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HomeMy WebLinkAboutSDP201800085 Plan - Submittal (First) Final Site Plan and Comps. 2018-11-26 (3)r, mm - HHHHHull - - - IflilnillillillulluHl VIS Em ummm AS A Em uuuuuuu SO 6&�l ffm F I =D A \1 ffm 1111111111111 0 :) s OWNER: SOUTH PANTOPS fl LAND TRUST LAYOUT PLAN - UPPER BUILDING LEVEL PO BOX 8147 UTILITES 8 DRAINAGE SYSTEMS CHARLOTTESVILLE, VA 22906 DEVELOPER: MANAGEMENT SERVICES CORPORA77ON 1. ANY DAMAGE TO EXISTING UTILITIES CAUSED BY CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE 102 S FIRST STEET, SUITE 301 CONTRACTOR'S SOLE RESPONSIBILITY AND REPAIRED AT CONTRACTOR'S EXPENSE. CHARLOTTESVILLE, VA 22902 PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION OR THE NON-EXISTENCE OF UTILITIES. AT LEAST 172 SOUTH PANTOPS DRIVE, SUITE A 48 HOURS PRIOR TO ANY EXCAVATION OR CONSTRUCTION, CONTRACTOR SHALL NOTIFY MISS UTILITY CHARLOTTESVILLE, VA. 22902 (1-800-552-7001) AND/OR THE RESPECTIVE UTILITY COMPANIES FOR GAS, WATER, SEWER, POWER, PHONE (434)-979-8121 TAX MAP PARCEL No: 78-20, DB 2913 PG 156 PARCEL AREA: 13.31 AC MAGISTERIAL DISTRICT, RIVANNA MAGISTERIAL DISTRICT ZONING: R15 RULES AND REGULATIONS. ANY COST INCURRED FOR REMOVING, RELOCATING OR PROTECTING UTILITIES STEEP SLOPES (MANAGED & PRESERVED) OVERLAY DISTRICT SHALL BE BORNE BY CONTRACTOR UNLESS INDICATED OTHERWISE. CONTRACTOR SHALL EXCAVATE TO LOCATE HORIZONTAL AND /OR VERTICAL FLOOD HAZARD OVERLAY DISTRICT USE: 144 APARTMENTS (44 ONE -BEDROOM UNITS, 100 TWO-BEDROOM UNITS) MAXIMUM DENSITY. • 15 DUTAC GROSS RESIDENTIAL DENSITY ° 10.82 UNITSIAC. BUILDING HEIGHT' 65 FEET SETBACKS: FRONT' 5' (MINIMUM) 25' (MAXIMUM) EARTHWORK, DRAINAGE, & SITE CONDITIONS SIDE: ZERO; REAR. 5' STEPBACKS: BY SPECIAL EXCEPTION - FRONT STEPBACK FOR BUILDINGS # 1 AND 12 ADJACENT TO BE NO GREATER THAN 2:1. SOUTH PANTOPS DRIVE SHALL BE 12'47. FRONT STEPBACK FOR BUILDING J3 PARALLEL 2. UNLESS OTHERWISE NOTED ON THE PLANS OR IN THE SPECIFICATIONS, ALL FILL MATERIALS SHALL BE TO RIVANNA RIVER SHALL BE ZERO. PARKING REQUIRED: 2 SPACES PER 2BD APT - 100 APT = 200 SPACES WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE, FOR THE FULL WIDTH AND DEPTH OF THE FILL. 1.5 SPACES PER 1 BD APT - 44 APT = 66 SPACES 3. ALL GRADING AND IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA UNLESS OTHERWISE INDICATED. 266 SPACES REQUIRED TOTAL ADA REQUIREMENT- 2 GARAGE SPACES PER GARAGE = 6 GARAGE SPACES TOTAL ROAD & BRIDGE STANDARDS (LATEST EDITION) UNLESS OTHERWISE STATED WITHIN THE PLANS.. 6 SURFACE PARKING SPACES PARKING PROVIDED: 6 ADA SURFACE SPACES (ALL VAN ACCESSIBLE) ENGINEER. 6 ADA GARAGE SPACES (ALL VAN ACCESSIBLE) 6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND LOCATIONS PRIOR TO BEGINNING WORK, AND 249 SPACES PROVIDED TOTAL ADT.- LOW RISE APARTMENT UNITS, ITE USE GROUP 221, 6.59 VPDIUNIT TOTAL ADT. 144 LINITIS = 949 VPD STORMWATER MANAGEMENT- AS DEFINED BY THE VSMP PLAN SUBMITTED UNDER SEPARATE COVER WATERSHED: RIVANNA RIVER TOPOGRAPHY- TOPOGRAPHICAL INFORMATION BASED ON FIELD SURVEY BY DOMINION ENGINEERING & DESIGN, LLC JULY 2017, AND CONFIRMED IN THE FIELD BY THE DESIGN ENGINEER DECEMBER 2017 DATUM NAV088. BENCHMARK: SDMH TOP ON SOUTH PANTOPS DRIVE = 416.72 DATUM. VERTICAL - NAVD 88, HORIZONTAL - NAD 83 CRITICAL SLOPES: CRITICAL SLOPES EXIST WITHIN THE PROJECT LIMITS. THE LIMITS OF THE CRITICAL SLOPES WERE DETERMINED BY THE ANALYSIS OF THE EXISTING TOPOGRAPHY FROM THE FIELD SURVEY AND GIS CONTOUR DATA. A PORTION OF CRITICAL SLOPES HAS BEEN FIELD VERIFIED TO BE LESS THAN 25% AND EXHIBIT HAS BEEN SUBMITTED UNDER SEPARATE COVER. SEE PLAN FOR LOCATION. FLOODPLAIN: A PORTION OF THIS PROPERTY IS LOCATED IN THE FLOOD ZONE AE AS SHOWN ON FEDERAL EMERGENCY MANAGEMENT AGENCY. FLOOD INSURANCE RATE MAP NUMBER: 51003CO289D, DATED: 02/04/20105 NVGD 1988. LANDSCAPING. THE IMPERVIOUS AREA DOES NOT EXCEED 809 OF THE SITE AND IS NOT IN AN ENTRANCE CORRIDOR (ZO 32.7° 9.2(b)), SEE LANDSCAPING PLAN FOR PLANTINGS, SCHEDULE AND SPECIFICATIONS, NOTES AND DETAILS. LIGHTING. 1. ALL PROPOSED LIGHTING WILL NOT EXCEED 3,000 LUMENS 2. EACH OUTDOOR LUMINARIES EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINARIES AND SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND FROM ADJACENT ROADS. 3. ALL OUTDOOR LIGHTING SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS. i Ivi v / t5 r/A rl LOR L LV RIVANNA DISTRICT, ALBEMARLE COUNTY, VA Ilaumno4pl omnumggllll Inuuuullllll pOnuulill Uiwnuull ppwill4' IPimnppl Ilpuullgl Iluuni,; Iglumupl Ilpuumpl� IVIIIIIIIII Iuuuu,uiUl p11111 � I Ilun�ill; I II!llumull mnuum Ilptl i I ommum I I IIIuuuupl,uall Iluuluullllpl �Illluuuninuwun (llplutlplll IIIhI�I llpq„pplll lunu,ullll IIIuumIll lhnu,pul IIIIIInnp,dll THE STREAM BUFFER(S) SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. LAYOUT PLAN - UPPER BUILDING LEVEL PLAN NOTES UTILITES 8 DRAINAGE SYSTEMS 1. THE OWNER WILL DESIGNATE A PROJECT MANAGER TO ACT AS OWNERA DURING THIS S REPRESENTATIVE UTILITIES PROJECT. CONTRACTOR SHALL REPORT DIRECTLY TO THIS PROJECT MANAGER UNLESS OTHERWISE DIRECTED, 1. ANY DAMAGE TO EXISTING UTILITIES CAUSED BY CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE 2. THE DESIGNER HAS CONDUCTED NO STUDIES DESIGNED TO DISCOVER THE PRESENCE OF ANY HAZARDOUS CONTRACTOR'S SOLE RESPONSIBILITY AND REPAIRED AT CONTRACTOR'S EXPENSE. SUBSTANCES ON THIS PROPERTY AND ASSUMES NO RESPONSIBILITY OR LIABILITY RESULTING FROM THE 2. THESE PLANS DO NOT GUARANTEE THE EXISTENCE, NON-EXISTENCE OR LOCATION OF UTILITIES. PRESENCE ON ANY SUCH SUBSTANCE. CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION OR THE NON-EXISTENCE OF UTILITIES. AT LEAST 3. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR THIS WORK AND PAY ALL ASSOCIATED FEES. 48 HOURS PRIOR TO ANY EXCAVATION OR CONSTRUCTION, CONTRACTOR SHALL NOTIFY MISS UTILITY THIS INCLUDES ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER APPROVAL RELATED ITEMS IN (1-800-552-7001) AND/OR THE RESPECTIVE UTILITY COMPANIES FOR GAS, WATER, SEWER, POWER, PHONE ACCORDANCE WITH THESE PLANS AS WELL AS LOCAL, STATE, AND FEDERAL POLICIES. AND CABLE. CONTRACTOR SHALL TIMELY ARRANGE TO HAVE THE VARIOUS UTILITIES LOCATED, AND TO HAVE 4. PAVED OR RIP RAP DITCH MAY BE REQUIRED WHEN, IN THE OPINION OF THE RESIDENT ENGINEER OR HIS THEM REMOVED OR RELOCATED, OR TO DETERMINE THE METHOD OF PROTECTION ACCEPTABLE TO THE DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. RESPECTIVE OWNER, IF THE METHOD OF PROTECTION IS NOT OTHERWISE SPECIFIED. CONTRACTOR SHALL 5. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL CONDUCT ITS WORK IN THE VICINITY OF EXISTING UTILITIES IN ACCORDANCE WITH THE RESPECTIVE UTILITY'S DEVICES, LATEST EDITION, AND SHALL BE PROVIDED BY THE CONTRACTOR. RULES AND REGULATIONS. ANY COST INCURRED FOR REMOVING, RELOCATING OR PROTECTING UTILITIES 6. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE SHALL BE BORNE BY CONTRACTOR UNLESS INDICATED OTHERWISE. CONTRACTOR SHALL EXCAVATE TO LOCATE HORIZONTAL AND /OR VERTICAL CONSTRUCTION INDUSTRY (29 CFR PART 1926). BURIED UTILITIES FAR ENOUGH IN ADVANCE OF ITS WORK TO ALLOW FOR SHEET ADJUSTMENTS TO ITS WORK AND/OR THE UTILITIES. NO ADJUSTMENT IN COMPENSATION OR SCHEDULE WILL 7. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE VDOT ROAD AND BRIDGE STANDARDS (LATEST BE ALLOWED FOR DELAYS RESULTING FROM CONTRACTOR'S FAILURE TO CONTACT AND COORDINATE WITH EDITION) AND THE VDOT ROAD AND BRIDGE SPECIFICATIONS (LATEST EDITION). UTILITIES. SHEET 3. WHEN THE WORK CROSSES EXISTING UTILITIES, THE EXISTING UTILITIES SHALL BE ADEQUATELY SUPPORTED EARTHWORK, DRAINAGE, & SITE CONDITIONS AND PROTECTED FROM DAMAGE DUE TO THE WORK. ALL METHODS FOR SUPPORTING AND MAINTAINING THE 1. EXCEPT AS OTHERWISE SHOWN ON THE PLANS, ALL CUTS AND FILLS SHALL MATCH EXISTING SLOPES OR EXISTING UTILITIES SHALL BE APPROVED BY THE RESPECTIVE UTILITY COMPANY AND/OR THE ENGINEER. CONTRACTOR SHALL EXERCISE CARE TO INSURE THAT THE GRADE AND ALIGNMENT OF EXISTING UTILITIES BE NO GREATER THAN 2:1. ARE MAINTAINED AND THAT NO JOINTS OR CONNECTIONS ARE DISPLACED. BACKFILL SHALL BE CAREFULLY 2. UNLESS OTHERWISE NOTED ON THE PLANS OR IN THE SPECIFICATIONS, ALL FILL MATERIALS SHALL BE SETTLEMENT PLACED AND COMPACTED TO PREVENT FUTURE EXISTING UTILITIES. ANY COMPACTED TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, NOTOR N RE UTILITIES REMOVED AS PART OF THE WORK, AND NOT INDICATED TO BE REMOVED OR ABANDONED, SHALL WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE, FOR THE FULL WIDTH AND DEPTH OF THE FILL. BE RESTORED USING MATERIALS AND INSTALLATION EQUAL TO THE UTILITY'S STANDARDS. 3. ALL GRADING AND IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA UNLESS OTHERWISE INDICATED. 4. CONTRACTOR SHALL NOTIFY LANDOWNERS, TENANTS AND THE PROJECT MANAGER PRIOR TO THE 4. ALL MATERIALS AND INSTALLATION DETAILS SHALL CONFORM TO APPLICABLE LOCAL ORDINANCES AND VDOT INTERRUPTION OF ANY SERVICES. SERVICE INTERRUPTIONS SHALL BE KEPT TO A MINIMUM AND SHALL ONLY ROAD & BRIDGE STANDARDS (LATEST EDITION) UNLESS OTHERWISE STATED WITHIN THE PLANS.. OCCUR WITH THE KNOWLEDGE AND PERMISSION OF THE SERVICE'S OWNER OR AUTHORITY. 5. ANY UNUSUAL OR UNANTICIPATED SUBSURFACE CONDITIONS SHALL BE IMMEDIATELY REPORTED TO THE 5. THE ADJUSTMENT OF ALL MANHOLE TOPS, WATER VALVE BOXES, GAS VALVE BOXES AND WATER METER ENGINEER. BOXES SHALL BE THE RESPONSIBILITY OF CONTRACTOR. 6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND LOCATIONS PRIOR TO BEGINNING WORK, AND 6. ALL WATER METER, VALVES AND FIRE HYDRANT ADJUSTMENTS/RELOCATIONS SHALL BE PERFORMED BY THE IMMEDIATELY NOTIFY THE PROJECT MANAGER IN THE EVENT THERE ARE ANY DISCREPANCIES BETWEEN SUCH CONTRACTOR. CONTRACTOR SHALL KEEP A "REDLINE" SET OF PLANS DOCUMENTING ALL SUCH AS -BUILT CONDITIONS AND THOSE SHOWN ON THE PLANS AND SPECIFICATIONS. REVISIONS. 7.IN THE EVENT THAT GRADING AS SHOWN ON THE PLANS IS NOT FEASIBLE, CONTRACTOR SHALL ADVISE THE PRO ECT MANAGER AND ENGINEER BEFORE FINAL GRADING COMPLETION FOR ADVICE AND CONSENT. VICINITY MAP SCALE: 1'k=500 FEET CONDITIONS SHEET 4 ---------- LAYOUT PLAN - UPPER BUILDING LEVEL SHEET 5 ---------- LAYOUT PLAN - GROUND LEVEL PARKING SHEET 6 ---------- UTILITIES PLAN SHEET 7 ---------- GRADING PLAN SHEET 8 ---------- LANDSCAPE PLAN SHEET 9 ---------- LANDSCAPE PLAN DETAILS SHEET 10 -------- PHOTOMETRIC PLAN SHEET 11 -------- PHOTOMETRIC PLAN DETAILS SHEET 12 -------- TYPICAL SECTION & TURN LANE WARRANT ANALYSIS SHEET 13 -------- SIGHT DISTANCE PLAN & PROFILE SHEET 14 -------- SEWER PROFILES & CALCULATIONS° STORM S SHEET 15 -------- SANITARY EER WATERLINESPROFILES YIF SHEET 16 -------- DETAILS SHEET SHEET 17 -------- DETAILS SHEET SHEET 18 -------- DETAILS SHEET SHEET 19 -------- DETAILS SHEET SHEET -------- FIRE TRUCK EXHIBIT II cr*cnin fa` TIP1G I! E: `! 1EP(`;iE-II4; IL i,Gi'`dTl. JE' E'XI`' TING" INDEX i,T-ifJTC>LJP ----- --- -- -;0 F'f 01'_'C"_E_D "C'O !Tc_UP 20 E; IS 111 FDGE_ t_)F P,�,`4r'EPr!EN l - -- L;= �I'- - - PF°OPOSEC EDGE OF PA' DvlEl l f -- `--- - Yr EX ;''L EXIS'TIN(J C!JPB AkID G(J, iE_R' P P CF l' :Y E D W ATEP Vr'\, L,,, E PRI:_;PC)'SED =..IP B A[dD U(JTTIER - �} F RL -I �,,i ROLL- Tt ir r r TPA!'v EFIOf! U - 1 `LOPES TO RE SEEDED, MULL IED Fr TACKED VEHICLE -`''J PER DA', COUNT 1,234 VPD PROPOSED ;l0R1,1 SEWER - EXIS 1 it I '- ;I`11 A i SEWEP - --- ?- -- - -- - - PRO `O SEG A 11 I /,F i' S! Vv'EF`' =- PPOPEPT`r" LINE EASEMENT LINE -- - I_•EN TERLIi'1E - - - L!I,'111IS C)F CLEAR!I',1C; ANEV C_P, CII ( EEXI'-I'TING SPOT ELE`,='ATl r') [,d +12.0 PPOPUSED S P(JT 'ELEVATION' +12.0 E'x'lS-Ilk!G TREE DRIP LINE EXl I IPli_' TREE ? E X. 15 (_),y,l. rr PHOPO'I"ED TREE GB DRAINAGE SYSTEMS 1. CONTRACTOR SHALL EXERCISE CARE, ESPECIALLY AT INTERSECTIONS AND GUTTER LINES, TO PROVIDE POSITIVE DRAINAGE. ANY AREAS WHERE WATER IS IMPOUNDED SHALL BE CORRECTED BY CONTRACTOR AT NO ADDITIONAL COST. POSITIVE DRAINAGE OF ALL ROADWAY AREAS TO THE STORM DRAIN INLETS OR OTHER ACCEPTABLE DRAINAGE CHANNELS AS NOTED ON THE PLANS IS REQUIRED. 2. CONTRACTOR SHALL MAINTAIN EXISTING STREAMS, DITCHES, DRAINAGE STRUCTURES, CULVERTS AND FLOWS AT ALL TIMES DURING THE WORK. CONTRACTOR SHALL PAY FOR ALL PERSONAL INJURY AND PROPERTY DAMAGE WHICH MAY OCCUR AS A RESULT OF FAILING TO MAINTAIN ADEQUATE DRAINAGE. 3. ALL PIPES, DI'S AND OTHER STRUCTURES SHALL BE INSPECTED BY THE PROJECT MANAGER BEFORE BEING BACKFILLED OR BURIED. THE PROJECT MANAGER MAY REQUIRE CONTRACTOR, AT NO ADDITIONAL COST TO UNCOVER AND RE-COVER SUCH STRUCTURES IF THEY HAVE BEEN BACKFILLED OR BURIED WITHOUT SUCH INSPECTION. 4. ALL CATCH BASINS ENCOMPASSED WITHIN NEW CONSTRUCTION SHALL BE CONVERTED TO DROP INLETS. 5.REMOVED PIPE SHALL BE THE PROPERTY OF CONTRACTOR UNLESS NEGOTIATED OTHERWISE BEFORE PROJECT BIDDING; AND IF NOT SALVAGED FOR RE -USE, SHALL BE DISPOSED OF LAWFULLY. 6. ALL STORM SEWER PIPE AND DROP INLETS SHALL BE CLEARED OF DEBRIS AND ERODED MATERIAL PRIOR TO FINAL ACCEPTANCE. 7. ALL STORM SEWER PIPE JOINTS SHALL BE SEATED AND SEALED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. 8. ALL EXISTING ROOF DRAINS AND OTHER DRAINAGE CONDUIT BLOCKED OR DISRUPTED FROM THEIR PRE -CONSTRUCTION DRAINAGE PATTERNS SHALL BE SHORTENED, EXTENDED OR OTHERWISE ROUTED USING MATERIALS APPROVED BY THE ENGINEER, AND IN SUCH A WAY THAT THE NEW DRAINAGE PATTERNS ARE ACCEPTABLE TO ENGINEER AND THE PROJECT MANAGER. EROSION CONTROL ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES -2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. ES -3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. EXI` -1 N'(; 'IA A.1-EF'L ' E 'Wl' TLE - -- -- -- P1 t_,PCi F_D W.4..TEPL lNE ori TEE NA _ EX:IS':TINCI FI`r'F H)DPANT r PROPO`)'EE} FIRE H (i)RA!