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Home My WebLink AboutSW8921115_APPROVED PLANS_20190918 (2)STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 g2-m's DOC TYPE ❑ CURRENT PERMIT ® APPROVED PLANS ❑ HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE 20 k cl\ (A 18 YYYYMMDD STp'FL- caPY#-1 u WEDGEFIELD HOME OWNERS ASSOCIATION STUDY NEW HANOVER COUNTY, N. C. WEDGEFIELD at CROSSWINDS SOUTH SUBDIVISION Korean La Rose, Agent 4z� c"J�j v A(/G 01 ?019 "00kA 0AR0��N �� MM1SS10N MAC �ESEP-Zv�q STUDY AND HYDRAULIC ANALYSES PERFORMED BY: LLOYD A. TYNDALL, P.E. LLOYD A. TYNDALL, PROFESSIONAL ENGINEER, NORTH CAROLINA LICENSE -- P.E. 4848 -- R.L.S. 871 WILMINGTON 234 WINDEMERE ROAD NORTH CAROLINA 28403-4026 APRIL 17, 2019 1 REVISED JUNE 14, 2019 REVISED AUGUST 1, 2019 * Vel Total (ft/s) * 3.89 Avg. Vel.. (ft/s) 2.30 6.86 2.26 * Max Chl Dpth (ft) * 12.93 Hydr. Depth (ft) 6.28 12.23 6.13 * * Conv. Total (cfs) 49281.8 Conv. (cfs) 9462.0 30541.9 ' 9211.9 * * Length Wtd. (ft) 24.30 Wetted Per. (ft) ' 38.52 19.78 39.25 + + Min'vC : .1 (ft) 1696.60 Shear (lb/sq ft) 0.85 1.79 ^ Alpha '�� 2.06 Stream Power (lb/ft s) * 1.95 12.28 ' Frctn Los (ft) 0.10 Cum Volume (acre-ft) * 169.39 '25571.33 ' 150.95 . - -* C & E Loss (ft) * 0.07 Cum SA (acres) 38.23 ' 42.8.07 ^ 33.27 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The cross section had to be extended vertically during the critical depth calculations. Note: Multiple critical depths were found at this location. The criticaldepth with the lowest, valid, energy was used. BRIDGE RIVER: PersimmonCk REACH: Main RE: 49417.26 INPUT Description: Bridge : 31039-0031 (Driveway Bridge) Distance from Upstream XS = 24.3 Deck/Roadway Width = 12 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 9 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi. Corr' Lo Cord 240.2 1703 20pd °" ply .^�6 267 1703 267 1703 1701 ' 287 17,0�3ti1=. P �1,4'' ",287 1703 307.8 1703.4 318.8 170_9 f'22.1{C,'$ 'ru^,r 25..7 1709.9 328.7 1709.9 r Upstream BridgeN ross'S�ecoon Data Station Elevation Ddi�a`� num 113 Sta Elev,>E1ev Sea Elev Sta Elev Sta Elev i. 0 1775115�• o?:N^1�.�ti 1.771.7 27.5 1765.5 97.6 1755.6 49.5 1754.5 50.8 1754�i1.6,Q(.,4i;t�' 1749 62 1748.3 63.3 1741.7 71.1 1744.9 77 1742.2 88.3 1737.4 93.2 1735.1 102.3 1329.2 105.8 1721.1 106.3 1726.8 116.7 1726.2 120.6 1724.2 133.9 1719.2 137.4 1.719.1 148 1715.8 152.9 1313.9 163.5 1111.6 168.8 1710.3 170.1 1110.1 175.8 1709.2 180.7 1108.2 182.4 1707.9 190.4 1707 197.2 1706.6 205.4 1706.2 211.9 1706.1 217.9 1703.9 223.1 1705.6 230.7 1705.4 239.7 1705.1 244 1705 246.1 1704.6 256.4 1702.5 267.05 1700.31 267.1 1700.3 267.1 1699.31. 