 T_ 61 .WS T FLAN 4 Reqi 36- 1'-3" 5-3" 2' -IO F _1 Eliminate do -Is wr>m precast T' pe, A To�irs are tecej_ 42" 1-9, 5-3, 2i -11' _8LL11,1 8'-2' 6'-6' [4 8' 21.0 ".. 6.. 2- For', ri S5XI0tQ dmlloils of be Plot'd under top are,$ ide 5 31.o qn1l;-kndeAd into side ..113 to q STI I A + 54" .1 �? I , 5 ai. -Be, I I F ba hlak-oth depth cof jun"f;p, ba, j,"'t to g," IQ be <20 n c K" 2 L !I Fars �Iiq 8,- EF -Es.-\ 1 1 1 Bolt E Iniz, j6htN hers BRICK DAM 8.2 1 7_6„ I Lt- 2'ri 8 . B*c-c Ea- notion! Wit end fill - - - - -- - - - - I _-__ hre, he aphinq its to top fled on plant r,eff is to be 5-0". -3:17-3" 1 9`0-1 140TE: Pipe lengths st- on pWQhi art baud w End -Section dtsiyq. St. an the left. If if. conthoclow elects to use the smat. design I lit- thA lfqht,lmqth% if be rodductild by the diffewwrIch, in diminsion'"01. t t1i SLOPE DETAIL SPECIFICATION REFERENCE FLARED END -SECTIONS FOR CONCRETE PIPE CULVERTS 302 VIRGINIA DEPARTMENT Of HIGHWAYS AND TRANSPORTATION C+ _-tC JCG -11 Radial -combination curb and gutter Radius to be as Shown on plans A Street approach some surfacing as main line roadway co 71. I(jij is- LJ -rxponsiqn 4oint 2 tv E Main . . . line . . . . roadway A >v to 'Note Width "B" 2'-0"or as us shown on typicol stclion. HALF PLAN 2 0 U (U Gutter line Face of /-Gutter line Main line Roadway, Curb Curb of Side Street When used in conjunction with Standard CG -3 or CG -7, the curb fees on this Standard is to be adjusted to match the mountable Curb CoInfigurdlion. SECTION A -A REFERENCE STANDARD CONNECTION FOR STREET INTERSECTIONS VIRGINIA DEPARTMENT oil HIGHWAYS AND TRANSPORTATION 203.06 KENNEDY GUARDIAN (X -81A) MUELLER CENTURION (A-423) OR APPROVED EQUAL LENGTH OF 8,qt,NCH VARIES 0 Zito 6' T YALJ1E BOX FINISHED GRADE 7 cu. itF, GRAVEL 6" GATE VAUIE 36' DUCTILE IRON PIP' CLASS 50 2500 Pal. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE STEEL V4' THREADED RODS: TO WHEN THE SOIL. IS DISTURBED PIL`- ANCHOR VAU/E TO MAIN. OR WHEN A HYDRANT IS LOCATED IN A Flt -L, ANCHOR THE VALVE TO 'THE HYDRANT WITH 2 - 3/4' 1NREAOEO RODS* IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHALL THREADED ROO 'To BE GALYANizEo BE USED AS ADDITIONAL SUPPORT Oil ASPHALT COATED, NOTE: SURROUND WEEPHOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, TYPICAL FIRE HYDRAN'IF ASSEMBLY A -4- I FRAME 3 COVER (SEE FIG. 3-1.0) STREET SURFACE 12" IN WIN - PAYED AREAS. 0; I'-O'max. "WEDG-LOK' TYPE RUBBER COATED STEEL STEPS OR APPROVED T -O* mitt EQUAL CAST IN PLACE. mirn. ALL JOINTS, LIFT HOLES, PRECAST REINFORCED M" CONCRETE: SECTIONS INLETS,OUTLETS TO BE SEALED a GROUTED INSIDE 0" RING SEALS AND OUT MINIMUM ELEVATION DIFFERElii ACROSS M.H. FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VAMES FILLETS C BRANCH DEPTH OF FLOW CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING SEINER. U. ;.i.%_ A FILLETED INVERT FOR ar ASMOOTH TRANSITION OF FLOW 10�;/# '_11�157flFlfljr gp mm.a. f lli` BETWEEN INLET a OUTLET STABLE UNDISTURBED MIN. 6' BEDDING w/NO. 68 STONE PIPE SHALL BE PROVIDED, SOIL FOR uNs,rABLF- SOIL OR UNDERCUT CONDITIONS THICKNESS REQUIREMENTS ARE MINIMUM TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN FIG. S+A END -SECT" DWENSIONS TIPP if To be used when erlicql MH -I Frome a Cover DW4 A 6 C 0 pi It diomeler us 12" 4" ?'•O. ;;TEFL STEPS OR APPROVED EQUAL A i 15" 6 ALL JOINTS, LIFT HOLES, INLETS;, r OUTLETS TO BE SEALED a GkmTED lop slap of 18Y1 9 2'-3" S-10' 6'-1' 3'4' 24_ 10 -i- 7 Y8 _6 3- 4-0_ Toil- ibael t 'd On he mr.!.cd Ir't -14 11- _O,max 17 - --71--7 T_ -Y-11- .WS T FLAN 4 Reqi PLAN PLAN DETAIL OF CHAMBER Eliminate do -Is wr>m precast T' pe, A To�irs are tecej_ 42 48" J__Z-O"_L6- f 9" 5-3 -if Y -z'* Q 01.1 �z ircht pOI., ire o"'h of of burs and the rumtor• f -'&-el wff holy with t4 size of dicrit ttr. For %Octaralj pordh;e sew si,,bet 2 and 3 of this stundQrd 140TE: Pipe lengths st- on pWQhi art baud w End -Section dtsiyq. St. an the left. If if. conthoclow elects to use the smat. design I lit- thA lfqht,lmqth% if be rodductild by the diffewwrIch, in diminsion'"01. t t1i SLOPE DETAIL SPECIFICATION REFERENCE FLARED END -SECTIONS FOR CONCRETE PIPE CULVERTS 302 VIRGINIA DEPARTMENT Of HIGHWAYS AND TRANSPORTATION C+ _-tC JCG -11 Radial -combination curb and gutter Radius to be as Shown on plans A Street approach some surfacing as main line roadway co 71. I(jij is- LJ -rxponsiqn 4oint 2 tv E Main . . . line . . . . roadway A >v to 'Note Width "B" 2'-0"or as us shown on typicol stclion. HALF PLAN 2 0 U (U Gutter line Face of /-Gutter line Main line Roadway, Curb Curb of Side Street When used in conjunction with Standard CG -3 or CG -7, the curb fees on this Standard is to be adjusted to match the mountable Curb CoInfigurdlion. SECTION A -A REFERENCE STANDARD CONNECTION FOR STREET INTERSECTIONS VIRGINIA DEPARTMENT oil HIGHWAYS AND TRANSPORTATION 203.06 KENNEDY GUARDIAN (X -81A) MUELLER CENTURION (A-423) OR APPROVED EQUAL LENGTH OF 8,qt,NCH VARIES 0 Zito 6' T YALJ1E BOX FINISHED GRADE 7 cu. itF, GRAVEL 6" GATE VAUIE 36' DUCTILE IRON PIP' CLASS 50 2500 Pal. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE STEEL V4' THREADED RODS: TO WHEN THE SOIL. IS DISTURBED PIL`- ANCHOR VAU/E TO MAIN. OR WHEN A HYDRANT IS LOCATED IN A Flt -L, ANCHOR THE VALVE TO 'THE HYDRANT WITH 2 - 3/4' 1NREAOEO RODS* IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHALL THREADED ROO 'To BE GALYANizEo BE USED AS ADDITIONAL SUPPORT Oil ASPHALT COATED, NOTE: SURROUND WEEPHOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, TYPICAL FIRE HYDRAN'IF ASSEMBLY A -4- I FRAME 3 COVER (SEE FIG. 3-1.0) STREET SURFACE 12" IN WIN - PAYED AREAS. 0; I'-O'max. "WEDG-LOK' TYPE RUBBER COATED STEEL STEPS OR APPROVED T -O* mitt EQUAL CAST IN PLACE. mirn. ALL JOINTS, LIFT HOLES, PRECAST REINFORCED M" CONCRETE: SECTIONS INLETS,OUTLETS TO BE SEALED a GROUTED INSIDE 0" RING SEALS AND OUT MINIMUM ELEVATION DIFFERElii ACROSS M.H. FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VAMES FILLETS C BRANCH DEPTH OF FLOW CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING SEINER. U. ;.i.%_ A FILLETED INVERT FOR ar ASMOOTH TRANSITION OF FLOW 10�;/# '_11�157flFlfljr gp mm.a. f lli` BETWEEN INLET a OUTLET STABLE UNDISTURBED MIN. 6' BEDDING w/NO. 68 STONE PIPE SHALL BE PROVIDED, SOIL FOR uNs,rABLF- SOIL OR UNDERCUT CONDITIONS THICKNESS REQUIREMENTS ARE MINIMUM TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN FIG. S+A PARKING LOT PAVEMENT SECTION t�Alb EV ON A M I W. CEP' a Ial "0155 f7l,&H 'FOF- FXA�-r L4117,T++ I VZ 'F NI I INI I I 00 t2EX, F N� FVNT 41 t A A: -A 35 L.J. 'LIE; 7 PLAN AS MANUFACTURED BY: STAMIE E. LYTTLF 8 CO., OR APPROVED EQUAL. /-CAST IRON LID -A, 5" CIA. FORD BRASS CUSTOM - SETTER 'S!TH q BYPASSOY�" -OWO �. NO. 9938 -3w?' -DWG. N0. 9938-2, OR APPROVED EQUAL .:A 2' PIPE TO LAYING GRADE IF PCs, L E N -6 -Ti -P J a al ro )9 o", Q. lwfijo,, a V :7 0 p a V SECTION Z' Mitt. THICKNESS NO. 57 STONE BASE LAYING LENGTH jLfP t: QJ F I A N C r I lilleter - 10.75" Meter - 10,00" TYPICAL METER VAULT 2" Mater -Round 1 1/2"-2i1 METEi�:.�S) Fi �-. W 7A DETAILS OF TOWERS TtPr. A ,a be used hen,6ficAi Cist TIPP if To be used when erlicql MH -I Frome a Cover TY lb ot used -hen vinhe�l disterce betta,,,I ode end T PIPE DiAMETaR gr end di On, or pi It diomeler us PLUS 8' 4 WEDG LOW TYPE RUBBER COATED ;;TEFL STEPS OR APPROVED EQUAL A i CAST IN PLACE. 0. It tni"'ness to be tp oI.b bt ALL JOINTS, LIFT HOLES, INLETS;, r OUTLETS TO BE SEALED a GkmTED lop slap of INSIDE L4, OUT. I SECTION A -A FRAME a COVER STREET SEE FIG. 5 -1 -DS URFAC E SECTION A -A chamber _F In FF Bors T, A6 Be S PRECAST REINFORCED CONCRETE;' 12 IN NON PAV-ZF- AREAS SECTIONS w/'0'RING SEALS. A III_ _,_ _x, "i't, fir c- e and . ibael t 'd On he mr.!.cd Ir't -14 11- _O,max 17 - 1 7 required re o,hhi In, Typt A .WS T FLAN 4 Reqi PLAN PLAN DETAIL OF CHAMBER Eliminate do -Is wr>m precast T' pe, A To�irs are tecej_ Ircre,,se indicated d:r��nsicrl by are --- ----jpe A,8,oC ro-er foot for use �ith 72 pipe For 'jituill of,,,,tvd of tu(4.,g rrjps Ad `rforfri,Q steel to be 06 tors with a 8 hiniflMn 1�2 coretele corer. - 0- -IR HALF - PLAN crd arctimali sheat r Pop Sloo R6rilorhresi) 2 of . Precast Cho�bil,s 2"Cc- Ary ititIgnting tors A ccidliel tifh.pi'e, v+81 are N be cut tri . , �I k%7 ;tco of clhhumbN TJ Bois X to to uscd of the bell to be eo't'r then ius�hi with r. th court culner tifirt c! tc-,effiel SIP, may Ice b,fihh,d W'_ 1'?' -Bars A Type A C Ners when oppfoed Q 01.1 �z ircht pOI., ire o"'h of of burs and the rumtor• f -'&-el wff holy with t4 size of dicrit ttr. For %Octaralj pordh;e sew si,,bet 2 and 3 of this stundQrd or arti squcre C.jtcr il Ipq. "on iudriiduol basis. Bars B Puts G with fIlhe 8., `\ Clots A3 if CO. I 8or F Ef- E,3� All 'oncrite N, be sf in Piece. 