`i E Yr E;{;IS T ilv(_? *'A T EP '/Al !E ---- �- --- P P CF l' :Y E D W ATEP Vr'\, L,,, E PAPP 1I`I(_.; Ii`dDIC 1(l.F) PROPO -IED G',1ATEF MEDN' �} E ;I`='Tlf`J(_ REDUCER -4"- PF0PU JED RE Ed 10ER 11-26-2018 PANIDI� F' PErIP NA r, 18.0505 DENOTE,--, L O I _lri 0 VDOT 17.0110 SHEET: OF 20 OTfi JDARF:,4idP r ONS RUC'TIOI,I PAPP 1I`I(_.; Ii`dDIC 1(l.F) INDICATE` ME NIJhv]BEP. OF TYPICAI- PARKING `,PAC;ES BEPICf lP"!Ak, 1 `LOPES TO RE SEEDED, MULL IED Fr TACKED VEHICLE -`''J PER DA', COUNT 1,234 VPD PROPO`'FD `_'I BEET I',!A1rIE FIROP"J: 'El, J'!GP`l -L,_ .r',Nl-AF"1NY!, HH( IDENTIFIEF --, `S7T10RM [DRAIN ` TRI.ICTURE IDENTIFIER ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN REVIEWING AUTHORITY. ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN REVIEWING AUTHORITY. ES -7: ALL DISTURBED ARES ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED. ES -8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH REPAIRS RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY P IRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. APPROVALS DATE PLANNING J ZONNING ENGINEERING COUNTY INFORMATION SERVICES COUNTY BUILDING OFFICIAL FIRE OFFICIAL VIRGINIA DEPARTMENT OF TRANSPORATION ALBEMARLE COUNTY SERVICE AUTHORITY THOMAS JEFFERSON FOUNDATION rm �w0 � �CNm �� agoE0 ob LL 'q OV Cc� W tJ 4 _j c\l cc cm 'K i 4 19 oa C\l W c1 q r 01400 u. ? it � °Cc �� a,1 Ln 0we 0rn .4 u d. It L1i Z w � a. 1 s t S I { ! I ! I , I 4 I 1 I I z o W ! I 4 { I I s i I j I t � 1 i I , p t i w l s Q � 1 I I E I I o I z ci O- ) ;/ r+ 11 f 26/1018 Jimmy L. Taggart L c. No. 22841 ww� 0���,YpDNAL� V1 0 z F' CC Z > < W Z c\j d X W m J CL E-4 IL W W0 � 0 w z .� 0 C) Z u) (.) C-) (L < fi >-- L W > tr DATE: 11-26-2018 SCALE: NA JOB: 18.0505 FILE: 17.0110 SHEET: OF 20 � � H ;1, N /!11 /26/hl 8 Jimmy L. Taggart Uc. No. 228}1 G DATE: 111-26-2018 SCALE: 1":50' JOB: 18.0505 FILE: 17.0110 SHEET: OF 20 4 Lu ■ i t f L DATE: 111-26-2018 SCALE: 1":50' JOB: 18.0505 FILE: 17.0110 SHEET: OF 20 4 M�N 0001 Ni d qk9ki ry i� sjf� X 13.308 AC. ZZ -1 M: . ......... Xx% . . .. . X f. M�l I F* :xxx X,j J, 1. Qs xxx:l ::1:1 � :: :1 -1; : -::: :; 1 IXXX�j :IX:: 0: 11-26-2018 SCALE: "S JOB: 18.0505 FILE: 17.0110 SHEET: 3 OF Pfl 01 Z C4 U) CD Z) 0) M cq.e cm 4 ago 4 M�N 0001 Ni d qk9ki ry i� sjf� X 13.308 AC. ZZ -1 M: . ......... Xx% . . .. . X f. M�l I F* :xxx X,j J, 1. Qs xxx:l ::1:1 � :: :1 -1; : -::: :; 1 IXXX�j :IX:: 0: Z 0 11-26-2018 SCALE: 1 ":39 JOB: 18.0505 FILE: 17.0110 SHEET: 3 OF Pfl 01 Z C4 U) CD Z) 0) M cq.e cm < 25 ago M fx 0) V� 0 > LL -Z 4K cc uj w -1 CO) 00 rc 5; W w • cq -4 Er 04 W4- < 141, 0 IA. 7z M a 0. Lu 0 LJL ft LU C) 04 M 9 z 0 W• .0 co w z 0 A Z 0 op Q /li/26/ 018 Jimmy L. Taggart Lic. No. 22841 xv 0 IONAL 51 U) 0CL z a: Z > W c) _j Ir z C\l < :E W -j 2 LU Z n w 0 < LL L— cc) c/) z C) 0 > z z w > r cr DATE: 11-26-2018 SCALE: 1 ":39 JOB: 18.0505 FILE: 17.0110 SHEET: 3 OF Pfl C; Z op Q /li/26/ 018 Jimmy L. Taggart Lic. No. 22841 xv 0 IONAL 51 U) 0CL z a: Z > W c) _j Ir z C\l < :E W -j 2 LU Z n w 0 < LL L— cc) c/) z C) 0 > z z w > r cr DATE: 11-26-2018 SCALE: 1 ":39 JOB: 18.0505 FILE: 17.0110 SHEET: 3 OF Pfl u 0 <* c\1 cl) co (3) M c*4 04 < 20 u 5; 0 - LZL — co) cn 5; W IK LOccq cm ao: o 0 U - it cc -j CL ku W Lo csj P 0 wz 0 cr) Z w w z 0 Uzi LLJ t'vTR op p L) Jimmy L. Taggart Utc. No, A 22841 ;p OA I (D U) 0- 0 z F- IRD z 1.4 < W 0- 0 Z w () -i pq :D fr < CL., LL W 0 0 U) CO Z 0 < < — 2 E-1 Z (1) () tz:) < C) U) > z z w § DATE: 11-26-2018 SCALE: V:30' JOB: 18.0505 FILE: 17.0110 SHEET: 4 OF 20 uj Q t3 9 It N /11/26/2018 Jimmy L. Taggart Lic. No. 'd, 22841 4.W �-,Ys10NAL -I y DATE: 11-26-2018 SCALE: 1":30' JOB: 18.0505 FILE: 17.0110 SHEET: OF 20 F 11 %26/Za18 Jimmy L. Taggart Lio. No. 22841 02PA _S,�1V4 vlval Af 60 90 30 0 30 M: t SCALE: 1"=30' n; DATE: (11) SERVICEBERRY TREES �t 7 (19) ELM TREES 1 f 17.0110 SHEET: r` • (2) BIRCH TREES (24) SCREENING TREES (7) CREPE MYRTLE TREES (33) SHRUB MIX Af 60 90 30 0 30 M: t SCALE: 1"=30' n; DATE: 11-26-2018 SCALE: 1 ",30` JOB: 18.0505 FILE: 17.0110 SHEET: OF20J r, REINFORCED RUBBER — HOSE, ARBOR TAPE, OR NYLON WEBBING 2"X2" HARDWOOD STAKES PRUNE DEAD OR DAMAGED BRANCHES. DO NOT PRUNE CENTRAL LEADER. j `1, -~---REINFORCED RUBBER HOSE, ARBOR TAPE, OR NYLON WEBBING 2X2 HARDWOOD STAKE PLACE TOP OF ROOT BALL SLIGHTLY ABOVE GRADE. SHREDDED HARDWOOD MULCH IMIN. 4" DEPTH (DO NO MULCH AGAINST TRUNK OF TREE) EARTH BERM AROUND BED REMOVE STRINGS, WIRE, BURLAP Y� /~ 1 t/ FROM TOP 1/3 OF BALL """PLANT ON UNDISTURBED SOIL FENCING AND ARMORING ;X DRIP LINE (v, jl t SNOW FENCE \ v ( I€ III! III' Ni lair t ' I' I III � iii, I II i I!Ij�! 054 01 . BOARD FENCEtaw1 F� CORD FENCE �1 PLASTIC FENCE CORRECT METHODS OF TREE FENCING -,,,I 1, CORRECT TRUNK ARMORING 8 TRIANGULAR BOARD FENCE Source: Va. DSCW Plots 3.38-2 GENERAL NOTES & MINIMUM STANDARDS 1. TREES SHOWN HEREON WERE SELECTED FROM ALBEMARLE COUNTY'S RECOMMENDED PLANT LIST. SUBSTITUTIONS MUST BE APPROVED BY THE ALBEMARLE COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT AND THE LANDSCAPE ARCHITECT. 2. ALL PLANT MATERIAL QUANTITY COUNTS ON THE PLAN ARE THE RESPONSIBILITY OF THE CONTRACTOR. 3. PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL BE VERIFIED PRIOR TO BIDDING. TREES SHALL BE 1.5" MINIMUM CALIPER MEASURED 6" ABOVE GROUND LEVEL WHEN PLANTED. 4. NO CHANGES TO PLANT SCHEDULE UNLESS FIRST APPROVED BY THE LANDSCAPE ARCHITECT AND THE OWNER. 5. TIMING OF INSTALLATION: ALL LANDSCAPING SHALL BE INSTALLED BY THE FIRST PLANTING SEASON FOLLOWING THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY WITHIN THE DEVELOPMENT, OR PHASE THEREOF. 6. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATION OF THE AMERICAN ASSOCIATION OF NURSERYMEN. PLANTING SHALL BE DONE IN ACCORDANCE WITH EITHER THE STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY ADOPTED BY THE VIRGINIA NURSERYMEN'S ASSOCIATION, THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS OR THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, OR THE ROAD AND BRIDGE SPECIFICATIONS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION. 7. CONTRACTOR SHALL ASCERTAIN LOCATION OF ALL UTILITIES PRIOR TO EXCAVATION. PRIOR TO COMMENCING ANY WORK, CONTACT "MISS UTILITY" AT 1-800-552-7001. 8. ALL PLANT MATERIAL TO BE GUARANTEED DURING INSTALLATION AND UNTIL FINAL PROJECT ACCEPTANCE. ANY PLANT MATERIAL WHICH DIES, IS DAMAGED OR DISEASED, OR IS UNHEALTHY AND IN UNSIGHTLY CONDITION, OR OTHER CAUSES DUE TO CONTRACTOR'S NEGLIGENCE SHALL BE REPLACED IMMEDIATELY AT THE CONTRACTOR'S EXPENSE. 9. MAINTAINING AND REPLACING STREET TREES: ALL STREET TREES SHALL BE MAINTAINED IN A HEALTHY CONDITION BY THE HOMEOWNER'S ASSOCIATION AND REPLACED WHEN NECESSARY. REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED PLAN. 10. MAINTENANCE OF ALL TREES SHALL BE THE RESPONSIBILITY OF THE HOMEOWNER'S ASSOCIATION. 11. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT MATURE HEIGHT. THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT. PLANT SCHEDULE Cultivar Symbol Evergreen Deciduous Form Mature Size Min. Plant Size Spacing Canopy Total Canop HardinessZone # Latin Name Common Name TREES 6 Amelanchier canadensis Serviceberry White Pillar Ac X- Shade X- Sun 17,0110 25' H x 15'VV 6'- 7' B&B ASOP 130 780 4 to 9 2 Betula nigra Clump RNer Birch Heritage Bn X- Shade X- Sun Multi -stem 40' H x 30'VV 10'- 12' B&B ASOP 397 794 4 to 9 6 Chionanthus retusus Chinese Fringe Tree Serrulatus Cr X- Sun X - Sun Compact 35'H x 25W 6'- 7' B&B ASOP 92 552 5 to 9 7 Lagerstromia indica x White Crape Myrtle Natchez Li X- Sun X- Sun Multi -stem 20' H x 20' W 6'- 7' B&B ASOP 77 539 6 to 9 2 Magnolia virginiana Sweetbay Magnolia Moongfow My Semi - Sun Dwarf 16'H x 12'W 6'- 7' B&B ASOP 113 226 5 to 9 19 Ulmus parvifolia Lacebark Elm Alfee Up Semi - Sun X- Sun Vase 50'H x 35W 1.5" - 1.75" Cal. ASOP 366 6,954 5 to 9 11 Ulmus parvifolia Lacebark Elm Alfee Ec X- Sun Vase 50'H x 35W 3.5" Cal. 15u O.C. 4831 5,31315 to 9 lqI-Ipl IRS 2 Aucuba japonica Japanese Aucuba Rozannie Aj X- Shade FILE: 17,0110 4'H x 4'W 18" - 30" H ASOP 20 40 6 to 10 2 Daphne odora Fragrant Daphne Aureo-marginata Do X- Shade Variegated 4'H x 4'W 18" - 30" H ASOP 10 20 7 to 9 11 Ilex glabra Inkberry Shamrock Ig X- Sun Compact 3'H x 5'W 18" - 30" H ASOP 23 253 5 to 9 6 Myrica (Morella) pumila Dwarf So. Wax Myrtle Mp X- Sun Dwarf 2' H x 3'VV 18" - 30" H ASOP 44 264 7 to 9 11 Prunus laurocerasus Dwarf English Laurel Mount Vemon PI X- Any Dwarf 2'H x 5' VV 18" - 30" H ASOP 10 110 6 to 9 2 Viburnum utile x burkw. Conoy Viburnum Conoy Vu Semi - Sun 6'H x 8'W 18" - 30" H ASOP 18 36 6 to 8 SCREENING 24 Osmanthus x fartunei Fortune's Osmanthus Fortune Of X -Any 20' H x 20' W 18" x 30" H 15' O.C. 99 237617 to 10 TOTAL 1 182571 sf STREET TREE CALCULATIONS SOUTH PANTOPS DRIVE — LACEBARK ELM 564 LINEAR FEET OF ROAD FRONTAGE 9 1 TREE f 50 LINEAR FEET = 11 STREET TREES REQUIRED 11 STREET TREES PRC?WDED LANDSCAPING REQUIREMENTS FOR PARKING LOT PER Z.O. 332.7.9.6: MINIMUM LANDSCAPING STANDARDS: 5% OF PAVED PARKING AND VEHICULAR CIRCULATION AREA SHALL BE LANDSCAPED. AREA BETWEEN BUILDING AND PARKING NOT BE COUNTED. TOTAL PROPOSED PARKING AREA 44,979.70 SF (1.03 ACRES) REQUIRED PARKING PLANTING AREA: 5% OF 44,979.70 = 2,248.99 SF (0.05 ACRES) PLANTING AREA PROVIDED: 4,551.47 (0.10 ACRES) PARKING LOT TREE REQUIREMENTS REQUIREMENT: 1 TREE PER 10 SPACES SURFACE SPACES PROVIDED:123 SPACES TREES REQUIRED: 12.3 TREES PROVIDED: 16 TREE CANOPY CALCULATIONS PER Z.O. 32.7.9.8.(x).3: REQUIRED MINIMUM TREE CANOPY = 15% GROSS SITE AREA: 15 % OF SITE AREA: 13.31 ACRES 2 ACRES (86967.54 sf) EXISTING FOREST SPACE TO REMAIN ON PRESERVED SLOPES: 9.52 ACRES CANOPY BONUS: 9.52 ACRES * 1.25 = 11.9 ACRES PROPOSED TREE CANOPY: 12,544 SF (0.29 ACRES) TOTAL TREE CANOPY PROVIDED: 12.19 ACRES LANDSCAPING NOTE: ALL EXISTING LANDSCAPING ON THE PRESERVED SLOPE IS A MIX OF DECIDUOUS, EVERGREEN AND CONIFEROUS TREES. l J DATE: 11-26-2018 SCALE: NA JOB: 18.0506 FILE: 17,0110 SHEET: {3i= 20 7Aito F.... '12 7A a Q CID 04 CLI GENERAL PHOTOMETRIC 0 SCHEDULE 446 AVERAGE FOOTCANDLES 2.22 MAXIMUM FOOTCANDLES 37,3 MINIMUM FOOTCANDLES 0.0 < 20 ;t I MINIMUM TO MAXIMUM FC 0.00 RATIO 0 LZL MAXIMUM TO MINIMUM FC 37.28 f 0.00 W RATIO AVERAGE TO MINIMUM FC 2.22 0.00 1 RATIO 0 446 cq CD 0) cm fn N < 20 ;t 0 LZL cc tu W uj Cie "K C\l Er cm < U) a It 00) tu C) 8 CO rr A. uj LL C4 co 'K Lu LO com C) z 0 W 2 T Z 0) w Z41 z (L nj 9 ,�Llf H op Jimmy L. Taggart Ulc. No. 22841 x "IOKAL li (DATE: 11-26-2018 SCALE: 1 '30, HEET: OF 20 1 A Ir - VARIABLE WIDTH R -O -W POINT OF FTNTRHFn a TYPICAL PAVEMENT SECTION VISTAS WAY Right Turn Warrant Chart MSG- South Pantops Vistas 4 -May -18 tett � t� 1 # Ii �4 tID rF i 14N L,�#'+,t TAPER Zac�i►RD mail, i 34 VPH ae� Right Turn 60 TAPER REQUIREDa '$ 40 K I= [OR TAPERS REQT IRE:ti 100 200 300 400 ; spo 640 foo PHV APPF40AICHITOTAL, VfEHIGLF8 PER Flo Vtt4 Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivaient) 415.6 Peak (VPH) 34 Advancing Vol. PROPERTY LINE PROPOSED RIGHT-OF-WAY DEDICATION (WIDTH VARIES) * PROPOSED PROPOSED '_. 2 5' GUARDRAIL CONC. SIDEWALK (SEE PLAN FOR SI TE LOCATION) 0.5' TYP. PROPOSED ` 2.0% PROPOSED WALL AS ... (�( NEEDED (SEE PLAN �__ FOR LOCATION) RIGHT—OF—WAY VARIES PROPOSED 12' RIGHT TURN LANE MATCH EXISTING CROSS SLOPE PROPOSED EXISTING EDGE GRADE--- --- — - — — OF PAVEMENT — — — — — — EXISTING GRADE,t,f� MATCH EXISTING — * DIMENSION IS 1' WHERE PAVEMENT SECTION THERE IS NO GUARDRAIL yy Traffic Calculations Proposed Use: Three Residential Apartment buildings, 44 one -bedroom and 100 two-bedroom buildings = 144 total units. On South Pantops Drive - Urban collector. Design speed: 35 mph Trip Generations ITE CODE: Low Rise Apartment (221) ■ Weekday = 6.59 veh/DU/day ■ AM Peak hour= 0.46 ■ PM Peak hour= 0.58 ■ AM in = 21% ■ AM out = 79°% ■ PM in = 63% ■ PM out = 37% • Total Generated Trips: ■ Daily = 6.59 x 144 units = 949 VPD ■ AMPeak hour =0.46x144=66 VPD ■ PM Peak hour = 0.58 x 144 = 84 VPD ■ AM in = 21% x AM Peak hour = 21% x 66 VPD = 14 VPD ■ AM out = 79% x AM Peak hour = 79% x 66 VPD = 52 VPD ■ PM in = 63% x PM Peak hour = 63% x 84 VPD = 53 VPD ■ PM out = 37% PM Peak hour = 37°% x 84 VPD = 31 VPD Estimated Traffic Splits leaving The Vistas ■ Eastbound: 62°% Right towards State Farm (Estimated mimicking traffic on Richmond Road) ■ Total VPD = 621'4 x 949 VPD = 588 VPD ■ PM Peak Trips = 62°% x 84 = 52 VPD ■ PM In = 62% x 53 VPD = 33 VPD ■ PM Out = 62% x 31 = 19 VPD ■ Westbound: 38% Left towards Riverbend Road (Estimated mimicking traffic on Richmond Road) ■ Total VPD = 38°% x 949 VPD = 361 VPD ■ PM Peak Trips = 38% x 84 = 32 VPD ■ PM In=38%x53 VPD =20 VPD ■ PM Out = 38% x 31 = 12 VPD ■ Truck Volume: 1°% (Estimated - residential community) Existing; Traffic on South Pantops Road ■ AADT = 7270 VPD (2018 VDQT study - 6849, plus 1% population growth until 2024) ■ 2&4 Tire vehicles = 99% = 7197.3 VPD ■ Directional Factor (D) = 0.62 = 4507 VPD in Eastbound direction (mimic Richmond Road) ■ Eastbound is "Opposing" direction for left turn analysis study EXISTING ROAD 24' CURB TO EP AS ATL[ P A NTOPS' DRIVE ( 6849 VD P) TYPICAL ROAD �:�F�USS '-DECTIu"N NOT TO SOLE TURN LANE WARRAINT AT,4ALYI1c.' ■ Peak Hour Factor (K) - 0.0922 = 670 VPH (mimic Richmond Road) Left Turn Analysis ■ Westbound is Advancing direction ■ Design speed = 35 mph ■ AADT = 7270 (see above) ■ Peak. Hour (K) = 0.0922 (see above) ■ Peak Hour volume = AADT x K = 7270 x 0.0922 = 670 ■ Advancing Directional Factor (D) = 0.380 = Percentage approaching site in direction requiring left turn into site ■ Advancing Volume = AADT x K x D = 7270 x 0.0922 x 0.38 = 255 VPD ■ Opposing Directional Factor (D) = 0.62 = Percentage approaching site in direction requiring right turn into site ■ Opposing Volume = AADT x K x D = 7270 x 0.0922 x 0.62 = 416 VPD ■ Left Turn % = 20/255 = 8°% Left Turn Conclusion Using 411.5 VPD opposing volume, and 20 peak PM In Westbound traffic; an advancing volume of 380 VPH is the warrant figure requiring a left turn lane. Therefore, no left turn lane is required. (Ref. VDQT Table 3-1, adapted from 2011 AASHTO Green Book, Chapter 9, Section 9.7.3, Page 9-132, Table 9-23) Right Turn Analysis ■ Eastbound is Advancing direction ■ PHV Approach Total = 416 Peak hour volume approaching site in direction requiring right turn into site ■ PHV Right Turn Volume = 34 (PM -In trips from advancing direction, see above) Right Turn Conclusion Using 416 VPD approach volume, and 34 Right turns into site, right taper is required. (Ref. VDQT, see chart) Sight Distances: Source: VDTO Access Management regulations, Appendix F, Table 2-2 Posted Speed = 35 mph Intersectional sight distance He = 3.5 feet, Ho = 3.5 feet Available SDR = 400 feet (estimated) Available SDL = 400 feet (estimated) Required SD = 390 feet (Source: VDQT Access Management regulations, Appendix F, Table 2-7) Intersectional SDR is OKI Intersectional SDLR is OKI EXISTING GRADE EXISTING -.�-- 5' — CONC. SIDEWALK CG -6 r WARRANTS FOR LEFT TURN LANES ON TWO-LANE HIGHWAYS TABLE 3-1 Source: Adapted from 2091 AASHTO Green Book, Chapter 9, Section 9.7.3, Page 9-132, Table 9-23 ' USE DESIIGN SPEED IF AVAILABLE, IF NOT USE LEGAL SPEED LIMIT. TURN LANE WARRANT CONCLUSIONS: 1. NO LEFT TURN LANE OR TAPER REQUIRED. 2. RIGHT TURN LANE REQUIRED - WILL BE PROVIDED * Rev. 7114 F-59 OPPOSING VOLUME (VPH) -----------------1 -------------- - ADVANCING LEFT -TURN VOLUME (VPH) VOLUME (VPH) Example: Two-lane highway with 40 -MPH operating speed Opposing Volume (VPH) - 600 Advancing Volume (VPH) - 440 Left -Turn Volume (VPH) - 44 or 10% of Advancing Volume With opposing volume (VPH) of 600 and 10% of advancing volume (VPH) making left turns, and advancing volume (VPH) of 305 or more will warrant a left -turn lane. When the Average Running Speed on an existing facility is available, the corresponding Design Speed may be obtained from Appeltllx A Secfcn A 1 - lu z O tz U V) w im W Ci tyTFi OF ;000 �� �C- /11 f 26 f 2418 ,Jimmy L. Taggart Lic. No. 22841 �4 10NAL ADVANCING VOLUME VPH N.A OPPOSING 18.0505 VOLUME 5% � 10% 20io 30% LEFT TURNS ;LEFT TURNS LEFT TURNS LEFT TURNS , U -MPH DSIGN SPEED* 800 330 240 1 1 180 160 600 410 305 225 200 1i0::0:___'510 275 245 200 640 470 350 305 100 720 515 390 340 50 -MPH DESIGN SPEED' 800 280 210 165 135 600 350 280 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60 -MPH DESIGN SPEED* 804 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 TABLE 3-1 Source: Adapted from 2091 AASHTO Green Book, Chapter 9, Section 9.7.3, Page 9-132, Table 9-23 ' USE DESIIGN SPEED IF AVAILABLE, IF NOT USE LEGAL SPEED LIMIT. TURN LANE WARRANT CONCLUSIONS: 1. NO LEFT TURN LANE OR TAPER REQUIRED. 2. RIGHT TURN LANE REQUIRED - WILL BE PROVIDED * Rev. 7114 F-59 OPPOSING VOLUME (VPH) -----------------1 -------------- - ADVANCING LEFT -TURN VOLUME (VPH) VOLUME (VPH) Example: Two-lane highway with 40 -MPH operating speed Opposing Volume (VPH) - 600 Advancing Volume (VPH) - 440 Left -Turn Volume (VPH) - 44 or 10% of Advancing Volume With opposing volume (VPH) of 600 and 10% of advancing volume (VPH) making left turns, and advancing volume (VPH) of 305 or more will warrant a left -turn lane. When the Average Running Speed on an existing facility is available, the corresponding Design Speed may be obtained from Appeltllx A Secfcn A 1 - lu z O tz U V) w im W Ci tyTFi OF ;000 �� �C- /11 f 26 f 2418 ,Jimmy L. Taggart Lic. 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I. 11 11.,1111_. 99.11...._ -11... _.-.. -_-._-- _ 1111._ - - _ .._ __1111 __ . _ _ 1111 , .._. _ ....11 .11 - . _ , 1111..-1111... 11l 1111._._ 1111.. _...._ ....1191. . _�_ -- .. _1111___ 11 .11.11.11_ _ 1111..._.111111_.11.. __........-- ..... ........._.,........11 .. -._1111. 11 ----- _....__1111.... ......_... _. - 11.11. _ . .. __.11.11 _ 9 9'' ;111.1 1111 _.1111._... _ 11 11 - 9 -11-.1 _..1111. 1111.,_..1111._ 1111_ 1 -----11r1 -- ----.1111. 1111._._1111.. _ 1111,1111.. _ _ 1111 1111.___ 1111. _-1111._ 1111_.,_._ _ I -11_-._ -I.._... 1111_.-...._. -111..1.._. 1111.1111_ 1111_ __. _ ___..._. 1111 1111 _ _- _ __ 1111' _ z ...._. 1111..... .111.1---.11 ,1111._. .1111_.-._-91-rI-I 1111... 1111..._ i ' f... l.---- - _ .. _ --- C.._ 1111._.. 1111__ 1111_ 1111. 1111._ -- _ ---- 11 _ ._.._..,..... .--..I 1111,._ .. 1111 _... .1111-1111..... 1111.-11!11_...-11'- 11 11_.,_.. _..._.._..-- 1111 1111 + ......__. _-1111._ 1111 ._..._..... 1111. 1111. 1111 1111.. a 1111... .'_..-1111..._. ._1111 ..........._..1111 . ............._-1--111...._. ........ ........... 1111-_._..,..,.. .-,_-11.11. . }_.-.19.11... . -__........--'-.-'--'1.111 _ - -r -11.11..-_,.911111 1111 1111_.._--_ . ....._. .'._._... ._ 1111._.- ---- .....I—.-. --1.1-- .91....1111 1111..__. ..-..-.-'- _.. ...........-..1111......_._... 1111'1_111_. 11'----- - -- ...,_...._.- _ ....... 111..__. _ 1111.__.-1111. _...__....,. .-.-..._.' I11... ---"-"-'--- 1r--__._..- 1111.1111.._.-. _._._..,...1111_ -._......_._._...._...._....-. 1111..11111111.. ........ ...--..1111... .._...---- ,.._ ....__,_...._.. . 1111._._.. _.--- ._.. 11.11...------ ,1111..-.---. 1111.._.,-1111.. _ ._......,. -_ _.__._._.__.._.. 1111 _-..._,_.__..,.1111.. e 1111 .. ..............9,--.11:-1111._1111 ...___...._ 1111. 1111.__.. _ -1111.1111___ -1111......., _ .__.....__. 1111 1111... _ 1111 1111._ 1111 1111. ,. 1111..1111_- .._............... _.__.... __.._.... _ ...,_...__......_.. 1111._..- �. ..:_-- ,_...,._...__.. ......................... 1111....1111.__ . ,.___..__.._..... ........._ A 1111_ 1111 1111.. .._.-- __....._._... ...._...1111.. 1111., ._.._ -1111_....1111_ 1111.._,_1111.. 1111__. 1111. 1111_..._ ., .- ._...1111_ .._._.._.._ ...__--- 1111_,.-..9111.,...-_11_.11--- 1111_-,.,_...__... .-._....._._.._..-..�.... , 11__.-.._-_ ,..._......._.._ ...._..,...._.... .._ . _ ....._ --.11.11-. ._..._.......... .__...._.. 1111_.._ . ._1..._...._-. 9..1.91.,._ 1111,..-_-1111....... 1111. 1111.. 1111--I r , ........_.._. ..........._. _ 1111-1111..._ _11_11_.._ 1111 11_11..1111._. _........__.. -.._...._. .-....,._.-. 1111._._ .-...,,.._... 1111..1111_ ._...._. 11111111_1111_ ..,.._.._, -11111111_.. 1111 A Y - ..__....._. ...__.._..-_ _..__.._............... 1111 ' 1111._.. _........ 1111_. 1111. 1111. 1111.... 1111.... 1111. ,. 1111__ 1111- 1111_ _ 1111-._ 1111 1111. _.....__..1111... 1111-. I 1111_ ._..... _ -._....___1111 1111 1111.1111__ 1111__ 1111 ...__...._.. 1111. -1111_`1111.. 1111._._ ___..... ........_ 1111._._ 1111 1111..... 1111.. 1111. 1111_... 1111. .........__.. 1111,. 1111.._.. _._.._.,_, 1111 1111.,._. ., 1111-.__ 11111111.1111_. _ 1111,_..._...,___ _..._._. ..__ 1111 1111_..._... _ _-._ 1111...__ ..._._..,. _._.._.,.._ __.._..__.. ._.._.... _1111_..1111. 11111111_.1111.. 1111_.._. ., 1111..... 1111 1111..._. _1111 _ 11' _ - -1111._.. C ......._..._ 1111.. 1111 -1111_ _.....__._ ___.__ _ 1111..-_ .._ 111 .1_.-1111.__.. ...__..__._.. __...._...__.11 .k........_ . _._._._._-1111 1111 1111... 1111 1111.._ _ . - - I . - _ _ . _ _ _ __11. ._ __. .- ._ 1111. -1111.... 1111. 1111._._,-_ 1111.,. 1111 1111_..1111... �. 1111 .I11 .1111._ _... _ 1, 111 -.11.. - 9 -..- _ 11.11 111 1_ 11.11.... _ - -. .11 - -- -- - --- 1111... 1111. ' __........_.__. 1111__. 1111__._ L 1111_..._ 1111. 1111.. _ --.1111.__ _ i_.... .. 11 _. _ _ -..-. __ 1111... _� 1111.._ 1111._.. 1111..-_ 1 1111_1111 ..._1111.__., _9119,1111.. _. __.._,. . Y 11111111.._ _ 11 I 11 1111.. _ 1111 1111_..__ 9,. 1111_ 1111..._. -- _1... - _.1191,, - .,- .... ,1111._.. .911_ 18+00 19+00 20+00 21+00 SIGHT DISTANCE PROFILE VERTICAL SCALE: 1" 20' HORIZONTAL SCALE: 1"-60' 470 465 460 455 450 445 440 435 430 425 420 415 410 405 400 395 390 385 380 StGHT DISTANCE PLAN VIEW =MMEMEMEMEME, 1 •t •t orl M • F 0- E L.3 Ln W 0 3 A710, le F 0%1� llloNl VIA uJ s -1 i /26C018l_ // ` '; Jimmy L. TaggaR Lic. Na. .6 22841 X147 ir 's Cs1+ TONAL L� I DATE: ___ll 11-26-201$ SCALE: N.A JOB: 18.0505 FILE: 17.0110 +1 OF 20 t IL t M ii •■ .'n ti LL "4 y 01 i cj) F5 5; Z'i1 w < � > 1 I - I -r fr� �_ I I DATE: ___ll 11-26-201$ SCALE: N.A JOB: 18.0505 FILE: 17.0110 SHEET: OF 20 IYAO K�l 10 140C 1 13 95 1390 1385 i i380 1375 1 1370 665 1 1360 9+7510+00 410 405 400 395 390 385 380 375 370 365 360 1 11+00 11+50 STORM SEWER PROFILE (5B -5) Iloriz. Scale: C=50" Vert. Scale: 1`�10" 420 41 M Hsi F - 39. 391 1=11 3 7! 37( Inlet Inlet Roadway Road -way 6B Gutter Peak Peak Peak 5 7 CID Max Max Reported TYPE Location Longitudinal Slope Cross Manning's Cross Slope Roughness Slope Width Depression Flow Lateral Flow Flow --- Inflow Intercepted Bypassing Efficiency- Spread Spread Water Depth during during CID Flow Velocity Time Flow DesignFlow FlowDepth/ Flow Condition Capacity Ratio Total Depth Depth Raticf-- m�j FxStrml Fx RCP Pipe(10-9) HDPE ExSDMH 10 10 9 56.73 33.93 U (ft) 410.44 403.51 by Inlet Inlet -during Peak Flow DO - Peak Flow Peak Flow 1 05 D13 -C j (ft/ft) N/A (ft/ft) 0.0500 (ft/ft) 0.0130--- 0.0800 C) (inches) 2.0000 (cfs) 1.10 4C (cfs) N/A (cfs) N/A N N/A (ft) 7,00 (ft) 173 fft) 0.35 2 7 -PROPaED On Sag G ADE 0.0500 �CD 1.00 2.0000 64 0.64 O�64 'EXIS *G GRAIDE- N/A 5 1,85 - 0.22 3 8 D13 -C On Sag N/A 0.0500 0.0130 0.0800 1,00 2.0000 N-1 EAS-1­11413,GRAD& N/A N/A N/A GRADE' 4.96 115" H 4 10 D13 -C On Grade 0,0700 0.0200 0.0130 0,0800 ].,'PROPOSEU ......... .. F-7 0,28 D'P' E, i 1-747-- PE 97.35' 7.00 1.56 0.06 51 11 D17 L 0.0700 OMDO-M130 0.0800 1.00 2.0000 -1.74- 89. B6 N- - -1 0.61 0.55 0.06 90.75 7.00 3.03 0.12 61 5A D13 -C J- N/A 0.0500 0.0130 0.0800 1.00 2.0000 2.45 2.45 H GL N/A N/A 7.00 5.28 0.46 1 71 5B < On Sag N/A 0.0550 0.0130 0.0200 8" 1 IDPE 0 0.5 0.52 O�52 N/A N/A N/A 7.00 1.38 0� 16 81 6A D13 -C On Sag N/A 0,0500 0.0130 0,0800 1,00 10000 0.78 0,78 N/A N/A N/A 7.00 E) -C)- L0 9 I co 3 N/A 0.0500 0�0130 0.0800 Ili 0j -00 L 00 4D 00 n- 1,09 1.08 n N/A Cj 7,00 3.05 Co 00" J 6C 2 3 4 6 9 pe) On Sag N/A, N/A N/A N/A N/A N/A N/A N/A N/A N/A� N/A 0-0500 N/A N/A N/A N/A N/A + 1-00 N/A N/A N/A. N I /A 2.0000 -- N/A N/A N/A _7N/A N/A 1.12 N/A N/A N/A N/A N/A 04 Ff N/A N/A N/A N/A N/A -N/Aj:7N N/A N/A N/A N/A N/A A 7�00 7.DO 7.00 TOO 7.00 0) Q) N 0.36 0.28 0 K 0.62 Calculated 0.5 1 4 Icu t d :3 ( n z Z -Z 0 >>, --1 Lo - If U dz: Z) 5 --F 0, LO "qr LO CYI) C6 >-> > 00 1- 00 M ce) CY) CY) CY) 9+7510+00 410 405 400 395 390 385 380 375 370 365 360 1 11+00 11+50 STORM SEWER PROFILE (5B -5) Iloriz. Scale: C=50" Vert. Scale: 1`�10" 420 41 M Hsi F - 39. 391 1=11 3 7! 37( 9+ (bi U+UU 11+00 STORM SEWER PROFILE (6C ---, 6) floriz. Scale� 1"�50'7 Vert. S�cale: I`10" 420 415 410 405 400 395 390 385 380 375 370 12+002+25 !1 Inlet Inlet Roadway Road -way 6B Gutter Peak Peak Peak 5 7 CID Max Max Reported TYPE Location Longitudinal Slope Cross Manning's Cross Slope Roughness Slope Width Depression Flow Lateral Flow Flow --- Inflow Intercepted Bypassing Efficiency- Spread Spread Water Depth during during r-, Flow Velocity Time Flow DesignFlow FlowDepth/ Flow Condition Capacity Ratio Total Depth Depth Raticf-- m�j FxStrml Fx RCP Pipe(10-9) HDPE ExSDMH 10 10 9 56.73 33.93 41033 410.07 (ft) 410.44 403.51 by Inlet Inlet -during Peak Flow (cfs) 2.85 3.96 Peak Flow Peak Flow 1 5 D13 -C On Sagi (ft/ft) N/A (ft/ft) 0.0500 (ft/ft) 0.0130--- 0.0800 (ft) 1.00 (inches) 2.0000 (cfs) 1.10 4C (cfs) N/A (cfs) N/A N N/A (ft) 7,00 (ft) 173 fft) 0.35 2 7 D13 -C On Sag N/A 0.0500 �CD 1.00 2.0000 64 0.64 O�64 N/A N/A N/A 5 1,85 - 0.22 3 8 D13 -C On Sag N/A 0.0500 0.0130 0.0800 1,00 2.0000 2,23 EAS-1­11413,GRAD& N/A N/A N/A GRADE' 4.96 115" H 4 10 D13 -C On Grade 0,0700 0.0200 0.0130 0,0800 ].,'PROPOSEU ......... .. 1 2.0000 0,28 D'P' E, 0.27 0.01 97.35' 7.00 1.56 0.06 51 11 D17 On Grade 0.0700 OMDO-M130 0.0800 1.00 2.0000 -1.74- 89. B6 N- - -1 0.61 0.55 0.06 90.75 7.00 3.03 0.12 61 5A D13 -C J- N/A 0.0500 0.0130 0.0800 1.00 2.0000 2.45 2.45 H GL N/A N/A 7.00 5.28 0.46 1 71 5B _D13 -C On Sag N/A 0.0550 0.0130 0.0200 8" 1 IDPE 0 0.5 0.52 O�52 N/A N/A N/A 7.00 1.38 0� 16 81 6A D13 -C On Sag N/A 0,0500 0.0130 0,0800 1,00 10000 0.78 0,78 N/A N/A N/A 7.00 E) -C)- O�27 9 6B D13 -C 3 N/A 0.0500 0�0130 0.0800 1,00 2-0000 1,09 1.08 N/A N/A Cj 7,00 3.05 r-, 10 10 10 lol 101 6C 2 3 4 6 9 D13 -C MH MH MH MH On Sag N/A, N/A N/A N/A N/A N/A N/A N/A N/A N/A� N/A 0-0500 N/A N/A N/A N/A N/A 0-0130 0,0800 N/A - N/A N/A N/A N/Al N/A, -[NH/A- N/A I N/A F- N /:AE N/A 1-00 N/A N/A N/A. N I /A 2.0000 -- N/A N/A N/A _7N/A N/A 1.12 N/A N/A N/A N/A N/A 04 Ff N/A N/A N/A N/A N/A -N/Aj:7N N/A N/A N/A N/A N/A A 7�00 7.DO 7.00 TOO 7.00 0) Q) N 0.36 0.28 0.41 0.36 1 0.62 Calculated 0.5 1 4 Icu t d P + M f 0 CY) Lo - If I' Z) 5 --F 0, > > >-> > ...... ... - 00 LO 0 M co co 00 oo 0) (n 00 .......... . ..... C14 0 Gi 0) P-� M C� (M L6 0) N 0) 00 0) "Itm ...... MM mco MM J 9+ (bi U+UU 11+00 STORM SEWER PROFILE (6C ---, 6) floriz. Scale� 1"�50'7 Vert. S�cale: I`10" 420 415 410 405 400 395 390 385 380 375 370 12+002+25 !1 STORM NETWORK INLETS CALCS - 2YR STORM EVENT Inlet Inlet Roadway Road -way Roadway Gutter -- Gutter Gutter Peak Peak Peak Peak Inlet -i6owable MaxGutter MaxGutter Max Max Reported TYPE Location Longitudinal Slope Cross Manning's Cross Slope Roughness Slope Width Depression Flow Lateral Flow Flow --- Inflow Intercepted Bypassing Efficiency- Spread Spread Water Depth during during Flow Flow Velocity Time Flow DesignFlow FlowDepth/ Flow Condition Capacity Ratio Total Depth Depth Raticf-- 1 2 FxStrml Fx RCP Pipe(10-9) HDPE ExSDMH 10 10 9 56.73 33.93 41033 410.07 (ft) 410.44 403.51 by Inlet Inlet -during Peak Flow (cfs) 2.85 3.96 Peak Flow Peak Flow 1 5 D13 -C On Sagi (ft/ft) N/A (ft/ft) 0.0500 (ft/ft) 0.0130--- 0.0800 (ft) 1.00 (inches) 2.0000 (cfs) 1.10 (cfs) 1.10 (cfs) N/A (cfs) N/A N N/A (ft) 7,00 (ft) 173 fft) 0.35 2 7 D13 -C On Sag N/A 0.0500 0-0130 OMOO 1.00 2.0000 64 0.64 O�64 N/A N/A N/A 7.00 1,85 - 0.22 3 8 D13 -C On Sag N/A 0.0500 0.0130 0.0800 1,00 2.0000 2,23 2.23 N/A N/A N/A 7,00 4.96 044 4 10 D13 -C On Grade 0,0700 0.0200 0.0130 0,0800 1.00 1 2.0000 0,28 0.28 0.27 0.01 