4000 PSI if precast. A I 6,-d N.iP�� l-- -77 ��rs c G 8'c -c FE _2 if X 'gIvarrZ'I ac's 6.CAEAH.CrJ J ari slrc For', ri S5XI0tQ dmlloils of be Plot'd under top are,$ ide 5 31.o qn1l;-kndeAd into side ..113 to q STI I A + E '{•vllin Z of cht5lide face. Bell a - W Bull J o 5%, EF' .1 �? I , 5 ai. -Be, I I F ba hlak-oth depth cof jun"f;p, ba, j,"'t to g," IQ be <20 n c K" 2 L !I Fars �Iiq 8,- EF -Es.-\ 1 1 1 Bolt E Iniz, j6htN hers BRICK DAM w* With life intiond cflambf. v I Lt- 2'ri 8 . B*c-c Ea- notion! Wit end fill - - - - -- - - - - I _-__ hre, he aphinq its to top fled on plant r,eff is to be S-O`rnin. PIPE: DIA. lith S'ch*rd P:,o IS I. Tite ns •K:dlnfqi 1. it,, srp�trq ,I p't B"s D I; 12'c -c This item moy b,e precast at `n sot, 11 be Ttcs�nt,i or pchd let but the at is I cost irit! e.A tre t)h" bid pot c, Ii place. SECTION A -A HALF -PLAN of 11 I' "o"t - (Top Slob Removed) Sivitif 114 3 3 PE('IFICATIO I THE DROV CONNECTION SHALL BE REFERENCE JUNCTION BOX FOR PIPE CULVERTS 105.04 241 VIRGINIA DEPARTMENT ONE OF THE FOLLOWING: HIGHWAYS AND TRANSPORTATION ET6,58 a. DUCTILE IRON PIPE (CLASS 5,0) b. RY.C. PIPE BA,KFILLED IN 6," ' LAYERS 13 COMPACTED BY HAND TAMPE.-n. VARIES IZ*mirs. 12,mla e. 3/4 DIA. OF MINIMUM ELEVA-ION DIFFERENCE LARGEST ACROSS M.H. FROM IN 70 OUTLIET PIPE IN SHALL BE O.?G FEET MANHOLE L A FILLETED INVERT VOR A SMOOT)H 12 !A' TRANSITION OF -LOW BETWEEN INLET a OUTLET PIPE SHALL BE 4-0 5 PROVIDED. STABLE UNDISTURBED i"Al all BEDDING w/NO.68 STONE FOR SOIL. UNSTABLE SOIL OR UNDERCUT CONDITIONS. THICKNESS REQUIREMENTS ARE MINIMUM TYPICAL MANHOLE WITH DROP CONNECTION cir'. cz-1-f-, PARKING LOT PAVEMENT SECTION t�Alb EV ON A M I W. CEP' a Ial "0155 f7l,&H 'FOF- FXA�-r L4117,T++ I VZ 'F NI I INI I I 00 t2EX, F N� FVNT 41 t A A: -A 35 L.J. 'LIE; 7 PLAN AS MANUFACTURED BY: STAMIE E. LYTTLF 8 CO., OR APPROVED EQUAL. /-CAST IRON LID -A, 5" CIA. FORD BRASS CUSTOM - SETTER 'S!TH q BYPASSOY�" -OWO �. NO. 9938 -3w?' -DWG. N0. 9938-2, OR APPROVED EQUAL .:A 2' PIPE TO LAYING GRADE IF PCs, L E N -6 -Ti -P J a al ro )9 o", Q. lwfijo,, a V :7 0 p a V SECTION Z' Mitt. THICKNESS NO. 57 STONE BASE LAYING LENGTH jLfP t: QJ F I A N C r I lilleter - 10.75" Meter - 10,00" TYPICAL METER VAULT 2" Mater -Round 1 1/2"-2i1 METEi�:.�S) Fi �-. W 7A DETAILS OF TOWERS TtPr. A ,a be used hen,6ficAi Cist TIPP if To be used when erlicql MH -I Frome a Cover TY lb ot used -hen vinhe�l disterce betta,,,I ode end ,-S'tAad q!id invert of 9��e Is gr end di On, or pi It diomeler us t,ea at pipe St,,d,;,d WHA Fharnj a CoNer Sid MH -I Fromig _41- -jt A i CD 0. It tni"'ness to be tp oI.b bt 3-0-- T r cf�'On of 10 cr.d 8 O'e, io: lop slap of '-%p slob Of I SECTION A -A S�CT.011 A -A unalrber. SECTION A -A chamber _F In FF Bors T, A6 Be S A pay I oc ce. ire T A 2/1 '1\ , aARS I L b bit A III_ _,_ _x, "i't, fir c- e and . ibael t 'd On he mr.!.cd Ir't -14 11- T.- 1 7 required re o,hhi In, Typt A .WS T FLAN 4 Reqi PLAN PLAN DETAIL OF CHAMBER Eliminate do -Is wr>m precast T' pe, A To�irs are tecej_ Ircre,,se indicated d:r��nsicrl by are --- ----jpe A,8,oC ro-er foot for use �ith 72 pipe For 'jituill of,,,,tvd of tu(4.,g rrjps Ad `rforfri,Q steel to be 06 tors with a 8 hiniflMn 1�2 coretele corer. - 0- -IR HALF - PLAN crd arctimali sheat r Pop Sloo R6rilorhresi) 2 of . Precast Cho�bil,s 2"Cc- Ary ititIgnting tors A ccidliel tifh.pi'e, v+81 are N be cut tri . , �I k%7 ;tco of clhhumbN TJ Bois X to to uscd of the bell to be eo't'r then ius�hi with r. th court culner tifirt c! tc-,effiel SIP, may Ice b,fihh,d W'_ 1'?' -Bars A Type A C Ners when oppfoed Q 01.1 �z ircht pOI., ire o"'h of of burs and the rumtor• f -'&-el wff holy with t4 size of dicrit ttr. For %Octaralj pordh;e sew si,,bet 2 and 3 of this stundQrd or arti squcre C.jtcr il Ipq. "on iudriiduol basis. Bars B Puts G with fIlhe 8., `\ Clots A3 if CO. I 8or F Ef- E,3� All 'oncrite N, be sf in Piece. 4000 PSI if precast. A I 6,-d N.iP�� l-- -77 ��rs c G 8'c -c FE _2 if X 'gIvarrZ'I ac's 6.CAEAH.CrJ J ari slrc For', ri S5XI0tQ dmlloils of be Plot'd under top are,$ ide 5 31.o qn1l;-kndeAd into side ..113 to q STI I A + E '{•vllin Z of cht5lide face. Bell a - W Bull J o 5%, EF' .1 �? I , 5 ai. -Be, I I F ba hlak-oth depth cof jun"f;p, ba, j,"'t to g," IQ be <20 n c K" 2 L !I Fars �Iiq 8,- EF -Es.-\ 1 1 1 Bolt E Iniz, j6htN hers x BARS F I w* With life intiond cflambf. v I Lt- 2'ri 8 . B*c-c Ea- notion! Wit end fill - - - - -- - - - - I _-__ hre, he aphinq its to top fled on plant r,eff is to be stub of ohumceh: lith S'ch*rd P:,o IS I. Tite ns •K:dlnfqi 1. it,, srp�trq ,I p't B"s D I; 12'c -c This item moy b,e precast at `n sot, 11 be Ttcs�nt,i or pchd let but the at is I cost irit! e.A tre t)h" bid pot c, Ii place. SECTION A -A HALF -PLAN of 11 I' "o"t - (Top Slob Removed) Sivitif 114 3 3 PE('IFICATIO I REFERENCE JUNCTION BOX FOR PIPE CULVERTS 105.04 241 VIRGINIA DEPARTMENT 503 HIGHWAYS AND TRANSPORTATION ET6,58 NOTES & DETAILS TOWNSILE)"E IF Albemarle County, Virginia TWE COX COMPANY Planners Civii Engineers Urban Designers 220 East High Street Charlottesville, Va. 22901 Revisions: 11$_ CID Date. Scale: Drawn: `C3.01 sheet tio., a {Q:w91 1111.-:�1i1� u, SII( I &I, 6_L� 1I Q EE 1111 I�"GJ����• ,141 rlit',l�Iti• �I fvi�.'r-�r�(-� a O •5 A �I , Ill 1111=_Illi=IIII`-l1( �d ��-�A� bN gj Ito" C�nITi�s 41�1�111�11(I Ill( _ ---yFy P iz ��i H i t� c:� �1 P-, L L 01 DI -2G Ft1Tf=� 1ttt1[t=lift )ilk I1CI�II O 0, 7 53% 500 INV !N.% .5Gq -13 . P-72-" PGP is�t Cali-: t% �i , 1 To Ty _PIF> -C@ I'1P� INV=5.24 IMS°55�.I3 i I I I it o1�FiG� S1 fur tU 10 fit -3.,c /7113 i,-f�-(Pt_ E5 ©UTLST a TALI- �UE2 IDv_TT.NTIoN SYSTI=M 411411=1tll�Tt CL-ii�@0;o9 IHV alf- 565-0b @ 0,P�0% Tip ®-\ \\ ) E rT L 1 `1 A _I O N _ -1J ® DI -28 1� 1411 - 1 �tl fel 72' /2 ,P CL -1 GL-�L 0.5294 IAV LIN = 79 STEZLlG�UI Q DI-515/Jf3-1 i I STORAGE PIPE DIAMETER 72" RISER ELEVATION 564,13 RISER DIAMETER 15" ORIFICE ELEVATION 558.13 ORIFICE DIAMETER 12" STRUCTURE (D TOP ELEVATION 566,50 JUNCTION BOX VDOT JB -I, TYPE B STORAGE PIPE LENGTH 110' to 21' to UPSTREAM INVERT 558.68 UPSTREAM INVERT 558.24 STORAGE PIPE SLOPE (FT/FT) 0.005 STDF'M WATF-F' INLET Mr_0TA-TI0 i AAAAAAAAAAAAAA AA A A A A A A A AA A A AAA A A k A A A A A t A t t k k k k k k k t, k k k t A x A A A A A. k A'k ). A A A k AA A PROJECT : Townside'II - 027 A DATE : 5/4/30 A AAAA AAAkkkkAAAkkAkf.k.tkkk.tkk,tkkk AA AAAA AAA AlAlAAAAAA.tAA A A AAAAAAAAAA AAAAAkAAA CONTROL: R14 = RISER ACTING AS A WEIR RO = RISER ACTING AS AN ORIFICE PI = HORIZONTAL PIPE IN INLET CONTROL PO = HORIZONTAL PIPE IN OUTLET CONTROL TIME INFLOW RISER TOTAL ELEV STORAGE (MIN) (CFS) (CFS) (CFS) (FT) (CU -FT) ---------------------------------- --------------- 0 0.00 0.0 0.00 558.13 0.00 1 4.11 1.1 1,09 558,76 89,76 2 3.22 2.9 2.92 559,29 345,59 3 12,33 4.1 4.13 559.92 749.71 4 16.43 5.2 5.24 560,68 1,323.84' 5 20.54 6,5 6,46 561,61 2,082.08 6 18.08 7.6 7.56 662.53 2,822,96 \ 7 15.62 8.4 8.39 563,27 3,354.87 8 13.16 9.0 9.01 563.85 3,693.48 9 10.70 9.7 RW -- 9.69 564,21----3,846,52 10 3.24 9.5 RW 9.55 564.19 3,839,08 11 5,78 9.0 9,02 563.86 3,699,05 12 3.32 8.5 8.54 563,41 3,442.60 13 0.86 7.9 7.94 562.87 3,074.36 xAAAAAAAAAAAAkAx*xkA Ax AAAAxA A A A A A AAAA AA AA AA A A AA A A A A A A A A A A A A A A A A A A A A A A A A AIA A PROJECT Toagnside II - 010 A DATE : 5/4190 1A AA A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A X A A A A*AAA* A A A A A A A A A A A A A A A A A A A A A A A A A t t A A)A CONTROL: RW INLET __ OUTLET OUTFLW DESIGN C x A FRICTION FRICTION OVTFLW CONiflCT'aES10:N GUTTER SLOPE S INFLOW - EXPAN. SUMP BEND TOT, HEAD T.;1 CONTROL DRNAGE INLET C x Q TOTAL RAINF. LOWER WATER DIA. DISCHRG LENGTH C.F.S. SLOPE LOSS YELOC. LOSS DlSCHRG YELOC. DI -30 LOSS - LOSS LOSS 0.22 5.40 FINAL WATER INC. INLET TYPE INVERT SURF. Do Oo L n S10 Hi V5 Ho QI Yl 01 x VI HI ANGLE H� Ht t.3 Ht OS }{t H SURF. RIM STATION PIPE DI -3C ELEV. IN. C.F.S. FT. 0.17 TO STRUCT. F.P.S. AC. C.F.S. F.P.S. 3,194.58 It6HR MIN. C.F.S. C.F.S. IN. %- rI EUEV. ELEV. FT. -' EEE`/. E!E`J. ELEV, 3 025 DI -3C GONG. 0.19 - 0.90 0.17 0.17 7.10 5.00 1.21 1.21 0.40 0.90 0.36 0.36 - 1.94 0.00 - 570.25 1 GONG. 558.13 559.13 15 9.69 22 0.013 0.022 0.49 8.19 0.26 0.09 15 3,85 0.013 12,70 10.35 13 0.50 4 C 566.00 B to 1 CONC. O.W 0.90 O.CO 0.52 770 5.00 - O.CO 3A7 - 1.17 5.E2 4.33 24.33 0.10 50 0.14 Q. 5-1) 0.65 0.32 0.82 559.55 0.90 4 to 1 GONG. 5.40 1.51 0.00 1.51 8.30 5.50 0.27 0.50 7.41 10.62 78.69 0.61 90 1.23 2.10 2.73 1.36 1.86 560.99 - - '.15 O10 0.013 15.78 12.86 80 2 a DI -3A - DI -3C GONG. 0.18 0.90 0.16 0.83 7.10 5.00 1.15 B GONG. 564.50 565.70 18 5.62 70 0.013 0.003 0.20 4.33 0.07 _ 4.32 567.50 2 to B GONG. - 567.CO - 572.00 1.15 8.04 9.25 0.35 80 0.66 1.09 1.41 0.71 0.91 566.61 8-.15 C to B CONC. R - DI -3A 3.17 12.86 40.77 0.90 30 0.72 L69 2.20 1.10 1.30 567.00 Ex. to B GONG. DI 3A GONG. 0.11 0.94 0.10 1.18 7.10 5.00 0.70 0.38 4.53 1.72 0.11 60 0.18 0.36 0.47 0.23 0.43 566.13 2 GONG. 567.00 568X0 15 1.15 21 0,013 0.0003 0.01 8.04 0.25 564.75 °64.50 568.00 0.01 $68.01 571.50 3 CONC. 570.25 571.25 15 1.21 13 0.013 0.0003 0.005 10.35 0.42 70 Y t Ol-3C 01-30 CONC. 0.24 0.00 568.00 574.18 C GONG. 569.50 570.50 15 3.17 80 0.013 0.002 0.19 12.86 0.64 566.50 . 