97.35' 7.00 1.56 0.06 51 11 D17 On Grade 0.0700 OMDO-M130 0.0800 1.00 2.0000 0.61 0.61 0.55 0.06 90.75 7.00 3.03 0.12 61 5A D13 -C On Sagj N/A 0.0500 0.0130 0.0800 1.00 2.0000 2.45 2.45 - N/A N/A N/A 7.00 5.28 0.46 1 71 5B _D13 -C On Sag N/A 0.0550 0.0130 0.0200 1.00 2.0000 0.52 O�52 N/A N/A N/A 7.00 1.38 0� 16 81 6A D13 -C On Sag N/A 0,0500 0.0130 0,0800 1,00 10000 0.78 0,78 N/A N/A N/A 7.00 2.28 O�27 9 6B D13 -C On Sag N/A 0.0500 0�0130 0.0800 1,00 2-0000 1,09 1.08 N/A N/A N/A 7,00 3.05 0.35 10 10 10 lol 101 6C 2 3 4 6 9 D13 -C MH MH MH MH On Sag N/A, N/A N/A N/A N/A N/A N/A N/A N/A N/A� N/A 0-0500 N/A N/A N/A N/A N/A 0-0130 0,0800 N/A - N/A N/A N/A N/Al N/A, -[NH/A- N/A I N/A F- N /:AE N/A 1-00 N/A N/A N/A. N I /A 2.0000 -- N/A N/A N/A _7N/A N/A 1.12 N/A N/A N/A N/A N/A 1.12 0.00 0.00 0,00 0� 00 0.60 N/A N/A N/A N/A N/A N/Al N/A N/A N/A N/A N/A -N/Aj:7N N/A N/A N/A N/A N/A A 7�00 7.DO 7.00 TOO 7.00 -- 3.13 N/A N/A N/A N/A N/A 0.35 N/A N/A N/A N/A N/A STORM NETWORK INLETS CALCS - 2YR STORM EVENT STORM NETWORK PIPES CALCS - tOYR STORM EVENT 44U Element Description From(Inlet) To(Outlet) Length Inlet Outlet Average Pipe Pipe Manning's Peak Max Travel Design Max Flow/ Max Max Reported Intensity ID Node Node - --------- Invert- Invert Elevation Elevation slope Shape Diameter Roughness or Height Flow Flow Velocity Time Flow DesignFlow FlowDepth/ Flow Condition Capacity Ratio Total Depth Depth Raticf-- 1 2 FxStrml Fx RCP Pipe(10-9) HDPE ExSDMH 10 10 9 56.73 33.93 41033 410.07 (ft) 410.44 403.51 N 0.5000 CIRCULAR 193300 CIRCULAR (inches)_ 15.000 15.000 0.0120 0.0120 (cfs) 2.85 3.96 (ft/sec) 5.61 17.27 (min) 0.17 0.03 WS) 4.95 30.77 0.58 0.13 0.54 0.24 (ft) 0.68 Calculated 0.30 Calculated 3 Pipe(II-10) HDPE 11 10 79.88 415.39 410.27 6.4100 CIRCULAR 18.000 0.0120 0.65 8.77 0.15 28.81 0.02 0.11 0.16 Calculated 4 -1) HDPE 2 Outfall 197.65 36&83 33&20 15.5000 CIRCULAR 1&000 0.0120 16.68 2M4 0.14 0 14 44, 80 44.80 37 0-37 0.42 0.63 Calculated 5 Pipe(3-2) HDPE HD E 3 2 - 43.02 377.70 372.36 1Z4200 CIRCULAR 18.000 0,0120 16.70 21.66 0.0 3 40.10 0,42 0.45 0.67 Calculated 6 Ripe(4-3) HDPE H DIP Ej]E]4 4 3 168.41 - 381.50 377.80 2.2000 CIRCULAR 18.000 0.0120 16.70 11.09 .2 5 16.87 99 0.99 ---Ealculated 0.81 1.21 7 8 9 Pipe(5-4) HDPE Pipe(5A-5) HDPE -1DPE----------- Pi pe(513-5A) F 5 5A 5B 4 5 5A 35.73 74-39 55.75 - '182.48 383.01 383.47 381.60 382�6.4 383.19 2,4700 CIRCULAR O�5000 CIRCULAR O�5000 CIRCULAR 1&000 18-000 18.000 0,0120 16,78 0.0120 3.72 0.0120 0.66 11,52 4-49 3.73 )0 0.05 0.29 - 0.2518.05 17,88 8.02 8 O�94 O� 46 0.08 0.77 0-48 0.19 L15 Calculated 0-72 Calculated 0.29 Calculated 10 11 Pipe(6-5) HDPF Pipe(6-7) HDPE 6 7 5 6 83.58 41�43 392.04 393.89 386.84 393-00 6.2300 CIRCULAR 2.1500 CIRCULAR 18.000 1&000 0.0120 11.81 0.0120 8.11 15.3-5 9.39 0.09 0.07 28.40 16.70 0.42 0.49 0.45 0.49 0.67 Calculated 0.74 Calculated 12 Pipe(6A-6) HDPE 6A 6 46.23 39148 392,25 - O�5000 CIRCULAR 18.000 0�0120 3.71 4.48 0,171 & 05 0.46 0.48 0.71 Calculated 13 Pipe(6B-6A) HDPE 6B 6A, 63.77, 393.00 392,68 0,5000 CIRCULAR 18.000 0.0120 2.76 - 4.16 0.26 8.05 0,34 0.40 0.60 Calculated 14 Pipe(K-613) HDPE 6C 6B 89-86 394.77 393.21 1.7400 CIRCULAR 18.000 0.0120 1.42 6�58 0.23 15.00 0.09 0.21 0.31 Calculated 15 16 pipe -(8-7) FIDPE Pipe(9-11, HDPE 8 7 8 101.35 159�91 399.70 403.31 396.39 399.90, 3.2700 CIRCU 2.12TLORCULARI .000 18-0001 O�0120 _0-0120 7.34 4.661 10.69 8.17 0.16 0.33 20.57 16.62 0.36 0.28 0.41 0.36 1 0.62 Calculated 0.5 1 4 Icu t d STORM NETWORK PIPES CALCS - tOYR STORM EVENT 44U Area Drainage Weighted Accumulated Total Peak Rainfall Time ID- SHEET: NodeID-Runoff Precipitation Runoff-kunoff Intensity of ----Coefficient---- - --------- a: 5; Concentration < 0- 0 W z < 2 (acres) W M (inches) (inches) (Cfs) (inches/hr) (days hh:mm:ss) 1 Sub -02 0.20 6A 0.78 0.42 4401 0.78 5.040 0 00:05-00 2 Sub -03 0.35 5A 0.84 O�42 0.35 1.50 5.040 0 00:05:00 3 Sub -04 0.10 6B 0.84 0.42 0.35 0.42 7 0 00.05�00 4 Sub -05 0.16 64 O�78 ...... 1 0.33 0.64 5� 040 0 00:05:00 435 Sub -06 0.36 64 0.81 O�42 0.34 1.48 5�040 0 00:05:00 6 Sub -07 0.07 64 O�84 0.42 0.35 0.28 5.040 0 00:05TO 7 Sub -08 0.25 64 O� 48 0.42 - 0.20 0.61 5.040 0 00:05:00 8 Sub -09 0.26 64 0.84 0.42 0.35 1.11 5.040 0 OD:05:00 9 Sub -11 0.15 6B 0.90 0.42 0.38 0.66 5�040 0 00:05:00 10 Sub -13 0.12 5B 0.84 OA2 0.35 0.52 5�040 - 0 OM5= 1 Su b- 14 10�21 5A 0.90 0.42 0.38 0.95 5.040 0 00:05:00 12 435 0.16 64 0�90 0.42 0.38 0.75 5.040 0 00:05:00 13 .......... 0.16 64 0.75 0.42 0.32 ... ........ 5.040 0 00,05.00 141 Sub -171 0.141 SCI 0.80 0.42 0.34 0.58 5.040 0 00:05:00 1.51 Sub-18L:0���0.68� Sub -181 0.16 6C ....... -R. 29 0.55 5.040 7- IGI Sub -191 4,30 ­­ '- -- ­ --- , 2.25 5.040 0 M05TO - -- -- -- ....... ----- - I' Z�: --F ...... ... - .......... . ..... ... .... .. .. ...... CD, J i CD 1 1- -11 -­ I - - - 1 1430 425 J - ----- --- - .. .... . .. .. . --- --- 425 420 . .......... . 420 C5 415 I � EXIS -11 NGIMADE L E 4151 Q j 410 . ....... .. ........ .... 410 405 ........... .. . .. .. .... ....... . . .. . .... 59'913f-- HD PE,-@ ­19. -33%- 4051 400 ...... .... 3. 1400' �­PROPOSED,GRADE­­l j I 395 T V) 395 390 -41.4M 1,81' �HDPE--2: % ­- ----- - ­- - -- ------- N- . . ....... ........ .... .... ------- ---- ..... .... . 7Z + 390 .... . . ..... 00 _0 385 . .. ..... ... . < .... z 385 VjDPE­ 2 L F 0, LL- ­­­­ - " K) 380 .. ..... .... 6; 16B.- - ------ 735 18 HQPE Q 2`,47ra 0 . ..... . ...... .... ...... > 375 V 0 Z 0 0 - ---------- > 375 H GL ... . ..... . . ....... ... ........ 370 < . ...... - - - 11 - I'L - ­- - - , " L -- L - L' L . . .. ........ - - --- ------ ....... .... V) 370 - - - - --- - --- - + .. .... .... 365 ........ ... . .......... A X L C) ­­ ry LL- 365 00 ----- -- ------- --- .... .... ............. .. 360 A La In CN z Z z - - - - - - -- -­- . ..... - - - - - - - - - - - . . . . ...... ---------- 0 + P' -n-- 360 - 4 . ...... .. A ... . ......... - - - -- - -- . ..... 355 -- - ---------- ..... .. ... . .. . .. . . ... . . 0 > > < > 3,15 j 350 0 .... . .... . Co 350 . . . ... . . . . . . .. ... .. . . 345 + Cc, . . .. ..... 345 j 340 < F- > - - - - - - - - - - - -- 4-. 0 1 if...... .. . . 335 335 . .. ...... . 3 3 C) .... .. ..... . ..... . . ...... .... 330 00 C:) N- LO C:) CN cc 04 100 fl- It Cf) Lo 04 LO ce) LO 00 LO 0) 1,- 0) 04 to C6 C0 0i cyi CD lr-: 1`- cyi C5 4 6 Ld cli Ld L6 L6 It CD Cn r.: C� W o Ld C*q U) 100 Ito CY) CV) CY) M 00 CY) CW) CY) M CY) co 0) C:) CF) 0 0) 0 CD 0i CD 0 C) C� T- C6 CD C� CD cli I-: co CY) It co 9+7510+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 STORM SEW ER PROFILE Ut I) - Hori z , S c ale : I = 5 0 Vert - S cal e -1 1 " t 0 " SN Element Area Drainage Weighted Accumulated Total Peak Rainfall Time ID- SHEET: NodeID-Runoff Precipitation Runoff-kunoff Intensity of ----Coefficient---- --Coefficient---- a: 5; Concentration < 0- 0 W z < 2 (acres) W M (inches) (inches) (Cfs) (inches/hr) (days hh:mm:ss) 1 Sub -02 0.20 6A 0.78 0.42 0.33 0.78 5.040 0 00:05-00 2 Sub -03 0.35 5A 0.84 O�42 0.35 1.50 5.040 0 00:05:00 3 Sub -04 0.10 6B 0.84 0.42 0.35 0.42 5.040 0 00.05�00 4 Sub -05 0.16 64 O�78 0.42 0.33 0.64 5� 040 0 00:05:00 5 Sub -06 0.36 64 0.81 O�42 0.34 1.48 5�040 0 00:05:00 6 Sub -07 0.07 64 O�84 0.42 0.35 0.28 5.040 0 00:05TO 7 Sub -08 0.25 64 O� 48 0.42 - 0.20 0.61 5.040 0 00:05:00 8 Sub -09 0.26 64 0.84 0.42 0.35 1.11 5.040 0 OD:05:00 9 Sub -11 0.15 6B 0.90 0.42 0.38 0.66 5�040 0 00:05:00 10 Sub -13 0.12 5B 0.84 OA2 0.35 0.52 5�040 - 0 OM5= 1 Su b- 14 10�21 5A 0.90 0.42 0.38 0.95 5.040 0 00:05:00 12 Sub -15 0.16 64 0�90 0.42 0.38 0.75 5.040 0 00:05:00 13 Sub -16 0.16 64 0.75 0.42 0.32 0.60 5.040 0 00,05.00 141 Sub -171 0.141 SCI 0.80 0.42 0.34 0.58 5.040 0 00:05:00 1.51 Sub-18L:0���0.68� Sub -181 0.16 6C 0.42, -R. 29 0.55 5.040 0 00:05:00 IGI Sub -191 1.061 ExSDMHI 0.42 0.42001 0. 1�8- 2.25 5.040 0 M05TO STORM NETWORK INLETS DRAINAGE AREAS CALCS 2YR STORM EVENT SN Element Area Drainage Weighted Accumulated Total Peak Rainfall Time ID- SHEET: NodeID-Runoff Precipitation - -ifunciff Runoff - Intensity of ----Coefficient---- a: 5; Concentration < 0- 0 W z < 2 (acres) W M (inches) (inches), (cfs) (inches/hr) (days hh:mm:ss) I Sub -02 0.20 6A 0.7800 0.54 0.42 1.00 6.460 0 00:05:00 2 2 Sub 03 "' b-" 0.35 5A 0.8400 0.54 O�45 1.93 6.460 0 00�05:00 3 Sub -04 So b 0.10 6B 0.8400 O� 54 0.45 O�54 6.460 0 00:05:00 44 Su 5 Sub -05 O� 16 64 0.7800 0.54 0�42 0.81 6.460 0 00:05:00 5 Su Sub -06 0.36 64 0.8100 0.54 0.44 1.90 6.460 0 00:05:0 6 Sub -07 0.07 64 0.8400 0.54 0.45 0.36 6.460 0 00:05:00 7 Sub -08 0.25 64 0.4800 0.54 0.26 0.78 6.460 0 0():05:00 9 Sub -09 0.26 64 0.8400 0.54 0.45 1,42 6.460 0 00:05�00 9 Sub -11 0�15 6B 0.9000 0.54 0.48 0.84 6,460 0 00:05:00 10 Sub -13 0.12 5B 0.8400 0.54 0.45 0.67 6.460 0 00,05:00 11 Sub -14 0.21 5A 0.9000 0.54 OA8 1,22 6.460 0 00�05�00 12 Sub -15 O�16 64 0.9000 0.54 0.48 0.96 6.460 0 00:05:00 13 Sub -16 0.16 64 0.7500 0.54 0 40 0.7777 6.460 0 00�05:00 14 Sub -17 0.14 6C 0�8000 0. 154 : 0:43 0.74 6.460 0 00:05:00 15[ Sub -181 0.16 6C �1 5806 0. A� 0.37 0.70 6.460 0 00:05:00 16L-S-�b-19�106 ExSDMH 0.42001 0.54 0,23 2 89�-6.460 - -- -- -- STORM NETWORK INLETS DRAINAGE AREAS CALCS tOYR STORM EVENT I U i�lvl OIL, VV na 1- 11 up ij-jrl ljmrl 1U) Horiz. Scale: C -bo" Vert. Scale: I"=10" Qhk <* 0 C%4 r 0 M 04 e U- 0 rr cc to ir 0 0 CL ob > LL V. -Z &on 1K UJ CC 4j -j QQ ZLZ: co -3 1K 00 _j C'4 OC C-4 < LO CO 6 CN ra < CO L4 Zt e -S Ir 0 LO CO Uj 0 - CM z Q: 0 W �E Cp co Nr Z Uj z t�LTH Op k /1 /26 018 Jimmy L. Taggart Lic. No. A� 22841 '1' 4 I on AL S'tIGY DATE: 11-26-2018 U) 1 ':59 JOB: 18.0505 FILE: 17.0110 SHEET: 14 OF 20 0 a: 5; < 0- 0 W z < 2 W W M W 0 a- LL 0 � CD 0c) z 5, a. < 0 ; i z LL > < Z 1 W z > DATE: 11-26-2018 S CALE : 1 ':59 JOB: 18.0505 FILE: 17.0110 SHEET: 14 OF 20 435 430 425 420 415 410 405 400 395 390 385 380 375 370 365 360 355 350 9+7510+00 435 430 425 420 415 410 405 400 395 390 385 380 375 I 37C 11+00 12+00 13+00 MIA I&SIJ I O+UU EXISTING' '__)ANITARY S -EWER PROFILE (EX E VERTICAL SCALE: I"=10' HORIZONTAL SCALE: 1`50' E7 X A le 0% vi SCALE: 1 ":50' JOB: 18.0505 CL 17.0110 SHEET: 15 OF 20-/ 0 ... ... 4 f)(D: -2 z EX. w Z OL 0 cq _j cc < .4 EXISTING GRADE -XA > E WO �- ------- Ln LL 0 U) U) co �j Z' PROPOSED ... 1`-- CL 7), 0 Z .. .. . ...... . ... . ....... CD :2 V > < z w z r rr -- --- - - -- ---- , - �X_ cn a- _0 ... .. . .......... 7 ... ....... MIR WERMAIN - __4 -------- - ---- 2.9"ll 7�_ '71 ------ 5 7 F_ - _7 1 1 mi "j, . . . ... . . . . . . . . . - - - - - - - - - - . . . . . . . . . . 77i X MAIN STORM F_ PROPOSED ORADE-- . . . . . . . . . . . ca U7 TING GRADE, __j —PROPOSED MADE M AIN -SANI - - - A LIJ . ...... Ld 7r- F= p- LIJ PPE 2A-E)(D 7 (tC 1 _-L . . . . . . . .... ... . ...... . ... . 777�� &j� iR­ N �D ..... ... - ----- .... -- --------- . . ...... . ---- ­ MAIN STORM -- PFE 9 C111 C" CD Ln -:8 0 o. Q­ ------ ---- ­ 267.41! 18" PVIC 0.49% - I I I �l 0 Pye �7.15 — le -PVC '@ M827.- -- -PRO POSE11r: GRADE gags -PVC 0 0.52%- ---- -- ---- ... ............ ....... 1 w i �:7 j7r V) _v) f 0) 04 00 CY) - -- -- - - - - - - C� CID Lc) Q0 N cv) C-4 c*4 co Lr) L0 0) Lc) r-- NT 00 C) co "J NO �t C) w N r%_ (0 C14 0i 0i T -EX 0 E- 06 r'.� (6 0i DOSTING 0 ADE rl� 1: vi ci P.: 1_1� 6 0 0 0 C) % --:r 0 0 0 C> 0 0 0) G> 0) 0) 0) Ir lqr It 777 _tt�� 19t qt It qT 4T qT qt m m cr> Ce) M 'AC a 2 t 0 0 u - i r�7 37 ............. CIJ jr Z. 8' AC 9' 0 87% ... . . . . . . . . .. . .. .. . . OD -- ------- CD 0 CD J. 00 Lr) U-) 27-165, _VG M 7 0 r CN a] . it J- A r7 > 7 . _7 4 < _1 7 1'-' .......... J J . ....... U) -z z K . . . . . . . ... . ........ '_7 71- 7' lr� co co CID co 0 a N N LO N LO N Xr 0 0) C) CD w 00 co 00 cc LO -7 (0 P_ W rl- W co W co N a N C) 00 It 00 It N C6 N C6 N 4 N 4 N c� x cli cli C6 C6 c6 c6 0i 6 (6 (16 (6 (6 0 �_7� 0 0 191, IT- T_ 14, T_ T_ mqr 0 C) 0 0 c) c) IT- T11 vl- T11 :G177 V, .4 �7 0, - - - - - - - - - - 0_': 76 _,"L 7 J A tn W - - - - - - - - - - to . . . . . . . . - - - - - - lq_ 0) r,� 9 Ir I fn - 00 - ­ � , 1 -6 1 1 ­. 1 - ­ 9 - 9 r.91 - Ir - � I I C - - . .9 -.1 1161 . ­ - 66 1 6 N - f"- [D 6 ' -6 9 � " , 4 'M V b . 1�i 00 We OD Jl� 1­�� . . . . . . . . + ft + A01 :.­ 4-_� 7- - - - - - - - U9 it Z L -ZD > - - - < > Z- > > 'V) Z Z z co co LO LO L0 U) (a (0 04 C*4 cn m CID 00 0 CD IT Nr cn m LO V) N N 0) 0) 11- F- 00 co m m CN N U� CR l0q U� Lq T7 T7 " (N (p (q LQ Lq cl? V� q c� aq OR p-: rl� ci C? 0� C� C) C) T_ T_ T_ V11 co cq T_ T_ (0 w m It It W co co oo C) CD m m 0) 0) m m m co It 144, LO LO LO LO (6 (6 6 6 T_: T_: vi C6 (6 (6 (6 (6 co 0) 0) 0) (m 0) 0) 0) m 0 0 0 0 0) 0 0 0 0 C 0 0 0 0 0 0 0 a T_ T_ Irl, V_ 0) 0) cn 0) m m V) co co co m m m m It It It 14, It It m m ce) cf) co 9+7510+00 435 430 425 420 415 410 405 400 395 390 385 380 375 I 37C 11+00 12+00 13+00 MIA I&SIJ I O+UU EXISTING' '__)ANITARY S -EWER PROFILE (EX E VERTICAL SCALE: I"=10' HORIZONTAL SCALE: 1`50' E7 X A 9+7510+00 f1sq 11+00 12+UU 1;3+uu 14+UU PROPOHD ',--)'ANITARY HWE'll, PIR10FILE ('(-).D VERTICAL SCALE. 1"=to' HORIZONTAL SCALE� 1"=50' EX D 435 430 425 420 415 410 405 400 395 390 385 380 375 370 I u u I t)+ Mo am kay. ILI 435 430 425 420 415 410 405 400 _zi Q P� 390 385 380 375 370 365 360 355 350 .zu_tuu zu u 425 420 415 410 405 400 395 390 385 PROPOSED 6" MAIN WATERLINE PLAN VIEW 50 0 50 100 150 SCALE- 1"=50' le 0% vi SCALE: 1 ":50' JOB: 18.0505 CL 17.0110 SHEET: 15 OF 20-/ 0 y2l 4 z -2 z < w Z OL 0 cq _j cc < EXISTING GRADE :D 2 < WO �- Ln LL 0 U) U) co �j Z' PROPOSED GRADE 1`-- CL 7), 0 Z .. .. . ...... . ... . ....... CD :2 V > < z w z r rr -- --- - - -- ---- , - �X_ cn a- _0 ... .. . .......... ... ....... MIR WERMAIN - -------- - ---- 2.9"ll F_ - . . . . . . . . ... . 77i X MAIN STORM F_ PIPE 9 6 CL_ U7 TING GRADE, __j —PROPOSED MADE M AIN -SANI - - - A LIJ . ...... Ld F= LIJ PPE 2A-E)(D 7 .... ... . ...... . ... . 777�� ..... ... - ----- .... -- --------- . . ...... . ---- ­ MAIN STORM -- PFE 9 C111 C" CD Ln -:8 0 o. Q­ ------ ---- ­ 267.41! 18" PVIC 0.49% - I I I �l 0 Pye �7.15 — le -PVC '@ M827.- -- gags -PVC 0 0.52%- ---- -- ---- ... ............ ....... co Ln V) _v) f 0) 04 00 CY) 00 co C� CID Lc) Q0 N cv) C-4 c*4 co Lr) L0 0) Lc) r-- NT 00 C) co Lf) �t C) w N r%_ (0 C14 0i 0i T -EX 0 E- 06 r'.� (6 0i C6 rl� 1: vi ci P.: 1_1� 6 0 0 0 C) 0 0 0 0 C> 0 0 0) G> 0) 0) 0) Ir lqr It q* 19t qt It qT 4T qT qt m m cr> Ce) M 0 0 u - ............. CIJ C) OD -- ------- CD 0 CD J. 00 Lr) U-) r CN a] it J- A > 4 < �z Z, - .......... .......... .... . ....... U) -z z K V) co co CID co 0 a N N LO N LO N c) 0 0) C) CD w 00 co 00 cc LO (D LO (0 P_ W rl- W co W co N a N C) 00 It 00 It N C6 N C6 N 4 N 4 N c� N c_j cli cli C6 C6 c6 c6 0i 6 (6 (16 (6 (6 0 0 0 0 191, IT- T_ 14, T_ T_ mqr 0 C) 0 0 c) c) IT- T11 vl- T11 V, 9+7510+00 f1sq 11+00 12+UU 1;3+uu 14+UU PROPOHD ',--)'ANITARY HWE'll, PIR10FILE ('(-).D VERTICAL SCALE. 1"=to' HORIZONTAL SCALE� 1"=50' EX D 435 430 425 420 415 410 405 400 395 390 385 380 375 370 I u u I t)+ Mo am kay. ILI 435 430 425 420 415 410 405 400 _zi Q P� 390 385 380 375 370 365 360 355 350 .zu_tuu zu u 425 420 415 410 405 400 395 390 385 PROPOSED 6" MAIN WATERLINE PLAN VIEW 50 0 50 100 150 SCALE- 1"=50' 1 9+50 10+00 11+00 12+00 13+00 PR0P0,,_)'ED 6, MAIN WATERLINE VERTICAL SCALE� 1"=10' HORIZONTAL SCALE� I"=50' 415 4101 14+00 14+75 vm z 0 oil 0 <* C'4 C) D cm 04 < 2 0 Z5 0 > U_ LLT ct Lu _j W.J _j _j Ln Z a 6 5 ;;� cc W LLI At� 00) r . Q 'K 0 C3 Wak -ft _j N .4 at cr- cm -Z < 0) 04 < 0 0 Q. 4A Lp w z 0 W L u 3; Ll Z cr) w z 0 % = 0 le 0% vi SCALE: 1 ":50' JOB: 18.0505 CL 17.0110 SHEET: 15 OF 20-/ 0 z b z < w Z OL 0 cq _j cc < EXISTING GRADE :D OUJ w < WO �- LL 0 U) U) co �j Z' PROPOSED GRADE 1`-- CL 7), 0 Z .. .. . ...... < > < z w z r rr , - �X_ ... ....... MIR WERMAIN - -------- - ---- 2.9"ll F_ - . . . . . . . . ... . 77i X MAIN STORM F_ PIPE 9 6 CL_ U7 __j F- M AIN -SANI - - - LIJ Ld w LIJ PPE 2A-E)(D ..... ... .... C111 C" CD Ln ------ ---- ­ ---- -- ---- V) _v) 0) 04 00 CY) 00 co C� CID Lc) Q0 N cv) C-4 c*4 co Lr) L0 0) Lc) r-- NT 00 C) co Lf) �t C) w N r%_ (0 C14 0i 0i c3i 06 r'.� (6 0i C6 rl� 1: vi ci P.: 1_1� 6 0 0 0 C) 0 0 0 0 C> 0 0 0) G> 0) 0) 0) Ir lqr It q* 19t qt It qT 4T qT qt m m cr> Ce) M 1 9+50 10+00 11+00 12+00 13+00 PR0P0,,_)'ED 6, MAIN WATERLINE VERTICAL SCALE� 1"=10' HORIZONTAL SCALE� I"=50' 415 4101 14+00 14+75 vm z 0 oil 0 <* C'4 C) D cm 04 < 2 0 Z5 0 > U_ LLT ct Lu _j W.J _j _j Ln Z a 6 5 ;;� cc W LLI At� 00) r . Q 'K 0 C3 Wak -ft _j N .4 at cr- cm -Z < 0) 04 < 0 0 Q. 4A Lp w z 0 W L u 3; Ll Z cr) w z 0 % = 0 F��W�TH op Q1 11 /26/1018 Jimmy L. Taggart Jc. No. 22841 ONAL le 0% vi SCALE: 1 ":50' JOB: 18.0505 CL 17.0110 SHEET: 15 OF 20-/ 0 z b z < F��W�TH op Q1 11 /26/1018 Jimmy L. Taggart Jc. No. 22841 ONAL DATE: le 0% vi SCALE: 1 ":50' JOB: 18.0505 CL 17.0110 SHEET: 15 OF 20-/ 0 z < w Z OL 0 cq _j cc < :D OUJ w < WO �- LL 0 U) U) co �j Z' _j �_ 1`-- CL 7), 0 Z LL < > < z w z r rr DATE: 11-26-2018 SCALE: 1 ":50' JOB: 18.0505 FILE: 17.0110 SHEET: 15 OF 20-/ MA CG -i2 NOTECOMPONENTS OF DURB RAMPS CONSIST OF THE FOLLOWN04 rr RYDI?A.IJLI CEMENT SIDEWALK (DEPTH 04 iNCIEGAREA IN} SQUARE YAR116) NOTES: CURD WHEN R€� CIRED aro-2 OR cO-3 IN LINEAR FEET) MNL IETECTAsBLC WARNING SURFACE (AREA 114 SQUARE YARDS) 1. THr DETECTAtLF WAt-RT41MG SHALL EE h'RLTVIDEC €3Y TRUNCATED I10MES_ EAC4 OF THE ABOVE ITEMS IS A SEPARATE PAY" ITEM AND SHOULD 7.: BE S4JMMAPv1,.El? FOR EACH CURB CUT RhhtP, 2. DETrCTJ�2LE WARNING SHALL ESE FROM THE MATEPIALS APPROVED LIST FOP GETECTAPLF WAP,![Nr" EUFACFS PRODUCT5 NOT LISTED SHALL. MEET SIDEWALK RAMP 12�t MAx TRE REOIIIREMENTS Or THE SPECIAL PROVISION FOR CO -i'?' DETECTARLE 4'8`1 MAX W.5 tNfleO SURFACE At1D SHALL BE SUBMITTED TO THEE S741DAIRDS AND S XIAL DESiON SEC'TioR roti APRR&v#L, 3. !LOOPING SIDES QF CURB TRAMP MA( DE POURED d,ONOLITHiChLLY WITH RAMP a` FLOfW 6R By NeIN tPEEA'IU4E COh5TFCTJ{hJOINT WITH �EQL REr BARS. r' 4. IF RAMP FLUOR 15 PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO HiAT AEJIDIN!NG FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CUNrRETE SHALL BE CLASS A.-4. TYPE A 5, REOU^RED OARS ,ARE TO BE NO, a f 8" PLACED I'CENTER TO CENTER &LCING PERPENDICULAR SIDES Of THE RAMP FLOOR,MD-DEPTH OF RAFLOOR. WN9MUM CONCRETE COVER P/l". 6. CURB ' CURB AND GUTTER 'S.I,.QPE TFA1451T'ION5 4DJA'ENT TO CURB RAMPS 1- �"',` �'� /' ^� ae'�.r^ ". >r3•¢ - F 1 ARE INCLUDED IN PAX4ENT FOM? CLIR5 p CURB AND GUTTER. ?. CURB R;MPS ARE TO BE LOCATED Aw SHOWN ON THE PL d•15 QT AS 11fiECTES ` ` F -fir �;7A y_ BY THE £NGINFER,. THEY ARF TO BE PROVIDEDAT INTERSECTIONS WHEREVER 121 ACCES511BLE RLTUT �y� WITHIN THE EIGHT OF WAY' GRA HIGHWAY FACILITY' AN klf4J J� _ CE055SES A CURB RFCA.I(DLESS OF WHETHER SIDEWALK IS ZXISTIIJG, PROF`05FD, OR NONEXISTENT, T?IE'I' MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS TYPE P� � AS SHOWN ON PLANS OR AS DPECTED BY THE ENOiNCER. AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP UNEES EXISTINP, L1QHT POLES,FIRE PARALLEL HYDRANTS, DROIT INLETS, ETC. ACCES IIF ROUTES PROVIDE A CDNTINUQU$ UNC STR'UCTED. STABLE FIRM AND SLI? 9E'a43TANT PATH CONNECTING ALL ON'M , ACC'ES'SIBLE ELDMFMTS O A FACILITY' TH&T CAN SE APPROAC:HED;ENTEREL} j �. AICs USED RV PEDESTRIANS. - ,., • "s;„g , � �^°'�"" S. HARPS WAY BE PLACED oN RAvAL CR 'rAHGENT1AL SECTIONS PA6vIDED THAT' 'THE CURB OPENING IS PLACED WITHIN THE LIMIT'S fir THE CRO'SSWAIK AND THAT THE SLOPE AT THE CCINNECTION OF THE CIlRB OPENINC IS! -M -•--Ax PERPENWCULAR TO THE CURB. fAiR'i, : - rL _ G. T'WPICAL CONCRETE SIDEWALK IS. "" THDCK. WHEN THE ENTRANCE RAD4ICANNOT' ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRI CK vN I TRAFFIC, FIFFER TO STANDARD CG -13, LONMERCIAL ENTRmGF (HEAVY _ _ �_„,,:.�-Af.L:; 2°' H5m0 THAN TERUCIC TRAFFIC} FOP CONCRETE DEPTH- �ELIDE CIF PAVEMENT 10, WHEN CURES RAMPS ARE 416E IN CONJUNCTION WIPH A SHAPED USE FATH, � AT': X :'SAME A5 TOP OF CURS TFIE NINIMIJM WIDTH SHALL BE THE WIDTH OF THE SHARED USE r ATH. n WHICH ONLY ONE CAIRO RAAAP IS PROVIDED FOR TWO CROSSINGS iOIACONAL), TYPE C 4',K 41LANbING ARE=A SHALL BE PROvID€D T6 MANEUVER A, IVH!EELC4AR PARALLEL & PERPENDICULAR INTO THE 4_1kc,SS'NALK WilFHOUT d6ING INTO THE TRAVELWAY, THIS 4'x 4' LAUDING AREA MAY INC -LURE THE CUTTER PAN, �.._:TRLINC°.ATEG DOME42. .ALL CASES WHERE CURE R,LMPS INTERSECT A RADIAL SEC'HOK OF 5- .s S 4" G -G WCURB AT SURFACE :, DP, HAV ET FACTO TIONS THE DETECFIELE 0 0 kV.4RIJING SURFtiCE ..>HALL HAVE A FACTORY iiAFJISJS C7dd 37E FIELD --Q� � �. O c5 O 0 A MODIFIED AS RECOMMENDED OY THE M41UFACTURER TO MATCH TRE BACIA OF i UPD 41 0 0 Q 0 Q a Q Cl 0 U Q0 Re",hkDFhdG Ii,liKlPr 0 O a a� � r rJ Q Q Q Q Q 4 9 Q 0 P 4 9 Q 0§ 0 A C5 0 CJ 0 CS E1 0 +.} v 0 O €} f. ~�-� FC •e Pr:/. if RASG4h9AETER q --sl Q t7 00 Q pDETEQ.T-�OLE WARNINr -- - AT BACK OF +IURB w I . G.3' i,4" � VARIABLE FaL WiUTH OF RAMP FLDC;R_ SEE NOTE 12, £ASE CIAMETEIC t'" PAY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL -12 DETECTABLE WARNING SURFACE REFERENCE ROAD ANDCsI;ILxGE STANDARDS 4I, T 1 OF O RFVI50N PkTE (CEiNERAL NOTES) ID6 07115 VIRORTA OEPAPTMENT OF TRANSPORTA116H SO2 203,95 2016 ROAD A BRIDGE STANDARDS PE#tMkSSOEL'E d,`EiNST'CCIJQ 13F. hl JOINT 4 ` MsM1 �_�7 a O DOWEL,€3" LONG? 11�"' G -r S TRUNCATE DOME TYPICAL DESIGN SEE SOSEET 1 OF 5 FOR DETASLS BA+K OF CURB-, �_.�._.._.-.�_. 7251 MAX. _ IaF 1 MAX a'tA?N. SECTION! A -A PER}.MIsSPBLE .ONST RUC TIOW JQIPJ SECTION U-13 NOTES FOR GENERAL NOTES QN THE DETGCTAB<LE: WhRNIINQ SU€RFA.CE, SEF $HEET 1 CSF 5, THIS DESIGN TO BE USED FOR Gt?NSTIRUCTIUN THKI INCORPORATES WIDER SIDEWALK. LANDING S4' Y11LF7 ft UIJIREJ AT TOP OF GURU RAMP. MINIMUM aU£tB R&MP LENaTH Q�, FEET FOR NEW CONST R UQT JQN, TYPE A WITH BUFFER S` RIP CC -12 1f A A' SQUA.P,E LANDING A V S�QITARE LANGINC AREA OUTSIDE OF {• AREA OUTSIDE OF VT ==3-1 YRAVELVWAY '3H.ALL TRAVE WAY SHALL BE PROVIDED WITITIN � BBEEPROV QED WITHHJ THE MARKED V) 'U? CROSSWALK AREA-_\ l CiROS5WALY, dtiEA.In I r f V11 ' m Into CRIOS WALK CRi3SSWV 1K '�� I 0_IOSSWALK r TYIICAL PLACEMENT TYPICAL PLACEMENT! AT INTERSECTiIy N CROSSWALK . AT INTERSECTION WITHIN CROSSWALKE}IAGCtINAL PLACEMENT DIAGONAL PLACEMENT WITHIN CROSSWALK (WITH BUFFER STRIP) WITH BUFFER STRIP SPECIFICATION XV DDT REFERENCE CG -12 DETECTABLE WARNING SU FACE BCsaO -aA+pb OtRtOGE STANDARDS 105 TYPE A (PERPENDICULAR) APPLICATION REVISION DATE SWEET 2 OF :a 502 VIRGII10. D!EP#,RTMENT Of ]RA14PORTATION 203,06 2016 ROAD & BRIDE STANDARDS CG -12 fLLJ i #5 DOWELS €4` LOING� ] FERidIS.SIBLE AT 12" C • C CONSTRUCTION fs axAR- OOINT SLCTION C I -SEE NOTE 5 +U3 Ps 121 N A;T 5•x5` /' ,"•"tit., 12�t MAX WITH BUFFER '* MEDIAN WITH CUT -THROUGH STRIP TYPE M2 STAIN c=_E� T%L1Lc.7. AT,a81_Ea _ ---TRUN<CA,TCb DOMES 2v1 fAAx�;_ a:Iw SEE SHIEST 1 OF S FOR DETAILS SECFICIN f S' -D'" MIN 3. COABBNATION C'1JAB & WTTER HAYNG A RADIUS SHAPE TO MATrHH PACE_." :3F ROADWAY CURS BACK OF CURB 40 i .+l�X � � WITH �i�J���I�S �.T�ilF' _ DETEGTAVt.E �` "_`A- F 6"IARN11Na fTYRl� VPF It L£ _ D 2„ i 2, 2;-'�,``*�, •� All. SkkL BE PAID FOR > RADIAL C(?IrIBIAIA'TIQN!, T MIN: - ,�:=•�' _ ^^^^� SECTION A -A ,,,:.-•`"`--.,� SECTIOt4 D D f, SEE NOTE: 5 1 WITHOUT BUFFER STRP -- PE'FtMt5536LE � -_ u�NETLIiuuTsaPJ � �' o-. _SECTION 8'13 t - CURE 1 T�., C'Fi0 SS'N ri,K WARNING (TY?) h n.@4 -A A` S>?U.ARE' to I I Cts. f* j 104IL � a�ui:�E GhF 1#RA'ELXAT GRCDS' WALK LUPR ,544ALL BE PROVIbCD FOR !`- PEH4PENJJrLLw CRO 5SWALf THE WdA4RNlX SURFACE, � NOTES: FOR CENIERAL NOTES CON DETEC;TASLE SEE SHEET T OF 5. �. WITW4 THE 4AI D dry s 2 catSSWALK AREA, AHE REQUIRED LENGTH ICT A PARALLEL RAW TYPICAL PLACEMENT Ca IRE' - 41' B FErt STRIP 5 LIMITED TTG 15 FEET, REGARDLESS OF THE AT INTERSECTiON S'SRDEWALK 5LQPE. ylp'ITF11F+1 CROSSWALK _ TYPE U PARALLEL L41NUID 45.tMAX. DIAGONAL PLACEMENT APPLICATION -LSI t(:.T n I4�. L IDI : 48:11AA9, I MBtiIMUCA RAMP LEhialTri Opp ROADWAY CRAVE I IE! F'EF.T �-_ N �''� C4'S4'8 �y, ` tUNfi 4" CUFti3 I B" CURB�•.�`_- O 5•I Fja „� Ttw%Ay CRC75SY AL 4 .t d;R� ( i / I _ 1 5 t aaR I CRO !WALK' • 2 I 12 OR }Ra 1, OF rHE RCIAO & BRIDCOE SPECIFICAJICINS ET;CAVAfION OF MATERIAL FOR dzCThf.RlnTL `.' CtitftEi +n 6 i4 t�__� WITH BUFFER STRIP FOP 4' HYDRAULIC, CEMENT CONCFLTE SIDEWALK. WiTHGUT BUFFER STRI1 V00T -12 D�{yBLE �iIV(SURFACE FR=E'FERUN,TC1E SPEFIFICATtE REFERENCE, ROAD AND BRIDeME STANDARDS MEDIAN TYPE B (PARALLEL) APPLICATION SMELT 3 LSF 5 NEVISICJN IRATE 203.0707/16"4Ik4rIN?fi, - - t�os.n� 7/12 DEPARTMENT GF TRfNlSPS;RFAT1�Ji�6 �D 5Q2 2019 ROAD & BRIDGE STANDARDS IN 5° IdiN.' PERMISSIBLE CONST- , 41-i r'' TRUNCATED DEMES SEE SHEET 1 Elf 5 FOR OFTNL5 TANGENT PLAN a 4' uAPF LAICLIItTG AREA 41JTSILE OF 4 SHAPE TO MATCH FACE TFRAVELW+A'Y SHALL OF RQyTyWAY CURB 6E PROW#OED WITH111 2' -Cs'" MIN, n' -P" MIN, e THw MARKED CROSSWALK AREA, AT ;Y , i" HIOHEdd TH�W BACK OF CUR€i--, 12= 1 MAY --- a8: 11!�A';. EDGE OF PAVEMENT' 24 :'i - '-- 4$: I VAid _/rA-I:.K_.; , SMAE AS TOP OF Ci;RB SECTION A-�W hLti X 4" YP. TYPE C PARALLEL & PERPENDICULAR APPLICATION bAI?VdriY 6RADE. MINIMUM RAMP LENGTH IN PERCENT _._..__. _ II•: FEET �,e ulaRB G. CURB._... 4 T Yp• 2' bAIN, -.. 5' "SIDE VI.ALK 4' BUFFER STRIFa V) U) CROSSWALK TYPICAL PLACEMENT Al INTERSECTION WITH BUFFER 'STRIP rr±.:arJ AT T': , 2" HIUHEq TH,14T EDGE or FI&VEMENT ATX -1'. SAMt AS TOP Or CURN CGCE QF Pr1(EI dENTH WJ 2 .... 3 ..�,. 5,...-_. AT K K , a0ME AS TOP OF CURE _ 4..... 4 _..w.,...: '..'. NOTES= FOR GENERAL NOTES ON THE DETECTABLE W{AFJ:iNC SURFACE, 5 --.. 10 sr� SHEET I or 9- 7 - 14 �p THEELECTIt3NI OF CSB TYPE ?NO THE CCaNFIGURATITJFI OF THE -- 7 - 1J 15 - :BUFFER STRIP MAY VARY TO WA LT EXIS.NNG FIELD GUNIDITIONS .AND ROADWAY GEORETRICS PROVIDING THE, BIMF„NSIONS 940 SLOPES. ARE AS NOTED THE REQUIRED LENGTH fir A PARALLEL RAI? IS THIS, COUBIINED {FAR.4LLEL & PERPENDICULAR) DLSN-IN CAN RE UakeJ W1TH LIMITED TO 1_5 FFE'C, REcXRDLESS OF THE SLOPE, ADJOINING RLJFFER STRIP LAUDING AT IBOTT044 Cr TWO ELOPINr SIDES WITH a"`' X 5'MIN. DWEN71108� 1H.F -HOOT PERPE'NOK';ULAR RUN TO T&ir STREET f,AN Be PROTECTED SY A LANDSCAPED -SETBACK. OR CONNECTEb TO THE SIDEWALK WITH A 'PARPE) SURFACE, '!GA:TIiN# XVDOT 'RENCE �-12 DETECTABLE WARNING SURFACE ROAD AND DRI4CE GTANQAAPDS 105 TYPE C (PARALLEL & PERPENDICULAR) APPLICATION RLVI5IGN DTE I SHELF 4 QF 5 502 LhkIANIA DEFAPTMENT (Y TkAJ ;PORTATAbr1 07/16 295,06 2016 ROAD & BRIDGE STANDARDS NOTES; 1, THIS ITEM MAY BE PRECAST OR CAST IPI PLACE. 2. CQ.NCRLTE TO TTL QLX55 ,A} IF GA5T IN PLAQE, 4000 PSI IF FRECrAST. :T_ CURD HAVING A RAIDIU5 OF 3U0 FEFT OR I-055 (A-0140 FACE OF CURB) WILL RE PAC FOR AS RADIAL CURB_ 4., THE DEPTH OF GLINH WAY BE REDUCED AS b.1i„4CH AS 1115 DEPTH' OR INCREASED AS MUCH A!$ 3" 42Y DEPTH) N ORDER THAT THE BOTTOM OF CURB WILL COIN0017 WITH TEE TOP' OF A. COURSE Of THE PAAMENT SUBSTROCTuff 9THERWk5E. THE OCKH IS 10 BE T$" AS SHAWN, No ADJUSTW_NF IN THE P50GE EW TS TO BE 114131E FOR A DECREASE LIR MI lNGIREASE IN IXPT". 5, CG -2 IS TO BE' USED ON ROADWAYS WE'TING THF REQUIREMENTS FOR CG -6 AS SHOWN 'RN APPENDIX A OF THE YUQT ROAR QESICIN MN-4UX, IN THE SECTIQU ON GS URBAN STMDMDE. F 2" RA"UAJS SURFACE wt .aA SASE t �JEIBA9E 6" ACCEPTABLE ALTER)NATI[VE IF CURB IS EXTRUM I. P! SURFACE 13 &5E SUBBASE REFERENCE STANDARD} 6111 CURB ROAD AND 5ROM 57ANDARIDS 105 REVISI*N DATE SKET 1'OF• i $02 VIRGINIA .DEF'ART#eENT Of TRN45FORTATKM �C34,f51 fLLJ i i MISS: f} t \`4 ~�,,.....�L;.r�-�, y r 5 � SLCTION C I -SEE NOTE 5 +U3 Ps ��f,' �}� �:Y, 5•x5` /' ,"•"tit., DETECTABLE INARNING (TYP) '* MEDIAN WITH CUT -THROUGH V,ARirVGtE I TYPE M2 DETECTABLE 1 4 T t- o f WAR+WING {T YP? 2. CONCRETE TO BE CLASS A;� IF CAST IN PLACE, pc :. SECFICIN f SEE NOTE 5-il. RCFUGE ISLAND WITH RAMPS 3. COABBNATION C'1JAB & WTTER HAYNG A RADIUS TYPE R11 OF 360 FEET OR LESS CA ONG FACE OF CURE? DETEGTAVt.E �` "_`A- F 6"IARN11Na fTYRl� VPF It L£ _ D 2„ i 2, 2;-'�,``*�, •� All. SkkL BE PAID FOR > RADIAL C(?IrIBIAIA'TIQN!, IIIA "_ ''�. ,,,:.