576.30 3 to 0 GONG. 564.13 558.13 - 5666.50 - 1.21 10.35 f 2.52 0.58 80 1.10 2.32 3.02 1.51 1.70 572220 -2.41 sx. to O CONC. 8.19 22 A DI -3A 7.96 11.55 22.64 0.73 20 0.33 1.70 2.21 1.10 1.30 5711.60 4 CONG. 558.68 563.48 72 7.41 110 0.013 0.000003 0.0003 10.62 0.44 55TE0 567.05 5 to 4 GONG. 6.71 4.31 28.92 0.10 0 0.00 0.54 0.70 0.35 0.35 5593.03 4A to 4 GONG. 1.79 6.16 11.03 0.21 90 0.41 1.06 1.37 0.69 0.69 555.37 0.31 5 GONC. 565.40 566.60 18 6.71 138 0.013 0.004 0.56 4.31 0.07 567.70 6 to 5 GONG. 574.0 4.15 4.14 17.18 0.09 30 0.07 0.24 031 0.16 0.72 566.12 5A to GONG. 1.34 0.013 7.51 6.12 67 7 7 1.85 3.79 7.01 0.08 90 0.16 0.31 0.40 0.20 0.76 5661.166 6 CONC. 566.30 567.30 15 4.15 130 0.013 2004 0.53 4.14 0.07 15 5.49 0.013 15.8 575.50 7 to 6 CONC. 57Z•CO 57790 6 DI -38 CCt1C. 0.10 0.90 0.09 0.59 351 13.43 47.14 0.98 70 1.71 2.76 3.58 1.79 2.32 5668.62 566.30 7 GONG. 572.00 573.00 15 3.51 102 0.013 0.003 0.30 13A3 0.70 566.40 56"6.30 576.00 577.40 8 to 7 GONG. - 15 0.62 1.98 6.12 12.12 0.20 30 0.16 1.07 1.39 0.69. 0.99 5722.99 0.40 8 GONG. 574.00 575.00 15 1.98 67 0.013 0.001 0.00" 6.12 0.15 565.° :»5.40 0.06 5744.06 577.50 4A GONG. 566.00 566.80 12 1.79 72 0.013 0.003 0.18 6.16 0.15 568.20 4 DI -3B 0.18 5656.18 FF 569.00 5A CONC. 566.00 566.80 12 1.85 72 0.013 0.003 0.19 3.79 0.06 DI 73. CONIC. 0.11 0.0 0.70 7.55 7.70 S.CO 0.70 0.19 566.19 FF 569.00, STDF'M WATF-F' INLET Mr_0TA-TI0 i AAAAAAAAAAAAAA AA A A A A A A A AA A A AAA A A k A A A A A t A t t k k k k k k k t, k k k t A x A A A A A. k A'k ). A A A k AA A PROJECT : Townside'II - 027 A DATE : 5/4/30 A AAAA AAAkkkkAAAkkAkf.k.tkkk.tkk,tkkk AA AAAA AAA AlAlAAAAAA.tAA A A AAAAAAAAAA AAAAAkAAA CONTROL: R14 = RISER ACTING AS A WEIR RO = RISER ACTING AS AN ORIFICE PI = HORIZONTAL PIPE IN INLET CONTROL PO = HORIZONTAL PIPE IN OUTLET CONTROL TIME INFLOW RISER TOTAL ELEV STORAGE (MIN) (CFS) (CFS) (CFS) (FT) (CU -FT) ---------------------------------- --------------- 0 0.00 0.0 0.00 558.13 0.00 1 4.11 1.1 1,09 558,76 89,76 2 3.22 2.9 2.92 559,29 345,59 3 12,33 4.1 4.13 559.92 749.71 4 16.43 5.2 5.24 560,68 1,323.84' 5 20.54 6,5 6,46 561,61 2,082.08 6 18.08 7.6 7.56 662.53 2,822,96 \ 7 15.62 8.4 8.39 563,27 3,354.87 8 13.16 9.0 9.01 563.85 3,693.48 9 10.70 9.7 RW -- 9.69 564,21----3,846,52 10 3.24 9.5 RW 9.55 564.19 3,839,08 11 5,78 9.0 9,02 563.86 3,699,05 12 3.32 8.5 8.54 563,41 3,442.60 13 0.86 7.9 7.94 562.87 3,074.36 xAAAAAAAAAAAAkAx*xkA Ax AAAAxA A A A A A AAAA AA AA AA A A AA A A A A A A A A A A A A A A A A A A A A A A A A AIA A PROJECT Toagnside II - 010 A DATE : 5/4190 1A AA A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A X A A A A*AAA* A A A A A A A A A A A A A A A A A A A A A A A A A t t A A)A CONTROL: RW INLET __ STATION DRNAGE AREA A RUNOFF COEFF. C C x A RAINF. INTENS. 12 TOWNSIDE It STORN7 SEWER CALCULATIONS CARRY- OYER Oc.o GUTTER FLOW Qt GUTTER SLOPE S CROSS SLOPE Sx SPREAUCT CONTROL SUMP CONDITION = HORIZONTAL PIPE T.;1 CONTROL DRNAGE ftVt10fF C x Q TOTAL RAINF. TIME OF flUtiOFF.>' _ -' - DESIGN C.F.S. .• - - C.F.S. PROFILE % Fi. . - DI -30 6 - AREA - COEFF. 0.22 5.40 INTENS. GONG. INC. ACC -'' PIPE DIA SLOPE -PC LCOVEYELOC. 0.50 LENGTH UPPER7YPE DI.31- 4 0.18 0.90 0.16 TYPE A C INQi1EM ACCUM I10 ?c 010 010 D. Sn0 2.75 3 DI -3C L INVERTFROMJ 0.90 0.17 0.17 TO STRUCT. PIPE AC. 8.30 563.04 3,194.58 It6HR MIN. C.F.S. C.F.S. IN. %- rI .F.S. F.P.G. FT. -' EEE`/. E!E`J. ELEV, 3 0.53 DI -3C GONG. 0.19 - 0.90 0.17 0.17 7.10 5.00 1.21 1.21 0.40 0.90 0.36 0.36 - 1.94 0.00 - 570.25 - - 574,68 SLOPE (FT/FT) - 0.32 0.55 3.00 o DI -3B 4 0.10 0.90 0.09 15 3,85 0.013 12,70 10.35 13 0.50 4 C C DI -3A CI -3A GONG. O.W 0.90 O.CO 0.52 770 5.00 - O.CO 3A7 - 1.17 - 0.50 7 569.75 - 569.50 576.80 8 DI -3C 6 0.31 0.90 0.28 0.28 5.40 1.51 0.00 1.51 8.30 5.50 0.27 0.50 2.75 569.75 - 569.50 576.80 - - '.15 5.94 0.013 15.78 12.86 80 2 a DI -3A - DI -3C GONG. 0.18 0.90 0.16 0.83 7.10 5.00 1.15 564.75 -E64.50 _ 4.32 - 567.CO - 572.00 15 7.14 0.013 17.31 - 8-.15 21 R - DI -3A a DI 3A GONG. 0.11 0.94 0.10 1.18 7.10 5.00 0.70 7.37 565.50 °64.50 -568.0 - 564.75 °64.50 568.00 la 0.53 0.013 7.66 4,331 70 Y t Ol-3C 01-30 CONC. 0.24 0.90 0.22 297 7.10 5.c0 - 1.53 - 16.38 ." 564.13 558.13 566.50 . 564.13 558.13 - 5666.50 - 15 -2.41 0.013 10.05 8.19 22 A DI -3A 55TE0 55750 - 562.60 8 DI -3G CONC. 0.31 0.690 0.28 0.28 7.10 5.00 1.98 1.98 574.0 578.00 15 1.34 0.013 7.51 6.12 67 7 7 0I-33. DI -3a GONG. 0.24 0.57 0.22 0.5 0 7.10 5X0 1.5,3 3.51 573.tU 572.0 577.90 - 6 DI -39 15 5.49 0.013 15.8 1 102 573.10 - 57Z•CO 57790 6 DI -38 CCt1C. 0.10 0.90 0.09 0.59 7.70 5.00 0.64 4,15 566X0 566.30 576.00 - 566.40 56"6.30 576.00 5 DI -3C 15 0.62 0.013 5.C3 4.14 130 s DI 3C CONC. 0.40 0.90 0.36 1,21 710 5.00 2.56 6.71 565.° :»5.40 56550 565.40 568.20 4 DI -3B 18 0.52 0.013 7.61 4.31 138 4 DI 73. CONIC. 0.11 0.0 0.70 7.55 7.70 S.CO 0.70 7.41 - 564.66 558.68 567.65 t DI -3C 72 0.51 0.013 30.28 10.62 110 - 56-1.68 - 553,68 567 55 558.13 558.13 6.50 4A GONG. 0.23 0.90 0.25 0.25 7.10 5.CO 1.79 1.79 566.00 FF 569.00 72 1.83 0.013 4.84 6.16 72 4 DI -3B 5A CONC. 0.24 0.110 0.26 0.25 7.10 5.00 1.85 1.85 56-7.68 558.68 567.55 566.00 FF 569.00 12 0.69 0.013 2.98 3.79 72 5 DI -3C 565.50 565.40 _-. 568.25 _ STDF'M WATF-F' INLET Mr_0TA-TI0 i AAAAAAAAAAAAAA AA A A A A A A A AA A A AAA A A k A A A A A t A t t k k k k k k k t, k k k t A x A A A A A. k A'k ). A A A k AA A PROJECT : Townside'II - 027 A DATE : 5/4/30 A AAAA AAAkkkkAAAkkAkf.k.tkkk.tkk,tkkk AA AAAA AAA AlAlAAAAAA.tAA A A AAAAAAAAAA AAAAAkAAA CONTROL: R14 = RISER ACTING AS A WEIR RO = RISER ACTING AS AN ORIFICE PI = HORIZONTAL PIPE IN INLET CONTROL PO = HORIZONTAL PIPE IN OUTLET CONTROL TIME INFLOW RISER TOTAL ELEV STORAGE (MIN) (CFS) (CFS) (CFS) (FT) (CU -FT) ---------------------------------- --------------- 0 0.00 0.0 0.00 558.13 0.00 1 4.11 1.1 1,09 558,76 89,76 2 3.22 2.9 2.92 559,29 345,59 3 12,33 4.1 4.13 559.92 749.71 4 16.43 5.2 5.24 560,68 1,323.84' 5 20.54 6,5 6,46 561,61 2,082.08 6 18.08 7.6 7.56 662.53 2,822,96 \ 7 15.62 8.4 8.39 563,27 3,354.87 8 13.16 9.0 9.01 563.85 3,693.48 9 10.70 9.7 RW -- 9.69 564,21----3,846,52 10 3.24 9.5 RW 9.55 564.19 3,839,08 11 5,78 9.0 9,02 563.86 3,699,05 12 3.32 8.5 8.54 563,41 3,442.60 13 0.86 7.9 7.94 562.87 3,074.36 xAAAAAAAAAAAAkAx*xkA Ax AAAAxA A A A A A AAAA AA AA AA A A AA A A A A A A A A A A A A A A A A A A A A A A A A AIA A PROJECT Toagnside II - 010 A DATE : 5/4190 1A AA A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A X A A A A*AAA* A A A A A A A A A A A A A A A A A A A A A A A A A t t A A)A CONTROL: RW INLET __ STATION DRNAGE AREA A RUNOFF COEFF. C C x A RAINF. INTENS. 12 RUNOFF INCR. 02 CARRY- OYER Oc.o GUTTER FLOW Qt GUTTER SLOPE S CROSS SLOPE Sx SPREAUCT CONTROL SUMP CONDITION = HORIZONTAL PIPE T.;1 CONTROL L INCREM ACCUM TOTAL ELEV STORAGE (MIN) -------------------------------------------------- FT. AC. IN'HR C.F.S. C.F.S. C.F.S. % % Fi. 1 DI -30 6 0.24 0.90 0.22 0.22 5.40 1.17 0,00 1.17 8.30 559,21 29$.92 5.50 0.27 0.50 2.75 2 DI.31- 4 0.18 0.90 0.16 0.16 5.40 0.87 0. co 0.87 8.30 561.27 1,804.12 5.50 227 0.50 2.75 3 DI -3C 4 0.19 0.90 0.17 0.17 5.40 0.92 0.00 0.92 8.30 563.04 3,194.58 5.50 0.27 0.50 2.75 4 DI -3B rI 0.11 0.90 0.10 0.10 5.40 0.53 0.00 0.53 8.30 1.00 3 12 2.95 7,8 7,8.0 5 01-30 6 0.40 0.90 0.36 0.36 5.40 1.94 0.00 1.94 8.30 SLOPE (FT/FT) 5.50 0.32 0.55 3.00 o DI -3B 4 0.10 0.90 0.09 0.09 5.40 0.49 0.00 0.49 8.30 0.50 4 7 DI -3B 6 0.24 0.93 0.22 0.22 5.40 1.17 0.00 1.17 8.30 0.50 7 8 DI -3C 6 0.31 0.90 0.28 0.28 5.40 1.51 0.00 1.51 8.30 5.50 0.27 0.50 2.75 STDF'M WATF-F' INLET Mr_0TA-TI0 i AAAAAAAAAAAAAA AA A A A A A A A AA A A AAA A A k A A A A A t A t t k k k k k k k t, k k k t A x A A A A A. k A'k ). A A A k AA A PROJECT : Townside'II - 027 A DATE : 5/4/30 A AAAA AAAkkkkAAAkkAkf.k.tkkk.tkk,tkkk AA AAAA AAA AlAlAAAAAA.tAA A A AAAAAAAAAA AAAAAkAAA CONTROL: R14 = RISER ACTING AS A WEIR RO = RISER ACTING AS AN ORIFICE PI = HORIZONTAL PIPE IN INLET CONTROL PO = HORIZONTAL PIPE IN OUTLET CONTROL TIME INFLOW RISER TOTAL ELEV STORAGE (MIN) (CFS) (CFS) (CFS) (FT) (CU -FT) ---------------------------------- --------------- 0 0.00 0.0 0.00 558.13 0.00 1 4.11 1.1 1,09 558,76 89,76 2 3.22 2.9 2.92 559,29 345,59 3 12,33 4.1 4.13 559.92 749.71 4 16.43 5.2 5.24 560,68 1,323.84' 5 20.54 6,5 6,46 561,61 2,082.08 6 18.08 7.6 7.56 662.53 2,822,96 \ 7 15.62 8.4 8.39 563,27 3,354.87 8 13.16 9.0 9.01 563.85 3,693.48 9 10.70 9.7 RW -- 9.69 564,21----3,846,52 10 3.24 9.5 RW 9.55 564.19 3,839,08 11 5,78 9.0 9,02 563.86 3,699,05 12 3.32 8.5 8.54 563,41 3,442.60 13 0.86 7.9 7.94 562.87 3,074.36 xAAAAAAAAAAAAkAx*xkA Ax AAAAxA A A A A A AAAA AA AA AA A A AA A A A A A A A A A A A A A A A A A A A A A A A A AIA A PROJECT Toagnside II - 010 A DATE : 5/4190 1A AA A A A A AA A A A A A A A A A A A A A A A A A A A A A A A A A X A A A A*AAA* A A A A A A A A A A A A A A A A A A A A A A A A A t t A A)A CONTROL: RW = RISER ACTING AS A idEIR (YEARS) (IN/HR) RO = RISER ACTING AS AN ORIFICE + OFF-SITE PEAK FLOW PI = HORIZONTAL PIPE IN INLET CONTROL {CFS PO = HORIZONTAL PIPE IN OUTLET CONTROL TIME I N F L 0 W RISER TOTAL ELEV STORAGE (MIN) -------------------------------------------------- (CFS) (CFS) (r,FS) (FT) (CU -FT) 0 0.00 0,0 0.00 558.13 0.00 1 3.65 1.0 0.99 558.72 78,41 2 7,29 2.6 2.60 559,21 29$.92 3 10,94 .3.9 3.90 559.77 650.04 4 14,59 4,9 4,93 560.46 1,150.62 5 18.23 6.0 6,03 561.27 1,804.12 6 16.05 7.0 7.00 562.06 2,445.07 7 13,86 7.7 7.68 562.64 2,901.60 8 11,68 8.1 8.13 563.04 3,194.58 9 4.50 8,4 3.36 56.3,25 3,335.92 10 7.31 8.4 8.36 56.3.25--3,335.40 11 5.13 8.2 8,16 563.07 3,215.79 12 2.95 7,8 7,8.0 562,74 2,978.96 13 0.76 7.3 7,28 562.30 2,637,63 TOWNSIDE 11 PRE -DEVELOPMENT PEAK FLOWS PERIOD TOWNSIDE li ALLOWABLE STORMWATER RUNOFF PEAK FLO14 TIME OF CONCENTRATION= 5 FIN (YEARS) (IN/HR) (CFS) C-FACTOR=0,350 PERIOD PRE -DEVELOPMENT PEAK FLOW + OFF-SITE PEAK FLOW - 'ALLOWABLE PEAK FLOW ACTUAL RUNOFF {YRS) {CFS 6.35 CFS 8.00 {CFS) (CFS) 2 10 25 4.67 6.14 6.92 1.89 2.49 2.80 6.56 8.63 9.72 6.82 8.36 9.69 TOWNSIDE 11 PRE -DEVELOPMENT PEAK FLOWS PERIOD INTENSITY PEAK FLO14 TIME OF CONCENTRATION= 5 FIN (YEARS) (IN/HR) (CFS) C-FACTOR=0,350 ------- --------- --------- AREA= 2.47 ACRES 2 5.40 4.67 10 5 6.35 5,49 8.00 10 7,10 6.14 22.85 25 8.00 6.92 0,00 50 8.90 7.69 100 9.60 8.30 6: DIAMETER (IN) TOWNSIDE 11 15,00 0.00 OFF-SITE PEAK FLOWS PERIOD INTENSITY PEAK FLOW TIME OFF CONCENTRATION= 5 MIN (YEARS) (IN/HR) (CFS) C-FACTOR=0.350 ------- --------- --------- AREA= 1,00 ACRES 2 5.40 1.39 ORIFICE ELEVATION 5 6,35 2,22 (x•00 10 7.10 2.49 (IN) 25 8.00 2,80 50 8.90 3.11 0.00 100 9.60 3;36 12: TOWNSIDE 11 POST -DEVELOPMENT PEAK FLOWS WITH OFF-SITE PEAK FLOWS PERIOD INTENSITY PEAK FLOW TIME OF CONCENTRATION= 5 MIN (YEARS) (INAR) (CFS) C-FACTOR=0,740 ------- --------- --------- AREA= 3.47 ACRES 2 5.40 13.87 5 6.35 16.31 10 7,10 18,23 25 8.00 20,54 50 8.90 22.85 100 9160 24,65 AAA**AAA A AA A AA AA A A A A A A k A A A A A A A A A A A A A A A*AAAAAAA A A A R A A A x A A A A A A A A A A A A* A A A A A AA * ROUT VERSION 5,2 A *A*AAAAAAAxA AA A AA AA AA AAAAA,, k AA A AA AA AA A** k A* A k* A* A A A A A k A A*A A*kx*A AA AAA*AAAA * PROJECT To,,n:ide II - 010 *DATE 5/4/90 **A AAA* ******AAAA*kkkkAAAAAkAA*k*kAk*AAA A A A A A A A A A A A A A A A A A A A A A A A A A A A A 1:1 A A AA STRUCTURE i STRUCTURE 2 STRUCTIURE 3 , _q p;1,T iI 0�1 , I 4k f' FRANK D. CO/X,, JR. I<i0� 7711�9 "IMFFSSl STORAGE PIPE CHARACTERISTICS: DOWNSTREAM INVERT ELEVATION (FT): DO'WNSTREAI9 MANHOLE AREA (SO FT): UPSTREAM INVERT ELEVATION (FT): UPSTREAM MANHOLE AREA (SO FT): PIPE DIAMETER (IN): LENGTH (FT): CONSTRUCTION .DETAILS AND, STORMWATER CALCULATIONS TOW -.SIDE II .. ALBEMARLE COTJNlFvT , VIRGINIA 558,13 13.00 558,79 18.00 72,00 131,00 THE COX COMPANY Landscape Architects, Civil Engineers, Urban Designers 220 East High Street, Charlottesville, VA 22901 (804) 295-7131 Revisions: Date: Scale: Drawn: Sheet No: 63.02 1: TYPE 3: RISER WEIR: 2: ELEVATION (FTI 0.00 0,00 0.00 3: LENGTH (FT) 0,00 0.00 0,00 4: COEFFICIENT 0.00 0.00 0,00 R15ER: 5: ELEVATION (FT) 564.13 0.00 0,00 6: DIAMETER (IN) 15,00 0.00 0.00 7: ORIFICE ELEVATION (FT) 558,13 0.00 0.00 8: ORIFICE DIAMETER (IN) 12.00 0,00 0.00 9: ORIFICE ELEVATION (FT) 0,00 0.00 (x•00 10: ORIFICE DIAMETER (IN) 0.00 0.00 0),00 11: ORIFICE ELEVATION (FT) 0.00 0.00 0).00 12: ORIFICE DIAMETER (1N) 0.00 0,00 01.00 PIPE: 13: INVERT ELEVATION (FT) 558.13 0.00 OI, 00 14: DIAMETER (IN) 15.00 0.00 0.00 15: ORIFICE DIAMETER (IN) 15.00 0100 0!.00 16: LENGTH (FT) 22.00 0.00 0.00 17: MANNING'S N 0.013 0.000 0,000 18: SLOPE (FT/FT) 0.024 0,000 0,000 19: ENTRANCE LOSS COEFFICIENT 0.50 0.00 0.00 SURFACE: 20: INITIAL ELEVATION (FT) 553.13 , _q p;1,T iI 0�1 , I 4k f' FRANK D. CO/X,, JR. I<i0� 7711�9 "IMFFSSl STORAGE PIPE CHARACTERISTICS: DOWNSTREAM INVERT ELEVATION (FT): DO'WNSTREAI9 MANHOLE AREA (SO FT): UPSTREAM INVERT ELEVATION (FT): UPSTREAM MANHOLE AREA (SO FT): PIPE DIAMETER (IN): LENGTH (FT): CONSTRUCTION .DETAILS AND, STORMWATER CALCULATIONS TOW -.SIDE II .. ALBEMARLE COTJNlFvT , VIRGINIA 558,13 13.00 558,79 18.00 72,00 131,00 THE COX COMPANY Landscape Architects, Civil Engineers, Urban Designers 220 East High Street, Charlottesville, VA 22901 (804) 295-7131 Revisions: Date: Scale: Drawn: Sheet No: 63.02 (A' 19 B 3601---M 14 -3 4 7D',, C - 36C 'y� XI 36c: (w t� V fiZb i. rN 14 W, � '` { C'`' i ?M 21 "Y' IA v;: 1: MV -W 01 1" Vj J M Sr ra 'p, Y.ty FF 4 a. V.41 1 f.i ty�R:`t 42V ib J2W MI ttP n� of �A,7 0V 6' �y ff 4 F � _WV 4, - tm 61 q NOR, gMf- R t 11 --Ir�AO 9 t� e'TIj L ao V y 3 -1, 4 17 t SOILS MAP From Soil Survey of. Albemarle County, Virginia Sheet Number 15 Scale: I" = 1320' Notes: I. See sheet C4.02 for Erosion and Sediment Control Key, 2. See sheet C4.03 for Erosion and Sediment Control Construction Details. 3. All drop inlet protection shall be block and gravel - see detail. 4. Storm drain inlet protection shall be provided at all unfinished stror m drain pipes at the end of each working day. 5. Albemarle County Soil Survey indicates site soil type is mapping unit \T" RSZ and 01 Q 11 map above. i. 1) P C OX C OMRANY pfiarlf-�'(-n-s 0 IE'-fig.meers 0 Latids-cape A�xchftects 2120 East fligli Street 'k-Marlott-esville, Virghiia 22901 804-20-7-13) -1-1 1. f...!-z)l 8W RI 1 (1111" ()JIFWAY K I R K TITU (-f' H E S L".1 -11d SlIrveyors 0 Lant-I J)Iarjn(.,�r3 220 ast Ifli�glfl Sfri-,et Ch,arlottesvifle, �Viq�lnivl '-290-1 8 0 4 - 2 9 6 - '05 9 412, .3 .J V Arf-bitedh 0 25 0 '() I o U CI E'A 1, .q, NLT if OP F R A H, K 0o C0 bv J cc ..7719 pRQF F S S 10 REVISION: ISDIM ZSC A LE'. E & S PLAN [LIT 'UHTIt x 101 20, 40' D ATE 0� K 2-20.90 1 C4.01 VA M UIA X J -Y-1611 R -g, V 'PIN 'a Y 'VIA MR - A, ah 1A �qj LIA -�4, N, _Vf L 1) P C OX C OMRANY pfiarlf-�'(-n-s 0 IE'-fig.meers 0 Latids-cape A�xchftects 2120 East fligli Street 'k-Marlott-esville, Virghiia 22901 804-20-7-13) -1-1 1. f...!-z)l 8W RI 1 (1111" ()JIFWAY K I R K TITU (-f' H E S L".1 -11d SlIrveyors 0 Lant-I J)Iarjn(.,�r3 220 ast Ifli�glfl Sfri-,et Ch,arlottesvifle, �Viq�lnivl '-290-1 8 0 4 - 2 9 6 - '05 9 412, .3 .J V Arf-bitedh 0 25 0 '() I o U CI E'A 1, .q, NLT if OP F R A H, K 0o C0 bv J cc ..7719 pRQF F S S 10 REVISION: ISDIM ZSC A LE'. E & S PLAN [LIT 'UHTIt x 101 20, 40' D ATE 0� K 2-20.90 1 C4.01 Indicates applicability of a specific practice > to one or more of the six control categories - TEMPORARY GRAVEL . CONSTRUCTION ENTRANCE JE CONSTRUCTION 1, STTABILIZATIIONROAD (CR)S ------------------ .O STRAW BALE BARRIER(ST)B .O SILT FENCE >6---X x ---x 1.07 BRUSH BARRIER .O INLET PROTECTIONDD DRAIN I P . TEMPORARY DIVERSION DIKE - FD , 1.1 TEMPORARY FILL DIVERSION FD IVY D . TEMPORARY RIGHT-OF-WAYRVVD - UIRWD DIVERSION DV . DIVERSION DV) l,,5 TEMPORARY SEDIMENT TRAP (:ST i. TEMPORARY SEDIMENT BASIN (:SB 1.30 TEMPORARY SLOPE DRAIN iSD TSD i A 1.31 PAVED FLUME (PF p { STORMWATER CONVEYANCE 1.35 CHANNEL SCC ® OUTLET PROTECTION O P RIPRAP R " P 1 ,� ;, t A temporary sediment barrier constructed of posts, filter fabric and, in some cases, a wire support fence, placed across or at the toe of a slope or in a minor drainageway to intercept and detain sediment and decrease flow velocities from drainage areas of limited size; applicable where sheet and rill erosion or small concentrated flows may be a problem. Maximum effective life is 6 months. A temporary sediment barrier composed of limbs, weeds, vines, root mat, soil, rock and other cleared materials pushed togetheO' to form a berm; located across or at the toe of a slope to intercept and detain sediment and decrease flow velocities. The installation of various