-•`"`--.,� SECTIOt4 D D f, SEE NOTE: 5 4, FOR USE WITH STAINiZEO'OPEN-GRAVED DRANA" f CURS. y� a bE7`LG'Tp13I,E - WARNING (TY?) CL MEDIAN WITH RADE REFUGE ISLAND CUT - THROUGH TYPE MI TYPE R12 tNC3TESa "p T1Tfax- t%k?F -tl3 faC6isE -I t :T Dilai.AAIF _ L FOR GENERAL NOTES ON THE DETE�'TABL E. VWAi2N1NC SURr ACE, SEE SHEET It OF 54 I i 2. CURB SHALL BE SHAPED TO MATCH THE FACE OF ROADWAY CURES. 3. SEE ROADWAY PLANS FOR MEDIAN AND REFUGE ISLAND D;MENSIONS SPEED AS SHOWN Etta WEIR'S .HALE OE aLIGNEI? WITHARrS�SfiWAL a. RAMPS AND CUT T Q SES TIUr� A' fi 5, THE RAMPS AND CUT THRQUCH'S SHALL BE fW:�TALLGD AND PAID FOR AS " 4" HYDRAI.JUC CEMENT CONCRETE SIDEWALK IN ACCDRDAN{E WITH SECTION 'EE vTTc EL }Ra 1, OF rHE RCIAO & BRIDCOE SPECIFICAJICINS ET;CAVAfION OF MATERIAL FOR THE IN�TALL,:ATIQN IFF THL SIDEWALK 5HALL RF NQLVQEQ IN THE PRICE 41D FOP 4' HYDRAULIC, CEMENT CONCFLTE SIDEWALK. G, CUT THROvQW5 LESS THAN VIN W101H SHALL NOT HAVC DETECTAOLE WARNINGS iNST&LED_ XVD0_F CO -12 DETECT ABLE JARNI G SURFACE SPEFIFICATtE REFERENCE, ROAD AND P RIDGE STMIDARCI MEDIAN AND RE'UGE ISLAND APPLICATIONS 105 SHEET 5 [DF -1 REVISION DATE - - t�os.n� 7/12 P VIRGINIA DEPARTMENT OF TRANSPORTATION 5Q2 2016 ROAD 8 BRIDGE STANDARDS NOTES; 1, THIS ITEM MAY BE PRECAST OR CAST IPI PLACE. 2. CQ.NCRLTE TO TTL QLX55 ,A} IF GA5T IN PLAQE, 4000 PSI IF FRECrAST. :T_ CURD HAVING A RAIDIU5 OF 3U0 FEFT OR I-055 (A-0140 FACE OF CURB) WILL RE PAC FOR AS RADIAL CURB_ 4., THE DEPTH OF GLINH WAY BE REDUCED AS b.1i„4CH AS 1115 DEPTH' OR INCREASED AS MUCH A!$ 3" 42Y DEPTH) N ORDER THAT THE BOTTOM OF CURB WILL COIN0017 WITH TEE TOP' OF A. COURSE Of THE PAAMENT SUBSTROCTuff 9THERWk5E. THE OCKH IS 10 BE T$" AS SHAWN, No ADJUSTW_NF IN THE P50GE EW TS TO BE 114131E FOR A DECREASE LIR MI lNGIREASE IN IXPT". 5, CG -2 IS TO BE' USED ON ROADWAYS WE'TING THF REQUIREMENTS FOR CG -6 AS SHOWN 'RN APPENDIX A OF THE YUQT ROAR QESICIN MN-4UX, IN THE SECTIQU ON GS URBAN STMDMDE. F 2" RA"UAJS SURFACE wt .aA SASE t �JEIBA9E 6" ACCEPTABLE ALTER)NATI[VE IF CURB IS EXTRUM I. P! SURFACE 13 &5E SUBBASE REFERENCE STANDARD} 6111 CURB ROAD AND 5ROM 57ANDARIDS 105 REVISI*N DATE SKET 1'OF• i $02 VIRGINIA .DEF'ART#eENT Of TRN45FORTATKM �C34,f51 DI -3A, 35, 3C - FOR DETAILS OF INLET 97YPAi4gW)N . nfMT 1 r FRAME- % CQ'VFR - i arw !1F gff)ww Al K EXPANSION KEYED JOINT CONST, BARS DS APPROACH ! JOINT GUTTER BAR G � ,, WARPEEL)p ER 0AIL IR C-2„ I SUBBASE HARDWARE :?:147 n BARSTF CLOTH Vin+ 1 WEEP HOLE. SEE NQTE 8 I STEPS.'SE NOTE 5 $., 8" 13- SECTION A -A F` KEYED CONST, JOINT 1 WARPED 2„ f GUTTER BARS APPROACH A GUTTER 13f �{ I- -- - -- - - -- - - - - - ----- B S G 1 -- > • Ri a _. _. _17- . _, _ t I BARS F BARS E Ly, a BARS E ,..,_*3" DIAMETER BARS 8 _ WEEP HOLE FRONT ELEVATION BARS F (GUTTER REMOVED) I� 5XI%4" BENT PLATE-, II SECTION B-8 f4" R TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS.l - L2Vy"X21/,"XIj4" TYPE B NOSE DETAIL SHALL BE USED WITH CG -2 & GG -6 STANDARDS. TYPE A GALVANIZED4 "TYRP E B Ijz" X +1" STUD. SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68`301 TO ANGLE IRON AT 2'C -C. CONNECTORS ARID IS TO BE ANCHORED WITH Yz' X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. �APPR, PaVEMENT DI -3A L 9 DI -38 � L� # DI -3C _ L � WARPED PAVEMENT 9 s x i S 1 FLOW FLOW t FLOW 1 I J DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL xvDGE S STANDARD CURB DROP INLET SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET i OF 2 REVISION DATE 12" - 30`° PIPE: MAXIMUM DEPTH (H) - 8` 233 104.09 0 8/1 0 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 a TRANSITION BETWEEN to a PIPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED, SHAPE TO ELEVATION OF MID -PMT OF LARGEST PIPE. lSHAPE TO I ' OUR OF PIPES I ! SLOPE TO DRAIN TO INVERT OF OUTLET PiPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS NOTESI SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PPE IS ABOVE INVERT OF STRUCTURE, SLOPE TO DRAIN TO INVERT OF OUTLET PIPE MANHOLE CR DROOP INLET IS TO BE FORMED AND CONSTRUCTED jj f IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING, THE INVERT SHAPING AS DETAILED HEREON M TO CONSIST OF A PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR fff j CLASS CT,EXCEPT THAT 25X. OF COARSE AGGREGATE MAY BE j :;; .r" UP TO 4" IN DiAMETER AND CONSIST OF STONE, BROKEN BRiCK, o j :•`;:'- �. BROKEN CONCRETE OR BROKEN CONCRETE BLOCK, THE "FACE: SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE f I OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. .' 4 ." ' DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE i I PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AIS OUTLET CONFIGURATION AND FLOW LINES. SECTIf?IN 8_0 PLAN METHOD OF TREATMENT IN MANHOLES VOC STANDARD METHOD OF SHAPING STANDARDS ROAD AHD BRIDGE STA,PRN2DS REFERENCE MANHOLE $t INLET INVERTS SHEET 1 OF i I REViSION DATE 302 106.08 ViRGiMA DEPARTMENT OF TRANSPORTATION V w fLLJ i SCALE: y r 5 � e } FILE: 17.0110 NOTES; 3 S. TF#$ STEM MAY BE PRF__CAST OR cASr IN PLACE., 2. CONCRETE TO BE CLASS A;� IF CAST IN PLACE, +000 PSI iF PREOAST. f 3. COABBNATION C'1JAB & WTTER HAYNG A RADIUS OF 360 FEET OR LESS CA ONG FACE OF CURE? SkkL BE PAID FOR > RADIAL C(?IrIBIAIA'TIQN!, CURIO FA GUTTER, i 4, FOR USE WITH STAINiZEO'OPEN-GRAVED DRANA" f LAYER. THE aorrOMor THE CURB L GUTTE#i SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE CL OF SUBBASE Ct1!,IRSES AND TO TAE DEPTH OF Lu c m THE PAVEMENT. S- AL1011WABLE DRITIffbA FOR TI QF Or -$ ANLL IS BATED ON ROADWAY CLASSE'ICATONES1133N SPEED AS SHOWN 2" R 7'-f RNID DESI(;N L 3N THEAPPEFSECTiONH ON GS URBAN STANDARO& EL s LL b E � P P -THE BOTTOM OF THE CURB GUTTER MAY BE CONSTRUCTED - PARALLEL TO THE SLOPE OF SUIBUASL COUPSLS PROViDED .A M MINE1U M DEPTH 4F 7" THIS AREA MAY BE CONCRETE 1S TAkV+iT,51N€I}. AT THE OPTION OF TIE CONTRACTOR SPEGIFIOATI{111 XV00T REFERJEACE COMBINATION e" CURD AND GUTTED ROAD AND i1DGE. rTAtiDAii.Dw REVISION DDE SWET 1 OIF i 105 VIRGINIA DEPARTMENT OF TRAN5PORTATCIN - afl'I.O:I DI -3A, 35, 3C - FOR DETAILS OF INLET 97YPAi4gW)N . nfMT 1 r FRAME- % CQ'VFR - i arw !1F gff)ww Al K EXPANSION KEYED JOINT CONST, BARS DS APPROACH ! JOINT GUTTER BAR G � ,, WARPEEL)p ER 0AIL IR C-2„ I SUBBASE HARDWARE :?:147 n BARSTF CLOTH Vin+ 1 WEEP HOLE. SEE NQTE 8 I STEPS.'SE NOTE 5 $., 8" 13- SECTION A -A F` KEYED CONST, JOINT 1 WARPED 2„ f GUTTER BARS APPROACH A GUTTER 13f �{ I- -- - -- - - -- - - - - - ----- B S G 1 -- > • Ri a _. _. _17- . _, _ t I BARS F BARS E Ly, a BARS E ,..,_*3" DIAMETER BARS 8 _ WEEP HOLE FRONT ELEVATION BARS F (GUTTER REMOVED) I� 5XI%4" BENT PLATE-, II SECTION B-8 f4" R TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS.l - L2Vy"X21/,"XIj4" TYPE B NOSE DETAIL SHALL BE USED WITH CG -2 & GG -6 STANDARDS. TYPE A GALVANIZED4 "TYRP E B Ijz" X +1" STUD. SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68`301 TO ANGLE IRON AT 2'C -C. CONNECTORS ARID IS TO BE ANCHORED WITH Yz' X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. �APPR, PaVEMENT DI -3A L 9 DI -38 � L� # DI -3C _ L � WARPED PAVEMENT 9 s x i S 1 FLOW FLOW t FLOW 1 I J DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL xvDGE S STANDARD CURB DROP INLET SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET i OF 2 REVISION DATE 12" - 30`° PIPE: MAXIMUM DEPTH (H) - 8` 233 104.09 0 8/1 0 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 a TRANSITION BETWEEN to a PIPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED, SHAPE TO ELEVATION OF MID -PMT OF LARGEST PIPE. lSHAPE TO I ' OUR OF PIPES I ! SLOPE TO DRAIN TO INVERT OF OUTLET PiPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS NOTESI SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PPE IS ABOVE INVERT OF STRUCTURE, SLOPE TO DRAIN TO INVERT OF OUTLET PIPE MANHOLE CR DROOP INLET IS TO BE FORMED AND CONSTRUCTED jj f IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING, THE INVERT SHAPING AS DETAILED HEREON M TO CONSIST OF A PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR fff j CLASS CT,EXCEPT THAT 25X. OF COARSE AGGREGATE MAY BE j :;; .r" UP TO 4" IN DiAMETER AND CONSIST OF STONE, BROKEN BRiCK, o j :•`;:'- �. BROKEN CONCRETE OR BROKEN CONCRETE BLOCK, THE "FACE: SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE f I OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. .' 4 ." ' DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE i I PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AIS OUTLET CONFIGURATION AND FLOW LINES. SECTIf?IN 8_0 PLAN METHOD OF TREATMENT IN MANHOLES VOC STANDARD METHOD OF SHAPING STANDARDS ROAD AHD BRIDGE STA,PRN2DS REFERENCE MANHOLE $t INLET INVERTS SHEET 1 OF i I REViSION DATE 302 106.08 ViRGiMA DEPARTMENT OF TRANSPORTATION V w ss � i! ' 1 %26boi 8 Jimmy L. Taggart Lie. No. IL 22811 tv� NAL _ fLLJ i SCALE: y r 5 � e } FILE: 17.0110 SHEET: 3 3 ss � i! ' 1 %26boi 8 Jimmy L. Taggart Lie. No. IL 22811 tv� NAL _ DATE: 11-26-2018 SCALE: NA JOB: 18.0505 FILE: 17.0110 SHEET: 16 OF 20 f i • f �. CL Lu c m EL s LL E 4 M E DATE: 11-26-2018 SCALE: NA JOB: 18.0505 FILE: 17.0110 SHEET: 16 OF 20 rte - 11' COMPRESSION x 31e MALE PIPE COUPUNG 45- OR APPROVED EQUAL FINISHED GRADE 2 -r-;;ITl=; F IT J1 ITI= PLACE 5' GALVANIZED WITNESS POST WITH I* TYPF 'K' CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT SOFT COPPER TO HIGHWAY DEPARTMENT APPROVAL, FOR US --DN ATTACHED TRENCH 4 45' SINGLE FAMILy REDUCER max RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERWCES. PLUG imixil TEf FINISHED GRADE NOTF_ NO SWEATED FITTINGS 2500 P,S.1, CONCRETE THRUST BLOCK cr -- - - - - - - - - - - - - - - - - - ADJUSTABLE TRAFFIC RATED - - - - - - - - - - - - - - - - - - ITTINGS I I UNDISTURBED SOIL lEf' MIN. FOR ALL BENDS FO OR WY[: VALVE BOX W/ LID P.UAL SERVICE ftop WIDEN TRENCH TO u I" COMPRESSION x 3/4" MALE PIPE COUPLING OM OR APPROV0 EQUAL ACCMODATE PROULL VIEW ANCHOR IF REQUIRED� -11- TYPE 'K' z N SOFT COPPER M I m HIED11110 AS REQUIRED 00 FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE VHERE AN 1ARRIATION 3: m METER IS NOT PROVOIED. j7EIREDD EQ PLUG M.J, GATE VALVE EDGE SINGLE SERACE UNDISTURBED SOIL 24!' MR MIN NOTE: OF TRENCH 1) SADDLES SHALL K USED ON PVC PIPE, --i - - - T -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- CAST IRON LID REDUCER 91 MIN SEC -HON 1-1 SECTION 2-2 FINISHED GRADE IN OEC EE BEND DIMENSIONS VOL. TEE AND fLUGS VOL_ SIZE OF (FEET) cu. YD. FEET) cu,YD_ BEND L. OCH NO OCH L 'MNG METER AL BALL WINGIA T L :�4 90 2.50 2.50 �AbF_ BOX 0.24 4' & 6' 45 2,, OD N & 1 LZT I NLET 3 Ml OUTLET) W MIN, COPPERSETTER 2.60 0.15 ST BLOCK---op- 2500 P.S.I. CONCRETE THRUST 22� 2,50 OA5 221/2 1,50 2.00 2,52 0-10 - 1/8 BEND COUPLING 1,50 2 -DO - - - - - - - - - - - - 010 go 3,66 4 3.21 0.48 METER U 45 22 '1/2 UNDISTURBED SOIL EDGE ,! OF TRENCH X24" MIN. 2.66 415 2.77 2.69 O 26 0.13 3.16 \\-BRICK 0132 NOTES: PLANA VIEW 1.66 2.35 2,.67 0.13 AS \-COWORA'nDN STOP NECESSARY NOT TO SCALE NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE 90 4.83 3033 3.42 0.83 PLASTIC SHEETING AS PROTECTION FOR BOLTS. 10" & 12,, 45 133 158 SAND OR DUST UNDER 4* PIAMMR DRAIN PIPE, 12' 13OX AND S=(2 LONG STONE P=ET, VDOT 0.43 5,213 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF 0,52 22 1/2 133 MINIMUM M S�INCH SPEC. 203, NO, 57 AGGREGATE THICKNESS) 2.86 O„24 TRENCH OR AS APPROVED BY THE ACSA. IN WATER f LINE 4 2500 P.Sl CONCRETE 2'x 2' BEARING AREA. THRUST BLOCK 4. 4 0 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE1'THRUST 13LOCKS ARE RECAAWHCE RED ENEVER THE PIPELINE - CHANCES DIRECTION, CHANGES . ACSA. SIZE, CEAD ENDS AND AT VALVES, NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL SERVICE LATERAL INSTALLATION 4 CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. 2, USE 2500 P-51 CONCRETE, Y2 21 0 THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF .1 NO CC14CREIE SMALL BE POURED ON ANY PART Of THE JOINT. VERIFY THE TYPE F OF (5/8 & I METERS) 4, THF CONSUILYNG ENGINEER SHALL BE RESPONSIBLE TO ALL THRUST BLOCKS. ALL THRUST BLOCKS. TYPICAL REDUCER THRUST BLOCK TYPICAL GATE VALVE NTS CONCRETE THRUST BLOCKSNTS FIG. W -15A NTS NTS FIG. W-5 F19, W-3 TD -10 FIG. W-317 TD -9 TD -7 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL COVER LIFT NOTCH NOTE: HYDRANT MUST BE JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC, 14- 1/2" [ SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, 12 3/8" A EQUIPPED WITH CHARLOTTES- 24' IN VILLI THREADS WHICH IS INITIAL BACKFILL 12 1 /2" VARIES THE LOCAL STANDARD, MIN. MIN, MIN, LENGTH OF BRANCH VARIES 6" BEDDING 6' MINWATER 2' TO l(Y ID,----------- _8 -STONE Tr (270') ...... Z� STABLE SOIL ROCK 18 zz" VALVE BOX 6 7 CUTONE FT. SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL CAST IRON LID #8 S" STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND 18METER BOX II THEN COMPACT THE SOIL OR PROMDE A 4" BEDDING OF -ONE. #68 Sl 42"IAIN "GATE SFWER VALVE WATER 8" X 6" TEE ii FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 2EOO P,S,I. CONCRETE L BASE AND THRUST• OCATION OF EITHER UTILITIES BLOCK AGAINST (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) UNDISTURBED STABLE SCIL STEEL PILE 4! 11 INITIAL BACKFILL 4'Mf W, RESTRAINED JOINT FITTINGS UNSTABLE B" WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADD;T`ION EASEMENT WIDTHS; WATER OR SEWER ONLY 20' MINIMUM 6" EXTENSION SOIL MIN. MIN. MIN MIN. WATER & SEWER 30' MINIMUM #68 STONE TO POURING CONCRETE, A STEEL. PILE SHALL 41 0e, Va BE USED AS ADDITIONAL SUPPORT. RANULAR FILL AS -NPPROVED BY ACSA PIPE SLOT STAI ZIZTABI F SOIL CJR RRC (2 PLACES) NOTE SEE PART 3, PARAGRAPH III SEPARATION OF WATER 9, SEWER SYSTEMS, t SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. NOTE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT INCLUDING DITCHES 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 1 FINISHED GRADE SHA -L SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 2� NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED 4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH, UTILITIES CROSSIN[i A WATER OR SEWER FASFMENT SHOULD BE AT j ABOVE THE INITIAL BACKFILL, NOTE&, IT IS NOT ALLOWED IN THE DITCH. 