kinds of sediment trapping measures around drop inlet or curb inlet structures prior to permanent stabilization o>f the disturbed area; limited to drainage areas not exceeding one acre and not intended to control large„ concentrated stormwater flows. A ridge of compacted soil located at the top or base of a sloping disturbed area to divert off-site runoff away from unprotected slopes and to a stabilized outlet, or to divert sediment - laden runoff to a sediment trappiing structure. Maximum effective life is 18 months. A channel with a supporting ridge on the lower side cut along the top of an active earth fill to divert runoff away from the unprotected fill slope to a stabilized outlet or sediment trapping structure; applicable where the area at the top of the fill drains toward the exposed slopa and continuous fill operations make the use of a TEMPORARY DIVERSION DIKE unfeasible; maximum effective life is one week. A ridge of compacted soil or loose gravel constructed across a disturbed right-of-way or similar sloping area to shorten the flow length within the disturbed strip and divert the runoff to a stabilized outlet. Earthen diversions are applicable where there will be little or no construction traffic within the right-of-way, and gravel structures are applicable where vehicular traffic must be accommodated. A permanent channel with a ridge orn the lower side constructed across a slope to reduce slope length and intercept and divert stormwaterr runoff to a stabilized outlet to prevent erosion on the slope. A small ponding area, formed by constructing an earthen embankment with a gravel outlet across a drainage Swale, to detain sediment -laden runoff from small disturbed areas for enough time to allow most of the sediment to settle out. Maximum effective life is 18 months. y A basin with a controlled stormwater release structure, formed by constructing an embankment of compacted soil across a drainageway, to detain sediment -laden runoff from disturbed areas greater than 5 acres for enough time to allow most of the sediment to settle out. Can be constructed only where there is sufficient space and appropriate topo- graphy. Maximum effective life is 18 months unless designed as a permanent pond by a qualified prof. engineer. A flexible tubing or conduit, used before permanent drainage structures are installed, intended to conduct concentrated runoff safely from the top to the bottom of a disturbed slope without causing erosion on or below the slope. A permanent concrete -lined channel constructed to conduct concentrated runoff from the top to the bottom of a slope -without causing erosion on or below the slope. A permanent channel designed to carry concentrated flows without erosion. Applicable to man-made channels, including roadside ditches, and natural channels that are modified to accommodate increased flows generated by land development; not generally applicable to major, continuous -flowing natural streams. The installation of paved and/or riprap channel sections and/or stilling basins below storm drain outlets to reduce erosion from scouring at outlets and to reduce flow velocities before stormwater enters receiving channels below these outlets. A permanent, erosion -resistant ground cover of large, loose, angular stone installed wherever soil conditions, water turbulence and velocity, expected vegetative cover, etc., are such that soil may erode under design flow conditions. Adapted from the Michigan Soil Erosion and Sedimentation Control Guidebook ,Jy. TE E. _.- ..t Aim yil 11HID 51C.-DIMUIT C(OD"n"TROA PRIM401107tO i RECOMMENDED PLAN SYMBOLS: Existing Contour -------- -- ----------- Finished Contour Drainage Divide NCS. TITLE' SYMBOL 1.38 CHECK DAMS �- 1.39 WATERWAY DROP STRUCTURE WD -�►---•--•- 1 A 0 LEVEL SPREADER (:LS Limit of Grading ---- ---- Storm Sewer Boundary of a - Control Measuire DESCRIPTION Small, temporary dams coinstructed across a drainage ditch to reduce the velocity of concentrated flows, reducing erosion iof the swale or ditch. Limited to use in small open channels which drain 10 acres or less; should not be used in live streams. A permanent structure or series of structures designed to step water flow down a slope without causing channel erosion; applicable in natural or man-made channels with long, relatively steep reaches, t An 1 f outlet or dikes and ii n d versi ns o consisting of an excavated depression constructed at zero grade across a slope to convert: concentrated, sediment -free runoff to sheet flow and release it onto areas of undisturbed soil stabiilized by existing vegetation. VEGETATIVE STREAMBANK VSS '� STABILIZATION �SS The establishment of appriopriate vegetation on stream banks to protect the banks from erosion. r STRUCTURAL STREAMBANK��`` Stabilizing the banks of live streams with permanent structural measures to protect them from 1.46 STABILIZATION VSS erosion, Particularly applicable to watercourses which must pass increased flows due to upstream -- development; not applicable to tidal streams. A gravel pad, located at points of vehicular ingress and egress on a construction site, to reduce the mud transported onto public roads and other paved areas. i ,� TEMPORARY STREAM CROSSING Sc — --_-- - — ��-__ _ ^ - A temporary structural span across a live stream to provide vehicular access to construction activity on either side off the stream while keeping sediment out of the stream and preventing damage to the channel and banks. Temporary stabilization with stone of access roads, subdivision streets, parking areas and other traffic areas Q inmediately after grading to reduce erosion caused by vehicles during wet weather and to prevent having to 09 regrade permanent roadbeds between initial grading and final stabilization., i 4 A temporary sediment barrier composed of straw bales placed across or at the toe of a slope to intercept and detain sediment and decrease flow velocities from drainage areas of limited size; applicable where S U B S U R FACE D RA I N -- sheet and rill erosion or erosion from low -to -moderate channel flows may be a problem. Maximum effective life is 3 months. A temporary sediment barrier constructed of posts, filter fabric and, in some cases, a wire support fence, placed across or at the toe of a slope or in a minor drainageway to intercept and detain sediment and decrease flow velocities from drainage areas of limited size; applicable where sheet and rill erosion or small concentrated flows may be a problem. Maximum effective life is 6 months. A temporary sediment barrier composed of limbs, weeds, vines, root mat, soil, rock and other cleared materials pushed togetheO' to form a berm; located across or at the toe of a slope to intercept and detain sediment and decrease flow velocities. The installation of various kinds of sediment trapping measures around drop inlet or curb inlet structures prior to permanent stabilization o>f the disturbed area; limited to drainage areas not exceeding one acre and not intended to control large„ concentrated stormwater flows. A ridge of compacted soil located at the top or base of a sloping disturbed area to divert off-site runoff away from unprotected slopes and to a stabilized outlet, or to divert sediment - laden runoff to a sediment trappiing structure. Maximum effective life is 18 months. A channel with a supporting ridge on the lower side cut along the top of an active earth fill to divert runoff away from the unprotected fill slope to a stabilized outlet or sediment trapping structure; applicable where the area at the top of the fill drains toward the exposed slopa and continuous fill operations make the use of a TEMPORARY DIVERSION DIKE unfeasible; maximum effective life is one week. A ridge of compacted soil or loose gravel constructed across a disturbed right-of-way or similar sloping area to shorten the flow length within the disturbed strip and divert the runoff to a stabilized outlet. Earthen diversions are applicable where there will be little or no construction traffic within the right-of-way, and gravel structures are applicable where vehicular traffic must be accommodated. A permanent channel with a ridge orn the lower side constructed across a slope to reduce slope length and intercept and divert stormwaterr runoff to a stabilized outlet to prevent erosion on the slope. A small ponding area, formed by constructing an earthen embankment with a gravel outlet across a drainage Swale, to detain sediment -laden runoff from small disturbed areas for enough time to allow most of the sediment to settle out. Maximum effective life is 18 months. y A basin with a controlled stormwater release structure, formed by constructing an embankment of compacted soil across a drainageway, to detain sediment -laden runoff from disturbed areas greater than 5 acres for enough time to allow most of the sediment to settle out. Can be constructed only where there is sufficient space and appropriate topo- graphy. Maximum effective life is 18 months unless designed as a permanent pond by a qualified prof. engineer. A flexible tubing or conduit, used before permanent drainage structures are installed, intended to conduct concentrated runoff safely from the top to the bottom of a disturbed slope without causing erosion on or below the slope. A permanent concrete -lined channel constructed to conduct concentrated runoff from the top to the bottom of a slope -without causing erosion on or below the slope. A permanent channel designed to carry concentrated flows without erosion. Applicable to man-made channels, including roadside ditches, and natural channels that are modified to accommodate increased flows generated by land development; not generally applicable to major, continuous -flowing natural streams. The installation of paved and/or riprap channel sections and/or stilling basins below storm drain outlets to reduce erosion from scouring at outlets and to reduce flow velocities before stormwater enters receiving channels below these outlets. A permanent, erosion -resistant ground cover of large, loose, angular stone installed wherever soil conditions, water turbulence and velocity, expected vegetative cover, etc., are such that soil may erode under design flow conditions. Adapted from the Michigan Soil Erosion and Sedimentation Control Guidebook ,Jy. TE E. _.- ..t Aim yil 11HID 51C.-DIMUIT C(OD"n"TROA PRIM401107tO i RECOMMENDED PLAN SYMBOLS: Existing Contour -------- -- ----------- Finished Contour Drainage Divide NCS. TITLE' SYMBOL 1.38 CHECK DAMS �- 1.39 WATERWAY DROP STRUCTURE WD -�►---•--•- 1 A 0 LEVEL SPREADER (:LS Limit of Grading ---- ---- Storm Sewer Boundary of a - Control Measuire DESCRIPTION Small, temporary dams coinstructed across a drainage ditch to reduce the velocity of concentrated flows, reducing erosion iof the swale or ditch. Limited to use in small open channels which drain 10 acres or less; should not be used in live streams. A permanent structure or series of structures designed to step water flow down a slope without causing channel erosion; applicable in natural or man-made channels with long, relatively steep reaches, t An 1 f outlet or dikes and ii n d versi ns o consisting of an excavated depression constructed at zero grade across a slope to convert: concentrated, sediment -free runoff to sheet flow and release it onto areas of undisturbed soil stabiilized by existing vegetation. VEGETATIVE STREAMBANK VSS '� STABILIZATION �SS The establishment of appriopriate vegetation on stream banks to protect the banks from erosion. r STRUCTURAL STREAMBANK��`` Stabilizing the banks of live streams with permanent structural measures to protect them from 1.46 STABILIZATION VSS erosion, Particularly applicable to watercourses which must pass increased flows due to upstream -- development; not applicable to tidal streams. Application of plant residuees or other suitable mateMU rials to disturbed surfaces to prevent erosion and reduce overland MULCHINGI U) _.____ i� flow velocities. Fosters pllant growth by increasing available moisture and providing insulation against extreme heat �_ [ or cold. Applicable to all seeding operations, other plant materials which do not provide adequate soil protection by themselves, and bare areas which cannot be seeded due to the season but which still need soil protection. TREES, SHRUBS, VINES �% Stabilizing disturbed areas by planting trees, shrubs, vines and ground covers where turf is not preferred. These 1.80 AND GROUND COVERS Y EG �G plant materials also provide food and shelter for wildlife as well as many other environmental benefits. Especially effective where ornamental plants are desirable and turf maintenance is difficult. �j TREE PRESERVATION Protecting existing trees fr(om mechanical and other injury during land disturbing and construction 1.85 `-' AND PROTECTION TP activity to insure the survival of desirable trees where they will be effective for erosion and sediment control and provide other environmental and aesthetic benefits. Reducing surface and air moveement of dust during land disturbance, demolition or construction activities 1.80 DUST CONTROL DC in areas subject to dust protblems in order to prevent soil loss and reduce the presence of potentially harmful airborne substances. t �y f i1 3$54# 3.. • i f • 'f E r� .y a^, As JULY 1980 PLATE 2-3 • i ,� TEMPORARY STREAM CROSSING Sc — --_-- - — ��-__ _ ^ - A temporary structural span across a live stream to provide vehicular access to construction activity on either side off the stream while keeping sediment out of the stream and preventing damage to the channel and banks. i 09 a i 4 S U B S U R FACE D RA I N ��" _ �' -- » A perforated conduit instariled beneath the ground to intercept and convey groundwater. Prevents sloping soils from becoming excessively wet and subject to 4sloughing, and improves the quality of the vegetative growth medium in excessively wet areas by lowering the water table, Can also be used to drain detention structures. �� SURFACE R 0 U G H E N I N G R SIR y Grading practices such as stair -stepping or grooving slopes or leaving slopes in a roughened condition by not fine -grading them. Reduces runoff velocity, provides sediment trapping and increases infiltration, all of which facilitate establishment of vegetation on exposed slopes. Applicable to all slopes steeper than 3:1 or that have received final grading but will 'not be stabilized immediately. Also recorrnended for other exposed slopes. 1.61 T O P S O I L I N G YQ --�► Preserving and using topsoil to provide a suitable growth medium for vegetation used to stabilize disturbed areas. Applicable where preservation or importation of topsoil is most cost-effective method of providing a suitable growth medium; not recommended for slopes steeper than 2:1. TEMPORARY SEEDING TS T _____�„ Establishment of temporary vegetative cover on disturbed areas by seeding with appropriate rapidly - growing plants on sites that will not be brought to final grade for periods of 30 days to one year. 1.06 PERMANENT SEEDING P Establishment of perennial vegetative cover by planting seed on rough -graded areas that will not be brought to final grade for a year or more or where permanent, long-lived vegetative cover is needed on fine -graded areas.. 1.67 � SOD DING Q ---> Stabilizing fine -graded aretas by establishing permanent grass stands with sod. Provides immediate protection against erosion, and is especially effective in grassed swales and waterways or in areas where an immediate aesthetic effect is desirable. Q �.V BERMUDAGRASS SPRIGGING s.� g� Establishment of vegetative cover with hybrid bermudagrass by planting sprigs, stolons or plugs to stabilize fine -graded areas where bermudagrass is especially suited to the site and establishment with sod is not preferred. Application of plant residuees or other suitable mateMU rials to disturbed surfaces to prevent erosion and reduce overland MULCHINGI U) _.____ i� flow velocities. Fosters pllant growth by increasing available moisture and providing insulation against extreme heat �_ [ or cold. Applicable to all seeding operations, other plant materials which do not provide adequate soil protection by themselves, and bare areas which cannot be seeded due to the season but which still need soil protection. TREES, SHRUBS, VINES �% Stabilizing disturbed areas by planting trees, shrubs, vines and ground covers where turf is not preferred. These 1.80 AND GROUND COVERS Y EG �G plant materials also provide food and shelter for wildlife as well as many other environmental benefits. Especially effective where ornamental plants are desirable and turf maintenance is difficult. �j TREE PRESERVATION Protecting existing trees fr(om mechanical and other injury during land disturbing and construction 1.85 `-' AND PROTECTION TP activity to insure the survival of desirable trees where they will be effective for erosion and sediment control and provide other environmental and aesthetic benefits. Reducing surface and air moveement of dust during land disturbance, demolition or construction activities 1.80 DUST CONTROL DC in areas subject to dust protblems in order to prevent soil loss and reduce the presence of potentially harmful airborne substances. t �y f i1 3$54# 3.. • i f • 'f E r� .y a^, As JULY 1980 PLATE 2-3 EROSION & SEDIMENT CONTROL KEY TOWNSIDE II ALBEMARLE COUNTY VIRGINIA THE COX COMPANY Landscape Architects, Civil Engineers, Urban Designers 220 East Hi l~ treeCharlottesville,,VA 22 01 04 2 "-7� a t g Street, 9 (8 ? 