90' TO THE RIGHT OF WAY, 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP ITHE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS, HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOVVED REQUIRED TO BE IN Vf,:T AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES, TYPICAL METER BOXES TYPICAL FIRE HYDRANT ASSEMBLY DETAIL WT,S. UTILITY LOCATIONS & EASEMENT WIDTHS DUCTILE IRON WATER (5/8"-l"METERS) FIG. W-4PIPE INSTALLATION BEDDINC NITS NTS FIG. W-1 NTS FIG- W-7 TD -8 FIG. W--2 TD -1 TD -2 TD -13 r 0 -T: cv U) c) :3 cy) m 04 20 - ir u - u 0 ft > LL 0 Gn uj --Jj _j CL �t It -ft Uj Lu 0 oc) ld LO a CD cv co a: 0 ILL K g 6 04 1-- 0 0: 0 P_ m 4- 't z 0 La - 0 TH op 11 /26/ 018 Jimmy L. Taggart Lic. No. 22841 IONA], 0 tE F- T_ Z w < 0- 0 Z C\l w LLJ 0 < LL a- 0 U) 00 E-4 z w CL 0 < z u) 0 LL < ir F- F__� U) > z z W > OEC EE BEND DIMENSIONS VOL. TEE AND fLUGS VOL_ SIZE OF (FEET) cu. YD. FEET) cu,YD_ BEND L. 14 T L H T 90 2.50 2.50 3.01 0.24 4' & 6' 45 2,, OD 2.25 2.60 0.15 2,00 22� 2,50 OA5 221/2 1,50 2.00 2,52 0-10 - 11 1/4 1,50 2 -DO 2.50 010 go 3,66 16 3.21 0.48 U 45 22 '1/2 Z86 1.66 2.66 415 2.77 2.69 O 26 0.13 3.16 2.91 2-66 0132 11 1/4 1.66 2.35 2,.67 0.13 90 4.83 3033 3.42 0.83 10" & 12,, 45 133 158 2.95 0.43 5,213 4,.OD 2.83 0,52 22 1/2 133 45� 2.86 O„24 11 1/4 1,83 2.33 2.84 0.18 WATER f LINE 4 2500 P.Sl CONCRETE 2'x 2' BEARING AREA. THRUST BLOCK 4. 4 0 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE1'THRUST 13LOCKS ARE RECAAWHCE RED ENEVER THE PIPELINE - CHANCES DIRECTION, CHANGES . ACSA. SIZE, CEAD ENDS AND AT VALVES, NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL SERVICE LATERAL INSTALLATION 4 CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. 2, USE 2500 P-51 CONCRETE, Y2 21 0 THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF .1 NO CC14CREIE SMALL BE POURED ON ANY PART Of THE JOINT. VERIFY THE TYPE F OF (5/8 & I METERS) 4, THF CONSUILYNG ENGINEER SHALL BE RESPONSIBLE TO ALL THRUST BLOCKS. ALL THRUST BLOCKS. TYPICAL REDUCER THRUST BLOCK TYPICAL GATE VALVE NTS CONCRETE THRUST BLOCKSNTS FIG. W -15A NTS NTS FIG. W-5 F19, W-3 TD -10 FIG. W-317 TD -9 TD -7 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL COVER LIFT NOTCH NOTE: HYDRANT MUST BE JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC, 14- 1/2" [ SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, 12 3/8" A EQUIPPED WITH CHARLOTTES- 24' IN VILLI THREADS WHICH IS INITIAL BACKFILL 12 1 /2" VARIES THE LOCAL STANDARD, MIN. MIN, MIN, LENGTH OF BRANCH VARIES 6" BEDDING 6' MINWATER 2' TO l(Y ID,----------- _8 -STONE Tr (270') ...... Z� STABLE SOIL ROCK 18 zz" VALVE BOX 6 7 CUTONE FT. SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL CAST IRON LID #8 S" STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND 18METER BOX II THEN COMPACT THE SOIL OR PROMDE A 4" BEDDING OF -ONE. #68 Sl 42"IAIN "GATE SFWER VALVE WATER 8" X 6" TEE ii FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 2EOO P,S,I. CONCRETE L BASE AND THRUST• OCATION OF EITHER UTILITIES BLOCK AGAINST (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) UNDISTURBED STABLE SCIL STEEL PILE 4! 11 INITIAL BACKFILL 4'Mf W, RESTRAINED JOINT FITTINGS UNSTABLE B" WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADD;T`ION EASEMENT WIDTHS; WATER OR SEWER ONLY 20' MINIMUM 6" EXTENSION SOIL MIN. MIN. MIN MIN. WATER & SEWER 30' MINIMUM #68 STONE TO POURING CONCRETE, A STEEL. PILE SHALL 41 0e, Va BE USED AS ADDITIONAL SUPPORT. RANULAR FILL AS -NPPROVED BY ACSA PIPE SLOT STAI ZIZTABI F SOIL CJR RRC (2 PLACES) NOTE SEE PART 3, PARAGRAPH III SEPARATION OF WATER 9, SEWER SYSTEMS, t SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. NOTE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT INCLUDING DITCHES 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 1 FINISHED GRADE SHA -L SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 2� NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED 4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH, UTILITIES CROSSIN[i A WATER OR SEWER FASFMENT SHOULD BE AT j ABOVE THE INITIAL BACKFILL, NOTE&, IT IS NOT ALLOWED IN THE DITCH. 90' TO THE RIGHT OF WAY, 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP ITHE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS, HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOVVED REQUIRED TO BE IN Vf,:T AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES, TYPICAL METER BOXES TYPICAL FIRE HYDRANT ASSEMBLY DETAIL WT,S. UTILITY LOCATIONS & EASEMENT WIDTHS DUCTILE IRON WATER (5/8"-l"METERS) FIG. W-4PIPE INSTALLATION BEDDINC NITS NTS FIG. W-1 NTS FIG- W-7 TD -8 FIG. W--2 TD -1 TD -2 TD -13 r 0 -T: cv U) c) :3 cy) m 04 20 - ir u - u 0 ft > LL 0 Gn uj --Jj _j CL �t It -ft Uj Lu 0 oc) ld LO a CD cv co a: 0 ILL K g 6 04 1-- 0 0: 0 P_ m 4- 't z 0 La - 0 TH op 11 /26/ 018 Jimmy L. Taggart Lic. No. 22841 IONA], 0 tE F- T_ Z w < 0- 0 Z C\l w LLJ 0 < LL a- 0 U) 00 E-4 z w CL 0 < z u) 0 LL < ir F- F__� U) > z z W > AIR RELEASE VAI -VE BRAS$ OR BRONZEPIPE DRAIN TO GRAD[ IF POSSIRLL__, BRICK SUPPORTS OR S01-0 CEMENT BLOCK'i" `--TYPF "K" SOFT COPPER (- R,P(DRATION STOP NISHED GRADE RONZE GATE AL VE CRLJSHECI STONE INOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LIE) FOR TRAFFIC AREA -S, OR A METEF BOX AISSEMBLY IN NON-TRAFF[C AREAS, OR APPROVED EQUAL, SHALL BE. USED, A,R.V� ANO FITTINGS, FOR WATER 2) FOR WAT17PLICE , SMALLER THAN 1Z USE A 1" LINF',_� 12" AND LARCEP USE 2" A.R.V. AND FITTINGS. IN SITUATIONS WHERE 7111F AR.V. At SDABLY CANNOT BE OFFSET FRom THE MAIiI AN S ADEQUATE FOUNDATION SHALL BE �NSTALILED SO THE WATEF LINE UOENOT SUPPORT THE MANHOLE COI',IE, WATER MAI AIR RELEASE VALVE (i6RV) IN T'S FIG. W-9 TD -2-0 WAIF,$ RESTRAINED JafNT FITTINGS J, PLUG VARIES THREADED COUPLING CAP PVC SLEF;,VE— BRASS NIPPLE AND PVC LUBRICATE ALL THREADS THRUST BLOCK MIETFIR BOX (SEE FIG. W-7) VALVE �-110. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF GRADE ALLOWS -41 2" BRASS PIPE VARIES VARIIES _\\-2- THREA�DC.D 'TAP ,,WATER MAIN AND VALVE ARE SAME SIZE PLUG DEAD END (TYPE "A".) TYPICAL BLOW -OFF ASSEMBLY NTS FIC, W-9 TD -1 9 #5 BARS a 8" C -C TYR 00 OPP NCE PRECAST CONCFEIE MANHOLE BASES SI -ALL BE FABRICATED IN ACC ,A r T30" DIAMETER WITH PART V, SEC THDIN G OF THESE SPECIFICATICUNS. 018 Jimmy L. Taggart LIG. No. 4 22841 L s, ZONAL soy DOCHOUSE BASEEXISTING SANITARY I SET SEWER PIPE 1 ON CONCRETE BLOCKS- T 17-1 DOGHUILISE OPENING SHIALI.MIN. 12 CLEARANCE 3ACKFILLED NTH SELF -COMPACTING BE PREFORMED BY BETWEEN EXISTING PIPE 16" MAX IVI?V4UFACfVRER 0ANBD STONE DEDUN" STONE, P1 SAW CUT TO FIT PE 5" _ OUTSIDE DIAMATER PLUS' 6", 12` THICK VDOI No. 158 STONE BEDDING tt 8"xll"06" AND 1"x8"X11" MINIMUM ELEVATION DIFFERENCE 10 CONCRETE BI-OCKS, 12"MIN CENTER W/RISER DOGHOUSE MANHOLE BASE 12"MIN C ,FALL (4 EAH) ACROSS M.H_ FROM INLET TO VARIE FILL DOGHOUSE OPE."'ING MANHOLE ABOIrt- BASE SHALL AROUND EXIS11fIG PIPE OUTLET SHALL BE 0.20 FEET BE CONSTRUCTED AS SHOWN WITH 3,000 PSI GONCRIETE ON FIGURE S---1--AOR NON -SHRINtQ'N�_' GROU'l A FILLETED INVERT FOR A SMOOTH 41 TRANSITION OF FLOW BETWEEN ALLOW CONCRETEEXISTING' PIPE WTH WRA( TO FLOW A MIN. NEOPRENE GASX'f_T MATERIAL 1* --01' BEYOND 8ASEBEFORE FILLING THE OPENING 12"1 OF STRUCTURE \ NEOPRENE SECURED DY 2 NO PROVIDED. - COPROISVE STRAPS, I ON EACH SIDE. OF OPENING I'-'" Ml, CA5T--IN PLACE 3,000 PSI CONCkET- BASE FOUNDATION SECTION VIEW ...... I'' I I, t .... ... I'li I,, NOTES: I. CONS)TRUCT A FORMFID INVERT FROM NEW SEWER LINE 'TO ALLOW FLOW To THE EXISTING PIPE, I_, XI STI N PIPE, AF (11 THE r POUR A 5HELF '10 THE LOWER HL ST111\1C 3. CUT AND RE i PIPE TO WiTHIN 6" CUT -MOVE THE TOP HALF OF EXI OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE f3 FEN FORMED, Al'ID THE MH HAS BEEN FULLY TESTED IN ACCORD AN(__';_:_ WITH THESE SPECIFIC'ATIONS. TYPICAL. MANHOLE BASE SHOWIN(:� INSTALLATION _"D0CjH0U'S1E" NJIS FIG,. S -I -Al TD -22 #5 BARS a 8" C -C TYR SECTION A -A #5 BARS 8" C -C TYP. 30" qLAMgTE TTT STRUCTURE SIZE AM 'PLAN WALL THICKNESS VARIES NOTES: 1. THE STANDARD SAFETY SLAB (SL -1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRANAGE DESCRIPTION.FOR MANHOLES, JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE WTO 121 WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM Of THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" DIAMETER OR GREATER, 2, THE COST OF THE SL -1 IS NCLUDED IN THE COST OF THE STRUCTURE. 3. ACCESS OPEMNGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE, STEPS ARE TO BE STAGGERED ACCORDINGLY. 4, SAFETY SLAB MAY BE CAST -IN-PLACE OR PRECAST. CAST -IN-PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE M (4000 PSI). REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO M31, 5, ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). CLASS A3 CONCRETE SECTION 8-8 SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS #5 BARS &I C -C Typ. -7 7"' . . . TYPICAL PRECAST UNIT xvocrr TYPICAL CONCRETE SAFETY(, SLAB FOR DROP INLETS REFERENCE PECIFICATION ROAD "MDARDSMANHOLES AND JNCTION BOXES SHEET I OF 1 REVISION DATE 302 106.14 VIRIGNA DEPARTMENT OF TRANSPORTATION FRAME & COVER (SEE FIG, S-I-D,E) SLOPED AREA RUBBER COATED STEEL STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS "0" RING SEALS MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" FROM INLET TO OUTLET SHALL BE 0.20 FEET. — DEPTH OCONCRETE F FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING SEVER. A FILLETED INVERT A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL B STREET SURFACE OR NON -PAVED AREA V-01' MAX 21 Of' 3,-6,, WN -D" MAX X F2/_u 3 -(c 11 2w —f &I N M M AX t-16' MAX A'- n" Min mi PROVIDED. MIN. 6" BEDDING NOTE W/ NO. 68 STONE : 11. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON—EXTENDED BASES, 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N,T.S FIG. S -I -A TD -25 FRAME & COVER SEE F13. S—I—D, E STREET SURFACE OR NON -PAVED AREA SLOPED AREA V-0" MAX 2t®0"RUBBERCOATED STEEL STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL S—o" MI 00 I r T30" DIAMETER THE DROP OONNECTION SHALL BE 018 Jimmy L. Taggart LIG. No. 4 22841 L s, ZONAL soy DUCTILE IRON RIDE (CLASS 50) 1 1-7- T 17-1 3ACKFILLED NTH SELF -COMPACTING 16" MAX STONE, 5" SECTION A -A #5 BARS 8" C -C TYP. 30" qLAMgTE TTT STRUCTURE SIZE AM 'PLAN WALL THICKNESS VARIES NOTES: 1. THE STANDARD SAFETY SLAB (SL -1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRANAGE DESCRIPTION.FOR MANHOLES, JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE WTO 121 WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM Of THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" DIAMETER OR GREATER, 2, THE COST OF THE SL -1 IS NCLUDED IN THE COST OF THE STRUCTURE. 3. ACCESS OPEMNGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE, STEPS ARE TO BE STAGGERED ACCORDINGLY. 4, SAFETY SLAB MAY BE CAST -IN-PLACE OR PRECAST. CAST -IN-PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE M (4000 PSI). REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO M31, 5, ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). CLASS A3 CONCRETE SECTION 8-8 SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS #5 BARS &I C -C Typ. -7 7"' . . . TYPICAL PRECAST UNIT xvocrr TYPICAL CONCRETE SAFETY(, SLAB FOR DROP INLETS REFERENCE PECIFICATION ROAD "MDARDSMANHOLES AND JNCTION BOXES SHEET I OF 1 REVISION DATE 302 106.14 VIRIGNA DEPARTMENT OF TRANSPORTATION FRAME & COVER (SEE FIG, S-I-D,E) SLOPED AREA RUBBER COATED STEEL STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS "0" RING SEALS MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" FROM INLET TO OUTLET SHALL BE 0.20 FEET. — DEPTH OCONCRETE F FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING SEVER. A FILLETED INVERT A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL B STREET SURFACE OR NON -PAVED AREA V-01' MAX 21 Of' 3,-6,, WN -D" MAX X F2/_u 3 -(c 11 2w —f &I N M M AX t-16' MAX A'- n" Min mi PROVIDED. MIN. 6" BEDDING NOTE W/ NO. 68 STONE : 11. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON—EXTENDED BASES, 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N,T.S FIG. S -I -A TD -25 FRAME & COVER SEE F13. S—I—D, E STREET SURFACE OR NON -PAVED AREA SLOPED AREA V-0" MAX 2t®0"RUBBERCOATED STEEL STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL S—o" MI 3/4 DIA OF LARGEST PIPE IN MANHOLE -MIN. 6" BEDDING WITH NO, 68 STONE NOTES. 1- BEDD114G THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS, 2, THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE —EXTENDED BASES. EXTENDED OR NON 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED 8c GROUTED INSIDE AND OUT, 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS FIG. S--I—C TD -28 36 EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE 24 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION j -INT AL BACKFILL* (6" LIFTS) THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION {SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE HALL PIPE) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VD0T RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO, 21A STONE, 2, FOR DUCTILE IRON PIPE PE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO, 68 STONE SHALL BE PROVIDED" 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL -SE- WER PIPE INSTALLATION IN TRENCH NTS FIG, S-3 TD -34 SEWER SERVICE LATERAL CONNECTION NOTES. 