9� 31 a Revisions: 23'9 0 Date: 2.20.10> Scale: Drawn: Sheet No: C4,0 N • i i i 09 a i 4 EROSION & SEDIMENT CONTROL KEY TOWNSIDE II ALBEMARLE COUNTY VIRGINIA THE COX COMPANY Landscape Architects, Civil Engineers, Urban Designers 220 East Hi l~ treeCharlottesville,,VA 22 01 04 2 "-7� a t g Street, 9 (8 ? 9� 31 a Revisions: 23'9 0 Date: 2.20.10> Scale: Drawn: Sheet No: C4,0 N TEMPORARY SEDIMENT TRAP 1. Set the stakes. 2. Excavate a 411x411 trench}44 0 4 [ upslope along the line of , -1.0 ' y cu � stakes. -_-- 67 , d./acre C 5.0' Maximum Ilk 51, C ross-Section F1 ow 411 y 3. Staple-.f-ilter material to 4. Backfill and compact the stakes and extend it into excavated soil. the trench.' ! _ z �' Length (in feet) _ yj�{f 4jtrf Terri rS'g/� ttj$� I r ,jjF 6 x Drainage Area (in ac. d � , i jfft 4P II ttj t' Ir (�' fiI ti�� 1I� 1 ilii.jl -II._ _ I II fi = �� ,_ _ ---- �I"-���?��=kl!�1� •r�.tl ��`'�I-�,�-��� i' , y' - ' � �~ -��`�` -`•� •� - II 111% VDH&T No. 1 Coarse Aggregate CONSTRUCTION OF A FILTER BARRIER �, Sedirrie,nt Trap Outlet Source.: Installation of Straw and Fabric Filter Barriers Plate 1.06a for Sediment Control, Sherwood and Wyant 1 Flow MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS 1 ACCORDING 'TO HEIGHT OF EMBANKMENT (feet) Plan 1 H Ho IW A\ J �I B A ------- - -1-. 5- -07.5_ ._F ji ----\ 2*0 1.0 2.0 of1i` i t r - -� f� tsl %__ _--------- rT �� rimer 2. 5 1.5 2.5 2.5 fi![ l ElevationI!1�II�i��!1I1I#,=rf H H 3.0 2.0 nlrtfi / 0 3.5 2.5 3.0 4.0 3.0 3.0 Points A should be higher than point B If 4.5 3.5 4.0 PROPER PLACEIE:IT OF A FILTER BARRIER IN A DRAINAGE WAY 5.0 4.0 4.5 Source: Adapted from Installation of Straw and Fabric Plate 1,06b Filter Barriers for Sediment Control, Sheriood The maximurn allowable drainage area is 5 acres. Sediment should be and 'Wyant removed from the basin when the volume is reduced by one-half. - Curb Inlet �s - r �r � -1• Wire Screen - - __.__ _-.._ - - -Concrete Block Gravel Filter' Runoff 0verf10�r�^^�� filtered Water Water with-� Sed i me n -- :: 1x,E - fiT ed i n t 1"1 ='ui t_ FEW Illl � X741 re *S''c r e e n FII1111-= lt� - ,oc>T 2 x . Wood Stud Curb Inlet Specific Application This method of inlet protection is applicable at curb inlets where an overflow capability is necessary to prevent excessive ponding in front of the structure, BLOCK AND GRAVEL CURB INLET SEDIMENT FILTER Source: Va SWCC Plate 1.08h r� fta� tta{d S�?�c°ad Til e� VDH&T 41 --- Coarse Aggregate GRAVEL CONSTRUCTION ENTRANCE TEMPORARY SEDIMENT TRP DATA DRAINAGE STORAGE (C.Y.) I WEIR WEIR T BERM TRUCTURE AREA---LENGTHHEIGHFHEIGHT iACRES REQUIRED DESIGN I(FEET)I(FEET)(FEET) Compacted So H 181' Min. -.4--Flow I , _= 11�'=� Ill �I!►1. <<�_I_I-���I�"!�II --111_=t_��=-��I�i � LIQ- 11111==1t11(-� 11�=_ 1111__�II � 1111.�- 4.5' Miri:. - - TEMPORARY DIVERSION DIKE Below drair;,9 a e areas of 5 acres or less. The channel behind the dire shall have a positive grade to a stabilized outlet. If the channel slope is less than or equal to 2%, no stabiliza- tion is' required. If the slope is greater than 2%, the channe'i shall be stabilized in accordance with Std. & Spec. 1.35 iS-FORMWATERICONVEYANCE CHANNEL, ' Vi rgi rli a Erosion & Sedi [net -it Control Handbook, Second Edi ti or , 1980. .. Y. r r I EG -i DETAIL I DETAIL 2 DETAIL 3 HALF PLAN � ' rte- HALF ?LAN B r B TYPE A 2 I a TYPE A {1rCT HTYPE AAN TREATMENT ' S �Jnn'��- TR£ATf f -NT I 00`l7 TREATMENT y� 4 t I A4�C �i 1f A �---, _ y A A i 1 r' A I�/ n 30 ! ! -. =c"a7 m (- ILLL HALF PLAN 7 r o HALF PLAN ! }f run L r ! �r TYPE 8 U tS HALF PLAN, i TYPE d / _ _ TREATMENT - % 8 TREATMENT B TYPE 8 11 r 3H TREATMENT j1 j - w7 I� H rrrsr \ J. c SECTION A -A SECTION A -A SECTIGt! A -A +D repesents Spon for b-cullreri installations. H•Diemriar for route.! pipa,rist t,r pint arch and bs height. NOTES For multiple lin* Intfallaticns Q m sion D is to 9-a- in* prate non paf fiya int charm ei .dtn (wl. Da aay Stcandary Aaods-nsmllalbn nq,, nay araslan camrd treata,emt .neva no *ndwdl tt and sactirwr is spauf ad an plans,con structwn Is to ba n oac wdance .nh -»-- Mn' f Dalail 2 aho.n aba. e. D --'X`- D� �g Ty,. A or B rrsatrr-I to bt as rptC t sd an int plana / S "',e B 17e Iep 6"af me Slone :.hall be g - I'd m xmrdanca .v ih ;aUlcn n .. p a m 1 d ei-� 418.09, except hal ma ;anc�n iselow Ir.- I- a be cna.a "n tine rraierial. TYPE A TYPE -B SECTION B -B 4 Use Typcd S, -fl- sha+.n on plans or normal sada slope, bollom ,.idio. and demi, of channel, ditch or nomral grand. STONE FOR EROSION CONTROL I REFERIEACECN VIRGINIA DEPARTMENT205 oI 30 3 114.01 HIGHWAYS AND TRANSPORTATION _f 418 r__ STOKM INLET FROTECT I ON DETNIL FOR UNFINISHED STOKM D INA6F- PIPE`, Ta BF- ED AT AL1 t}t�1 ih+iSHF✓ S�CKy�� j ' INPL,i r 11i AT -NE E -PI V:> o;✓ TP�(-Y-Ir NOTES - Any manufatturors fabricalian meelfng for e.caedlnq the minimum design requrements detoilied hereon eilt to oCcepluble. All concrete in precast members io Eye 40QO PSI. li Length, to be os sno.n on pians. -A roil spocinq of 91'+ «au!d to a0o.ed pxovided the space of beams does at n.cead 3`. MINIMUM SECTIONAL AREA OF MEMBERS Inlerrpediate Rail -- 28 K. in. Side Rail 50 sq. in. Beam 48 sq. in. D s L' or T' 0' Ma, _ PLAN VIEW Finished Grode -j'-' Marl Intermedia le Roil Side Rail 1 i --j4" }^-' i_ r r r \Min.2 bars per it navinq o min. tato) LL��-9 �' ` / �j � '.elgnt of 1.336 lbs. 1 MTB. 2 bars per beam having00 a min. local «eight of 2.004 _ _ _ � �6:� Dei�ft.. lbs. per 11. �--- Grovel 4' Min. SECTION B -B SECTION A -A TYPICAL BEAM SECTION ' -to aF_ USEC? F,S -T 4_= /A proZPfC`fel ,-_t'l tz.-6,cy-- GUARD* �! t �} �! CIFICATION PRECAST -CONCRETE CATTLE GUARD `i` SPEFERENCE -,,REFERENCE VIRGINIA DEPARTMENT 503 o/ 603.03 HIGHWAYS AND TRANSPORTATION ' 7D'PdtK �t , 1 I. 11E al! V '= I Vit, u� �jtlja_ 0M RME :4 VtTCA To CAZKT WA*_ -+-t WPITv2 T�D SEDIMIENT - r -AP. -SUr'�.�(-�i_i.-• TMJ 1V� V11 !"YNC-.. t+�\/-�L.1. 5tzt~ Zi oK 2i P, svx�nG ;J/ --. - -. __--.".-._- �A1t•a E i� Ca'+�t-ri.� �,,�- ij{{LI�I(t1-IJ�l� AV -h( � <FkT-rL.x-=3,p+� S +�PPLI�r� Ff C ENE>?�L �Ni1�AC3. Fi,OF{LE OF TETAP' I TEMPOKAKY { i NOTES - Any manufatturors fabricalian meelfng for e.caedlnq the minimum design requrements detoilied hereon eilt to oCcepluble. All concrete in precast members io Eye 40QO PSI. li Length, to be os sno.n on pians. -A roil spocinq of 91'+ «au!d to a0o.ed pxovided the space of beams does at n.cead 3`. MINIMUM SECTIONAL AREA OF MEMBERS Inlerrpediate Rail -- 28 K. in. Side Rail 50 sq. in. Beam 48 sq. in. D s L' or T' 0' Ma, _ PLAN VIEW Finished Grode -j'-' Marl Intermedia le Roil Side Rail 1 i --j4" }^-' i_ r r r \Min.2 bars per it navinq o min. tato) LL��-9 �' ` / �j � '.elgnt of 1.336 lbs. 1 MTB. 2 bars per beam having00 a min. local «eight of 2.004 _ _ _ � �6:� Dei�ft.. lbs. per 11. �--- Grovel 4' Min. SECTION B -B SECTION A -A TYPICAL BEAM SECTION ' -to aF_ USEC? F,S -T 4_= /A proZPfC`fel ,-_t'l tz.-6,cy-- GUARD* �! t �} �! CIFICATION PRECAST -CONCRETE CATTLE GUARD `i` SPEFERENCE -,,REFERENCE VIRGINIA DEPARTMENT 503 o/ 603.03 HIGHWAYS AND TRANSPORTATION ' 7D'PdtK �t , Ira I. 11E al! V '= I Vit, u� �jtlja_ -` :4 VtTCA To CAZKT WA*_ -+-t WPITv2 T�D SEDIMIENT - r -AP. -SUr'�.�(-�i_i.-• TMJ 1V� V11 !"YNC-.. t+�\/-�L.1. 5tzt~ Zi oK 2i P, svx�nG ;J/ --. - -. __--.".-._- �A1t•a E i� Ca'+�t-ri.� �,,�- ij{{LI�I(t1-IJ�l� AV -h( � <FkT-rL.x-=3,p+� S +�PPLI�r� Ff C ENE>?�L �Ni1�AC3. Fi,OF{LE OF TETAP' I TEMPOKAKY { i E & S CONTROL DETAILS TOWNSIDE 1 _ Albemarle County, Virginia 1 � THE COX COMPA1,%Y Planners Civil Engineers Urban Designers 220 East High Street Charlottesville, Va. 22901 ; /,, Revisions 13.23.10., 1.. i _ t I Drawrn, Sheet No° C 1 1 ! 1 i{{ 7 E & S CONTROL DETAILS TOWNSIDE 1 _ Albemarle County, Virginia 1 � THE COX COMPA1,%Y Planners Civil Engineers Urban Designers 220 East High Street Charlottesville, Va. 22901 ; /,, Revisions 13.23.10., 1.. i _ t I Drawrn, Sheet No° C 1 1 S 4 { i { E & S CONTROL DETAILS TOWNSIDE 1 _ Albemarle County, Virginia 1 � THE COX COMPA1,%Y Planners Civil Engineers Urban Designers 220 East High Street Charlottesville, Va. 22901 ; /,, Revisions 13.23.10., 1.. i _ t I Drawrn, Sheet No° C 1 TOWNSIDE 11 IVY ROAD AT COLONNADE DRIVE ALBEMARLE COUNTY, VIRGINIA OU 11. at, f] I "r Vv A I MITCHELL, MATTHEWS, THE COX COMPANY KIRK HUGHES & ASSOCIATES AND ASSOC. LTD. Planners 0 Engineers 0 Landscape Architects Land Surveyors 0 Land Planners Architects 0 Engineers 220 East High Street 220 East High Street 2350 Old Ivy Road Charlottesville, Virginia 22901 Charlottesville, Virginia 22901 Charlottesville, Virginia 22903 804-295-7131 804-296-6942 804-979-7550 SFAI 15� 4,,N1,T[j 0,4, ANN D. COX, JR. No 771 I REVISION: DRAINAGE DIVIDES 22.090 C4.04 iN/F Cl-IARLOTTESVII L E Ir V STML;INT PR PEiz'TiES TAX 'NITAP 60-40 C5,6,7 ZONING: R- 15 UST:: A P A R TfvFI NTS' rj f` lil��J _Q itiCA- L�_ - ,a 2 GA-' " IPG ,mow c - c �£-- I PC, _ -, ICA ;:1t• ,a _ ��- ,,, IPG m -- < . J ...J #j' c"J L. i ;.iE - , 1 1 s t d ? £ z COMMON NAME i) 9 3 3' J A(6FP 20F;Z0M 2EW MAPLE ? °= ' 3 2. J, _ . _'s. 