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS 114DICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0,2' HIGHER T?iAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2, SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% PER FOOT) (1/4 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL NAVE A MINIMUM CLIVER OF 3 FEET. MAIN LINE A\ 2' MIN SALT TREATED FINISHED GROUND 2 x 4MARKER SEWER SERVICE LATERAL CONNECTION WT.S, FIG, S-2 TD -33 0 Ilk ■ u 0 5 40 If 40 Adolk r /III�TH op A4S 00 r .1 4� THE DROP OONNECTION SHALL BE 018 Jimmy L. Taggart LIG. No. 4 22841 L s, ZONAL soy DUCTILE IRON RIDE (CLASS 50) BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR IF MIN 3ACKFILLED NTH SELF -COMPACTING 16" MAX STONE, 5" t4 tt MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN ACROSS M.H_ FROM INLET TO VARIE OUTLET SHALL BE 0.20 FEET A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SMALL BE 12"1 PROVIDED. 3/4 DIA OF LARGEST PIPE IN MANHOLE -MIN. 6" BEDDING WITH NO, 68 STONE NOTES. 1- BEDD114G THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS, 2, THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE —EXTENDED BASES. EXTENDED OR NON 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED 8c GROUTED INSIDE AND OUT, 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS FIG. S--I—C TD -28 36 EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE 24 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION j -INT AL BACKFILL* (6" LIFTS) THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION {SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE HALL PIPE) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VD0T RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO, 21A STONE, 2, FOR DUCTILE IRON PIPE PE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO, 68 STONE SHALL BE PROVIDED" 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL -SE- WER PIPE INSTALLATION IN TRENCH NTS FIG, S-3 TD -34 SEWER SERVICE LATERAL CONNECTION NOTES. 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS 114DICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0,2' HIGHER T?iAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2, SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% PER FOOT) (1/4 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL NAVE A MINIMUM CLIVER OF 3 FEET. MAIN LINE A\ 2' MIN SALT TREATED FINISHED GROUND 2 x 4MARKER SEWER SERVICE LATERAL CONNECTION WT.S, FIG, S-2 TD -33 0 Ilk ■ u 0 5 40 If 40 Adolk r /III�TH op A4S 00 r .1 4� 018 Jimmy L. Taggart LIG. No. 4 22841 L s, ZONAL soy ■ tt IJOTEWHEN N PEL=TRIAN ACCESS RCUTE GROSSES X COMERCIAL ENTRANCE THE GROSS Efl-tPE '9FIsli-L 5E 2✓ FOP A W0TH Or 6 FEET A rIvl37;wFI APPROAC14, SAME SURFACING' TR�Dfu,S TO BE AS : M&NI-INE ROA&WAI iSFE NOTE 3) FLANN) cl s. Ifi,43uS TO BE As �I­IQWN U -N VILANSI, ry WAS\ SIDEWA0� (SEE UNIPAVED SPACE —'o F10'� LINE LINE '.F AII4 "soN NOIE; WIDTil "El" 2`01" OiR AS PAhf)W&f PLAN VIEW MANLINE ROADWAY &LUK- -i ENIGE OF PAVEMENT OR K)'PARQ0LIC CURVE IIENTRANCE ONLY5 Qpuu,v�f­ FLOW LINE M"wooNE a X MAN L CAROL-' IPANe; FOR SPECiFiCAT;l* 502 GR -2.2A M CONS-,PIUCT 9,RADE �MkANGES WITH 4 PARABOLIC CURVE. SECTION A A t CLA55 A3 SECTION C -C GENERAL NOTES IL WHEN USEU &I CGNJUN;TIQN WATH STANDARD CO -3 OF CCG T, Ti,!F CURB FAC l iXIL Tib STANDARD IS TO Ir ADJUSTIFtl T6 UATCH! THE hl(UHIASLIE ClAtin CONFI(AgA-NDN. 2SEE STANDARD CG -12 FOR CUP6 RAMP UE5IQN TO M USED WITH THIS STAN("AM 3. MAINLINE PAVEMENT 511OLL BE CA)II45TRUCTED TU THL R/W LWE ClEXCEPT AN' SU84AADE STAKiZAICIN RE'r,APRED FOR MAINLINE PAVEVEI-41 WitCH CA" HE OMITTED AN TONTRAII(C ) 4 FADiAl, CI*5 OR GOMBNATION CA)FIB ANC, GUTTER SHAIFL NOT BE CONSTROCTED REYOND THE R/W LNE EXCEPT FOR REPLACIENCNI PURPOSES. ENTRANCE NOTES 5. WWI T RAW -C RAIDN fANNOT ACCOMMODAIC THE 44"pc k�fnr f111 TURNI MT S OF ANTICWkTET2 HEAVY TRvCr 1"RAFFfC, THE fff4fH F)R SIDEWALK T. CUREI RAMPS LIMITS 01F THE A?0T$h?!VL0 NE ;Vlll��llllslc�l` TO 74'. ISEE CG -13� 6, PLAN$ ATS TO MlrrNT' )YIHEN C-ONSIRWIJON Of A FLOW UNE iS REWIRED 1-0 OPOVICIC POS;TOTE DRAINACE ACROSS THE ENT RAINGE, I THE 0;E5WAOLE AND MA.YONIUM ENTRAWE GRADE CHAINGES "0" APE LISTED IN THE ALLOWNXC CN.-IRMCE ORADC TABI,E, FKIF: VkUFS WE 40T wFPLICARLE TO STREET copittcry, T*Nr5l INTERSECTION NOTES FJ, wi,054 CG- Il Is usr, 0 r OR S,fRIF- T ccreIEC 11ofis, TH;E CONKCMN, MUST 5C USIC 14EP 01 ACCOPOMCC WITH AASHTO, POLICY AND 1PLINtAI'LE REQUIRIEWEN-FS , 14'Al' QF y0l ROAD X5KN MNAJAL,?NCLuUiNG sTopnio sicw m usi-u-: Ajib P- vm.w AiE(yjjIREA&MTq, OPTIONAL FLOW NC MfY' IREWFE WOPPINO OF' A PURFION OF GUTIZR TO PROVOIE POSITIVE DRANAGE ACROSS TW nlEPSECTION. ALLOWABLE ENTRANCE GRADE CHANGES iCH—MGA-- - EN-11TRAINCE WAK4AOA MORE THAN 15)16 ",i 3 VPl:l LOw LCS'S THM XO V,"D ;g 6 % a% NOTES ALLOWA.21LE ENT ' RANCC GRADE TMLL IS NOT AFFLICAWLE TO STREET i--GNNECT@GNS METHOD OF TREATMENT NIV W0,10 fild) FINOCI! STAItAkns (CONNECTION FQR STREET INTERSECTION$ AND COMMERCIAL ENTRANCES; KVr�IQN DATE 50EET 1 01 1 WGNIA 01EPARINCHT OF 7PANSPORTATION 07� 15 203 04 )K 27y4" MIN - 28y4" MAX RAIL HEIGHT X GR -2 (6-3" POST SPACING} MAX DYNAMIC DEFLECTION 3- GUARDRNL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN HE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE: SHEET '40.50L05, FOR DETAILS OF RAIL E-EMEN-, RAIL SPLICE JOINT, AND ASSOCIATED HARDWARE SEE SHEET NOS. 501.01AN? 501.02. RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII BETWEEN 5 FEET AND 150 FEET. A16 -L GUARDRAIL POSTS SHALL BE SEI PLUMB. POST SHALL NT BE SET WITH A VARIATION OF MORE THAN '/8" PER FOOT FROM VERTiCAL, W -BEAM, BLOCKOUTS, AND POSTS SHALL BE SET AND AACINED WITHOUT ALTERATION OR FORCE, AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR -2 AND GR -2A RAIL SHALL BE MAINTANED AT A HEIGHT OF 271'4" WN - 28Y4- MAX AS MEASURED PER STANDARD GR -INS. ALL W -BEA.! RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. THE oprICI4AL GR -2A METHODS OF NESTING THE RAL OR USE OF AN ADDITIONAL RAIL ON THE BACK OF THE POST FOR STANDARD GR -2A SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. 3-1/2" � 3`11/'" 1 II II II II II GR -2A (3`1'/2" POST SPACING) MAX DYNAMIC DEFLECTION 2' x OPTIONAL GR -2A METHOD x OPTICNAL GR -2A METHOD USING NESTED RAL USING ADDITIONAL RAIL ON BACK OF POST WHEN NESTED RAIL OR ADDITIONAL RAIL IS PLACED 014 BACK OF POST FOR GR -2A THE POST SPACAC WILL BE 6`3" *SUGGESTED MAXIMUM FLARE RATE FOR SEM -RIGID BARRIER SYSTEMS. VDOT A COPY OF THE ORIGINAL SEALED ANC SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE, SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD BLOCKED -OUT W -BEAM GUARDRAIL REFERENCE SHEET I CF 2REVISION DATE (STRONG POST SYSTEM) 221 501.04 1 08/14 VIRGINIA DEPARTMENT OF TRANSPORTATION 505 FLARE RATES GR -2, 2A DESIGN SPEED INSIDE SHY LINE BEYOND SHY LINE MPH -INFFLARE L -S RATE FLARE. RATE 70 19, 30:1 15:1 * 60 181 26:1 141 * 50 6..5. 21:1 11:1 * 40 51 1611 1 8z1 * ­FT1777 j ILI_t 7.1 . *SUGGESTED MAXIMUM FLARE RATE FOR SEM -RIGID BARRIER SYSTEMS. VDOT A COPY OF THE ORIGINAL SEALED ANC SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE, SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD BLOCKED -OUT W -BEAM GUARDRAIL REFERENCE SHEET I CF 2REVISION DATE (STRONG POST SYSTEM) 221 501.04 1 08/14 VIRGINIA DEPARTMENT OF TRANSPORTATION 505 IN -4 .1� loft. 0 ro""" M 271/2," DIA Owl 1-3 1/4" DIA [667mmi 4 24" DIA [722rnm] 36" DIA (914mn] F SECT +I rHI5 ARCA MAY BE GO-WITETE AT me opv,5N or TIG cvvvAcToR (4) 1 " (25rn-n) DIA H01 -F-5 ON 32 3/4" (834rn—m) DIA BOLT CACLIT. 1 1/2', [3�rnml I 1. r 25ITIM) 2'. (bl r-nrn) LETTERS (RECESSED FLUSH) .(2) GLOSED PICKHOLES 1 1/2 113 `N,--(2) COPED PVCKBARS 1/8" (29,Mrn) DIA Br 1 1/2" 26" DIA [38mm] 1 /4 r" (6n,iin) OIA F 3 1 /8 iIE0PRDIF GASKET -7 C-4 f T, r -A f Fri Ml 23DIA [584mml , '5" DIA [635mm", G. I. OF CASKET GROOVE SEOTON NOTES: 1. INS &IF -M MAY BE PRECAST Of( CAST- IN PLAC:f 2, COtRRFT F TO RE OLMS IF CAST IN PLACE, 4000 P53 IF PRCCA0', 3. CQMaNXT!Q'4 CUIRB & GUTTER HAVING A RADIUS OF S00 Hrl OR, LESS (ALONG FACE Of' CURD,' SHALL BE PA O FOR A", FADIAL COMOVATIFIN 0RE) III INET TER. 4, FOR 14E WITH DTWLPZLD QKN-t',PADED DRA"ACE LA':'ER, IRE PkTT00 OF THE CUH AND GUTTER JtIAL 1p� 8E Cc+lsTRvCTEc I', P-ALLEt ' 70 lIdE SLOP Of 5tkBASE I ,(KAS -XS AW) To THF Cp PTH OF 7HE PAVEWN T S. ALLOWARLIE CRITERIA FOR 14- UST OF CG -7 IS RtGET) ON ROADWAY CLASSIFK.'ATUf4 AMID DESIGN SPEED AS WWW DIJ AlFU404X A OF TiAFIT 140.40 OF5K)IN VIDO MAPK)AL 1T4 'THE SECTIOR ON UFMAN 05 STAN�DARD*3. N. eHtNI TWS, STANDARD IS "0 OF TIED INFO EXISTING DORMER Cl, -IPO, ME TRMSITiONTS 1*0 BE MADIE WITHit lq,m If -,c Ctul, IN 5TANUARDS CAN OF NIDE ATREG'UL REGULAR 3- 7.WKE'N COMIJINATION MOUNtABLE CURB AND GUTTER i5i.I lI5F,6, TW- STANDARD EI-41PA14CE GOTERS OR STANIDARD CONNECTION FOR MFCT INMRSECtIONS ARE 1,C) HAVE Tk-F- MOUNTABLE COPS COWiGURATIGN INCORPORATED, TIME aOTI(W OF THE CkfRkl 40 GliTTER M*N( K CQNSTPr,KAEV PARALLEL TO THE, ELOPE Of SUERASIF COURSE$ PROVIOM A IAWIDIEFITH Or 71' IS MAINTAW-D V PCAn- MD MIOCE STANDAPD'� COMBINATION 4" CURB AND GUTTER SHEET i GF I REN VISIODATE ids VINCIIIA, 0EPARTMENT CIF TRANSPORTATICiAl 502 (4) 1' INA HOLES M� 32 -3k&' (931mm) DIA BOLT CILE, 2' (51mryo) LEFIERS (REMSED ftkriH) CAM BOLT SEE AS`wEMBLf OETLIL 96 1/4- EIA 24" DtA ced, 28 7/16- DIA M' DIA [914rnm] ---- F RAW SECTM I 1 /2' [38n,Ifnj 7 2 1/8" [$4MM]"­ 0 lipc rl7mrn] j CD GR -2, 2A NA X" -Y, WASHER 2r6' -.♦c I 19 OF 20-./ I i 5/8"08" SOLT Y4" HOLE_ Y4" HOL�-- 4i & NUT _z6", 8"xi"2" TREATED ILV -VI DJ, PPE HOI ERECYCLED PINE BLOCK OR MATERIAL, TREATED PINE y4BLOCK OR ­FT1777 j RECYCLED Y4 GALV. STEEL IOD MATERIAL �OMMON NAIL SEE NCE 5. 6" WIDE BLOCKOUT USE WHEN REPAIRING DAMAGED GUARDRAIL m CONTAINING STEEL BLOCKOUTS. TREATED 0 25" 0 PINE BLOCK C\j BLOCKOUT FOR MAINTENANCE TREATEDREPAIR SOTFIERN PINE--'".— OF CKT GRO,7vE ONLY SECTION VIEW 1/4" (6rnm) DIA w NFOPREUr (',ASK[T 7y4" HOLE LESS THAN T -O" 6x8 WOOD POST ­x1' -REATCU CO 4"x b -2- PINE BLOCK. STRONG PosT 207. TO 357 NOT 0111,TP 36' �574 TO 5011/1 NQT QV��R 24 50% OR GREATER NOT OVER 16' 8-0" POST GUARDRAIL THE CRT POST IS FOR USE WITH THE STANDARD OR -10 TYPE 111OR WHERE OUT 4" WIDE BLCKO REQUIRED SPECIFIED BY :THE ENGINEER IN THE'0�� PLANS. 0 1 6 PROFILE TYPICAL AN(.]HAFI DETAIL FOR DETAIL A`--/ Y4" DIA POST MAY BE HOT ROLLED OR WELDED. F- HOLE, 5 5 GUARDRAIL INSTALLATION SITES REQUIRING LONGER FIG. S-4 GUARDRAIL POSTS i > NOTES; Z%0" E30LT TREATED PINE & NUI 1. ALL BOLTS, NUTS, WASHERS, AND OTHER F31,OCK OR STEEL ITEMS ARE TO BE GALVANIZED. -- 71f7i RECYCLED La IT MATERIAL Lu 2. ALTERNATE TYPE POSTS AND 8I4CKOUT MAY it 0 BE INTERCHANGED ON ANY ONE PROJECT WITH TYPE Il W6xe.5 OR h6x9 — THE RFSTRiC7lON THAT THE SAME OF POST AND BLOCKOUT MUST BE USED IN ANY Il tl SINGLE RUN OF GUARDRAIL. It OPTIONAL HOLE 3. FOR CETALS OF GUARDRAIL ELEMENT SPL;CE if TO FACILITATE JOINT, HARDWARE, ETC. SEE SHEET NOS.501.01 DIA. _At j LV, I AND 50I.02. ij'l 4. DRIVE NAIL ON BOTH SIDES WITHIN 21' OF THEHOLES TOP OR BOTTOM OF BLOCK-OUT AFTER IS BOLT S INSTALLED. HOLES IN POSTS AND BRA--KETS TO BE 1/4" DIA. CRT POST STEEL POST L SPEC FICATION A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE, XvD0T REFERENCE STANDARD BLOCKED -OUT W -BEAM GUARDRAIL ROAD AND BRDGE STANDARDS 221 (STRONG POST SY$TEM,POST AND BLOCKOUT DETAILS) REVISION DATE SHEET 2 OF 2 235 505 VIRGINIA DEPARTMENT OF TRANSPORTATION 08/14 50t 75 2016 ROAD & BRIDGE STANDARDS IN -4 .1� loft. 0 ro""" M 271/2," DIA Owl 1-3 1/4" DIA [667mmi 4 24" DIA [722rnm] 36" DIA (914mn] F SECT +I rHI5 ARCA MAY BE GO-WITETE AT me opv,5N or TIG cvvvAcToR (4) 1 " (25rn-n) DIA H01 -F-5 ON 32 3/4" (834rn—m) DIA BOLT CACLIT. 1 1/2', [3�rnml I 1. r 25ITIM) 2'. (bl r-nrn) LETTERS (RECESSED FLUSH) .(2) GLOSED PICKHOLES 1 1/2 113 `N,--(2) COPED PVCKBARS 1/8" (29,Mrn) DIA Br 1 1/2" 26" DIA [38mm] 1 /4 r" (6n,iin) OIA F 3 1 /8 iIE0PRDIF GASKET -7 C-4 f T, r -A f Fri Ml 23DIA [584mml , '5" DIA [635mm", G. I. OF CASKET GROOVE SEOTON NOTES: 1. INS &IF -M MAY BE PRECAST Of( CAST- IN PLAC:f 2, COtRRFT F TO RE OLMS IF CAST IN PLACE, 4000 P53 IF PRCCA0', 3. CQMaNXT!Q'4 CUIRB & GUTTER HAVING A RADIUS OF S00 Hrl OR, LESS (ALONG FACE Of' CURD,' SHALL BE PA O FOR A", FADIAL COMOVATIFIN 0RE) III INET TER. 4, FOR 14E WITH DTWLPZLD QKN-t',PADED DRA"ACE LA':'ER, IRE PkTT00 OF THE CUH AND GUTTER JtIAL 1p� 8E Cc+lsTRvCTEc I', P-ALLEt ' 70 lIdE SLOP Of 5tkBASE I ,(KAS -XS AW) To THF Cp PTH OF 7HE PAVEWN T S. ALLOWARLIE CRITERIA FOR 14- UST OF CG -7 IS RtGET) ON ROADWAY CLASSIFK.'ATUf4 AMID DESIGN SPEED AS WWW DIJ AlFU404X A OF TiAFIT 140.40 OF5K)IN VIDO MAPK)AL 1T4 'THE SECTIOR ON UFMAN 05 STAN�DARD*3. N. eHtNI TWS, STANDARD IS "0 OF TIED INFO EXISTING DORMER Cl, -IPO, ME TRMSITiONTS 1*0 BE MADIE WITHit lq,m If -,c Ctul, IN 5TANUARDS CAN OF NIDE ATREG'UL REGULAR 3- 7.WKE'N COMIJINATION MOUNtABLE CURB AND GUTTER i5i.I lI5F,6, TW- STANDARD EI-41PA14CE GOTERS OR STANIDARD CONNECTION FOR MFCT INMRSECtIONS ARE 1,C) HAVE Tk-F- MOUNTABLE COPS COWiGURATIGN INCORPORATED, TIME aOTI(W OF THE CkfRkl 40 GliTTER M*N( K CQNSTPr,KAEV PARALLEL TO THE, ELOPE Of SUERASIF COURSE$ PROVIOM A IAWIDIEFITH Or 71' IS MAINTAW-D V PCAn- MD MIOCE STANDAPD'� COMBINATION 4" CURB AND GUTTER SHEET i GF I REN VISIODATE ids VINCIIIA, 0EPARTMENT CIF TRANSPORTATICiAl 502 (4) 1' INA HOLES M� 32 -3k&' (931mm) DIA BOLT CILE, 2' (51mryo) LEFIERS (REMSED ftkriH) CAM BOLT SEE AS`wEMBLf OETLIL 96 1/4- EIA 24" DtA ced, 28 7/16- DIA M' DIA [914rnm] ---- F RAW SECTM I 1 /2' [38n,Ifnj 7 2 1/8" [$4MM]"­ 0 lipc rl7mrn] j CD SCALE: NA JOB: ANaIOR EXTENDS INTO SIDE OF DITCH Q- 2r6' -.♦c I 19 OF 20-./ I i 13/16- 551TIM] ILV -VI DJ, PPE It 2f))o psl cop,tr-pFTE "--z . ­FT1777 j > PLAN :2 1,x/` 16 SPAI,:11413 --,5PACING m c) 0 25" 0 -17 C\j z 0,0, OF CKT GRO,7vE L- SECTION VIEW 1/4" (6rnm) DIA w NFOPREUr (',ASK[T ANCK-113, NO, I AT (2) WSHk 1/16 X 5/8 X i 1/2 FIRST JOINT ABOVE WOO 1 5/8" '(2) 80 HE:< 5/6_rl Ti (41 rnM]' p PAPT# 009, 10 1/2 j \ (-�) ws4R 5/8 -If) or, ss /8' (29mir) DIA SM [6mm 11 3mrrl] �­6,3 L)LA. 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