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OH/ �-,FGATA , I,II,YTUVF q5o itz I C0NTAIM6W- M,, MAGNOLIA STEL(,ATA STArz MAGNOLIA 1) FF -F, PG WFZUS CAI,L>i2\lANA ' g2AVFOWP' 13RADFOZP CALL�V-Y PEAZ0 3 t3 1"- I A" LG HEX Gr-F,NATA 'HC/T7-[' HCTZ- JAPAI`1/5F irIoi.,v( ?0' ,+ 2-4""50" j�2_ F - \i AR-Kov\M00D 21 4'-c�' r� TREE PLQf iTINC-i DETAIL vcu1 ,LC STPANV t2 c�A. NIPC Pi orfll tulle OAK 7TAxL, 'DR-NCN A MIN. INTO gpLuwt 3' MIN. bPf TN MULCH 7'HL r�wr c r=P4.1 t'Wl�ra'ttNct MIXTUwc:, —Ir �j'C,r�FICATION� pPT41 COMtAcTED TOPINL> Cut rOPe OP. ZifMNCI-� ANN -PUL. Fux r)Up-"tl. Gc�OUnpGOVER 91VGWAlk= OF- i>[v EpGC \• a 5r �/i 2�r IZ"MM. M-Ahlill(,WL �Ill��i�Elul4l�I�Ilr�ffl I _ I(lY;i (1 �r�ll�(I GO!'6_F STP:,ND TU ;N �nD 90WN 47051= TrRCC 3TAi=lFi.q DLTAIL 3E ,,L 0 Yf i r L+ C> ly C> 4 \� i4 C� ..... ..... 771 �°rrrFFssloNa� Gau�Ir{n�D wl�. r/OLND TWCJ','.J! 1. 5�1 N, I 13 LANDSCAPE PLAN E ? j............. 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ICoC>A.G/aI.V.SEVFE �TL,(�LAT� UT ,a.1..-►-�Rt�1�,°Tw Horl�. �,oA.-r Jolt�J-'i G.OA1>=D TO f'�EV�t�t T GREA5E WFZAF BA•fZS IN /,.FhG��e7�i V `X" C�. t3,d.FZs IN E.6.FAGE � JT, Cho=T'� " WIWETIE-=, F -A, HO7ZIZ, b�2 TGO a�F2SAi� 2;0NC� T FUS f�� K1. F: I I._„ t- 4 I't li 4 I I r Ccs I J C` P I P S , ,\T r�rJT�7--<:) -T IBJ T ( T II-Gi1 �I C`t -U Il `i "� V AT IBJ 1- T r �.) t- J U u ,Ul I� V) _l t� rO l0 4 N,I �S�� I Z T P F t I- S F -K j (5Er— T 4 _ K F- e�l /-�I I r2 11 T 1 <:.. `-J 1/12 II= II-�" 101 n 3/� PREtVIOLDE17 FILLER L>c�T I - PAPER SLEP-Va o2 r. GUTAL`f>✓Rhi/�,i�c HOi?IZ. ICoC>A.G/aI.V.SEVFE �TL,(�LAT� UT ,a.1..-►-�Rt�1�,°Tw Horl�. �,oA.-r Jolt�J-'i G.OA1>=D TO f'�EV�t�t T GREA5E WFZAF BA•fZS IN /,.FhG��e7�i V `X" C�. t3,d.FZs IN E.6.FAGE � JT, Cho=T'� " WIWETIE-=, F -A, HO7ZIZ, b�2 TGO a�F2SAi� 2;0NC� T FUS f�� K1. F: I I._„ t- 4 I't li 4 I I r Ccs I J C` P I P S , ,\T r�rJT�7--<:) -T IBJ T ( T II-Gi1 �I C`t P (.rte T rr- E EXPANSION ,....1OINT 15 I EC7 W/Co0 DIA., LD1,4!-) DOWN' c---'`NDIN" C•ON( .1R LTE W4,+LL, c' O NO. \N L L..... l____. C O N T F:2O L_. JOIN T GC7N5T;Zuc-TIG7N ..1-r. TO e5a UIC-IF-P ONLY )CT A. (--0NTROL...JT' LD ".4T{C7i�1 l` 2GLR.-I GENERAL STRUCTURAL NOTES 1. STRUCTURAL DESIGN STANDARDS ARE AS FOLLOW: BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-83 VIRGINIA UNIFORM STATEWIDE BUILDING CODE, 1987 2. ALL FOOTINGS ARE DESIGNED TO REST ON UNDISTURBED WEATHERED ROCK HAVING A MINIMUM SAFE BEARING CAPACITY OF 8 TSF. OBTAIN INSPECTION AND APPROVAL OF FINAL FOOTING EXCAVATIONS BY THE OWNER'S GEOTECHNICAL ENGINEER BEFORE PLACING FOUNDATION CONCRETE. 3. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301-84 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." 4. CONCRETE SHALL BE 3000 PSI AIR -ENTRAINED REGULAR WEIGHT WITH A SLUMP OF 4" OR LESS. REINFORCING STEEL SHALL CONFORM TO ASTM A615 -87A GRADE 60. 5. THE CONTRACTOR SHALL SUBMIT SEALANT, CONCRETE MIX DESIGN, AND SHOP DRAWINGS OF REINFORCING STEEL FOR REVIEW BEFORE FABRICATION. CONTRACT DOCUMENTS SHOW GENERAL DETAILS. DETAILS SHALL BE PREPARED AND SUBMITTED BY THE FABRICATOR. SHOP DRAWINGS SHALL INCLUDE NAME OF PROJECT AND ALL ACCESSORIES AND DETAILS NECESSARY FOR PROPER INSTALLATION. ALL SHOP DRAWINGS USED ON THE JOB SHALL BEAR THE ENGINEER'S REVIEW STAMP„ 6. REVIEW OF SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMANCE WITH THE INFORMATION GIVEN AND THE DESIGN CONCEPT EXPRESSED IN THE CONTRACT DOCUMENTS. REVIEW IS NOT CONDUCTED FOR THE PURPOSE OF DETERMINING ACCURACY AND COMPLETENESS OF DETAILS SUCH AS DIMENSIONS AND QUANTITIES. REVIEW DOES NOT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR ANY VARIATION FROM THE REQUIREMENTS OF THE CONTRACT DOCUMENTS OR ERRORS OR OMISSIONS, 7. THE OWNER SHALL PROVIDE CONCRETE TESTING BY AN INDEPENDENT LABORATORY. ONE SET OF THREE COMPRESSION TEST CYLINDERS SHALL BE MADE AND TESTED FOR EACH MIX OF CONCRETE PLACED IN ANY ONE DAY. SLUMP AND AIR CONTENT SHALL BE DETERMINED FOR EACH STRENGTH TEST. 8. THE OWNER SHALL ENGAGE AN INDEPENDENT INSPECTION AND TESTING AGENCY TO INSPECT REINFORCING STEEL. THE INSPECTION AND TESTING AGENCY SHALL INSPECT SUFFICIENTLY TO INSURE THAT INSTALLATION IS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND SHOP DRAWINGS. TESTING AS REQUIRED BY THE CONTRACT DOCUMENTS AND NECESSARY FOR THE ABOVE INSPECTIONS SHALL BE PROVIDED BY THE AGENCY. SPE PLAN f=aR TOP �L.�VA'7'I®N Vi til! r- LIZ q{ S�� PLAN FOWZ TOP F-LEVA`I710t-4 \\-SA RS MAY BI 51-4 1 PF>C-:C7 5TR AND tU N T IN p'IpL,C7 i m WALL FOOTING STF P DP T )2\dL �~ DENWDDD L MILBY 2 0 U CERTIFICATE NO. 9 �^ 2929 ApQ� Dt. NBAR, MILBY & WILLIAMS CONSULTING STRUCTURAL ENGINEERS CHARLOTTESVILLE, VIRGINIA RETAINING WALL DETAILS TO NSIDE 11 ALBEMARLE COUNTY, VIRGINIA THE COX COMPANY Landscape Architects, Civil Engineers, Urban Designers 220 East High Street, Charlottesville, VA 2:2901 (804) 295-7131 Revisions: Date: Scale: A5 S HC)\/ -1 N Drawn: Sheet No: I -U Il `i "� V AT IBJ 1- t- J U u ,Ul P (.rte T rr- E EXPANSION ,....1OINT 15 I EC7 W/Co0 DIA., LD1,4!-) DOWN' c---'`NDIN" C•ON( .1R LTE W4,+LL, c' O NO. \N L L..... l____. C O N T F:2O L_. JOIN T GC7N5T;Zuc-TIG7N ..1-r. TO e5a UIC-IF-P ONLY )CT A. (--0NTROL...JT' LD ".4T{C7i�1 l` 2GLR.-I GENERAL STRUCTURAL NOTES 1. STRUCTURAL DESIGN STANDARDS ARE AS FOLLOW: BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-83 VIRGINIA UNIFORM STATEWIDE BUILDING CODE, 1987 2. ALL FOOTINGS ARE DESIGNED TO REST ON UNDISTURBED WEATHERED ROCK HAVING A MINIMUM SAFE BEARING CAPACITY OF 8 TSF. OBTAIN INSPECTION AND APPROVAL OF FINAL FOOTING EXCAVATIONS BY THE OWNER'S GEOTECHNICAL ENGINEER BEFORE PLACING FOUNDATION CONCRETE. 3. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301-84 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." 4. CONCRETE SHALL BE 3000 PSI AIR -ENTRAINED REGULAR WEIGHT WITH A SLUMP OF 4" OR LESS. REINFORCING STEEL SHALL CONFORM TO ASTM A615 -87A GRADE 60. 5. THE CONTRACTOR SHALL SUBMIT SEALANT, CONCRETE MIX DESIGN, AND SHOP DRAWINGS OF REINFORCING STEEL FOR REVIEW BEFORE FABRICATION. CONTRACT DOCUMENTS SHOW GENERAL DETAILS. DETAILS SHALL BE PREPARED AND SUBMITTED BY THE FABRICATOR. SHOP DRAWINGS SHALL INCLUDE NAME OF PROJECT AND ALL ACCESSORIES AND DETAILS NECESSARY FOR PROPER INSTALLATION. ALL SHOP DRAWINGS USED ON THE JOB SHALL BEAR THE ENGINEER'S REVIEW STAMP„ 6. REVIEW OF SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMANCE WITH THE INFORMATION GIVEN AND THE DESIGN CONCEPT EXPRESSED IN THE CONTRACT DOCUMENTS. REVIEW IS NOT CONDUCTED FOR THE PURPOSE OF DETERMINING ACCURACY AND COMPLETENESS OF DETAILS SUCH AS DIMENSIONS AND QUANTITIES. REVIEW DOES NOT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR ANY VARIATION FROM THE REQUIREMENTS OF THE CONTRACT DOCUMENTS OR ERRORS OR OMISSIONS, 7. THE OWNER SHALL PROVIDE CONCRETE TESTING BY AN INDEPENDENT LABORATORY. ONE SET OF THREE COMPRESSION TEST CYLINDERS SHALL BE MADE AND TESTED FOR EACH MIX OF CONCRETE PLACED IN ANY ONE DAY. SLUMP AND AIR CONTENT SHALL BE DETERMINED FOR EACH STRENGTH TEST. 8. THE OWNER SHALL ENGAGE AN INDEPENDENT INSPECTION AND TESTING AGENCY TO INSPECT REINFORCING STEEL. THE INSPECTION AND TESTING AGENCY SHALL INSPECT SUFFICIENTLY TO INSURE THAT INSTALLATION IS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND SHOP DRAWINGS. TESTING AS REQUIRED BY THE CONTRACT DOCUMENTS AND NECESSARY FOR THE ABOVE INSPECTIONS SHALL BE PROVIDED BY THE AGENCY. SPE PLAN f=aR TOP �L.�VA'7'I®N Vi til! r- LIZ q{ S�� PLAN FOWZ TOP F-LEVA`I710t-4 \\-SA RS MAY BI 51-4 1 PF>C-:C7 5TR AND tU N T IN p'IpL,C7 i m WALL FOOTING STF P DP T )2\dL �~ DENWDDD L MILBY 2 0 U CERTIFICATE NO. 9 �^ 2929 ApQ� Dt. NBAR, MILBY & WILLIAMS CONSULTING STRUCTURAL ENGINEERS CHARLOTTESVILLE, VIRGINIA RETAINING WALL DETAILS TO NSIDE 11 ALBEMARLE COUNTY, VIRGINIA THE COX COMPANY Landscape Architects, Civil Engineers, Urban Designers 220 East High Street, Charlottesville, VA 2:2901 (804) 295-7131 Revisions: Date: Scale: A5 S HC)\/ -1 N Drawn: Sheet No: I