268 1698.9 268.75 1.698.38 270 1.697.5 ENGINEERING CERTIFICATION -------------------------- THIS IS TO CERTIFY THAT I AM A DULY QUALIFIED ENGINEER LICENSED TO PRACTICE PROFESSIONAL ENGINEERING IN THE STATE OF NORTH CAROLINA. IT IS TO FURTHER CERTIFY THAT THE ATTACHED TECHNICAL DATA SUPPORTS THE FACT THAT THE EXISTING CONSTRUCTION/INSTALLATION OF STORAGE AREAS/PUMPS/CONCRETE INLET & SPILLWAY/CORRUGATED OUTLET PIPE SPILLWAY AND MAINTENANCE OF THE FACILITY MEETS THE "1.0" RUNOFF/ STORAGE STANDARD" AND ALSO MEETS THE "1.5" RUNOFF/ STORAGE STANDARD" BASED ON TOPOGRAPHIC MAP WITH SPOT SHOTS BASED ON STATE OF NORTH CAROLINA's LIDAR SURVEY AND PHYSICAL MEASUREMENTS AT THE SITE. EVEN THOUGH THE SITE WAS ORIGINALLY DESIGNED TO MEET THE "1.0" RUNOFF/STORAGE STANDARD" IT SHOULD BE NOTED THAT AFTER "HURRICANE FLORENCE—WITH 30 INCHES RAINFALL AND ESTIMATED IN EXCESS OF 29 INCHES RUNOFF —THE HURRICANE FLORENCE HIGH WATER MARK AT THE "FRONT POND" WAS ELEV. 29.2' WHICH IS ABOUT THE SAME AS THE "4.1 .INCH" THEORETICAL DESIGN. THE WEDGEFIELD HOMEOWNERS ASSOCIATION HAS INSTALLED AND MAINTAINED A FACILITY SUCH THAT NO REPORTED "FLOODING OF HOMES OCCURRED INSIDE THE WEDGEFIELD HOMEOWNERS ASSOCIATION TERRITORY DURING THE HURRICANE FLORENCE—THEREFORE THE ONLY CONCLUSION I CAN MAKE IS THAT THIS CONSTRUCTION/INSTALLATION OF STORAGE AREAS/CONCRETE INTAKE & SPILLWAY, PUMPS /CORRUGATED OUTLET PIPE SPILLWAY AND MAINTENANCE OF THE FACILITY MEETS THE "1.0" RUNOFF AND THE 1.5" RUNOFF STORAGE REQUIREMENTS. APRIL 17, 2019 L OY A. NDALL, P E. REVISED JUNE 14, 2019 234 WINDEMERE ROAD REVISED AUGUST 1, 2019 WILMINGTON, N.C. 28405-4026 PROFESSIONAL ENGINEER SEAL: 2 REVISED JUNE 14, 2019 REVISED AUGUST 1, 2019 37378.1 + * Length Wtd. (ft) 1 207.82 Wetted Per. (f.t) " 136.00 29.63 312.83 + Min Ch E1 (ft) 1541.30 ' Shear (lb/so ft) _ 0.19 _ 1..1.4 ' 0.40 * Alpha 3.73 Stream Power (lb/ft s) 0.17 6.74 " 0.59 4 Frctn Loss (ft) 0.35 ` Cum Volume (acre-ft) " 116.69 '254R3.iz6 134.51 + C & E Loss (ft) 0.05 Cum SA (acres) 27.58 •119.01 36.81 Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. CROSS SECTION OUTPUT Profile ((FWY " I Ix'+ l i.." S 1111 111li++1I"-1.I 4+{++li*ir+*++1�+ -... -. ...4. * E.G. Elev (ft) 1553.09 " Element * Left OB Channel. Right OB + + Vet Head (ft) " 0.46 Wt. n-Val. 0.100 0.050 ' 0.100 * * W.S. Elev (ft) 1552.63 ' Reach Len. (ft) 209.93 208.58 ' 206.72 x * Crit W.S. (ft) " 1548.79 " Flow Area (sq ft) 65.04 303.G4 ` 644.68 + E.G. Slope (ft/ft) 10.002326 * Area (sq ft) 65.04 08.54 644.68 + Q Total (cfs) + 3540.00 Flow (cfs) 121.00 21.0Si.18 ' 1309.22 1 Top Width (ft) ` 170.00 Top Width (ft) ` 10.90 130.00 * Vel Total (ft/s) * 3.48 Avg. Vel. (ft/s) 1.86 6.84 ' 2.03 + Max Chl Dpth (ft) " 11.33 ` Hydr. Depth (ft) 5.97 10.61 4.96 * Conv. Total (cfs) * 73396.5 ' Conv. (cfs) " 2508.8 43-141.1 ' 27144.6 + * Length Wtd. (ft) ' 207.81 ' Wetted Per. (ft) " 15.55 ' 29.63 ' 135.16 * Min Ch E1 (£t) 1541.30 Shear (lb/sq ft) �,�„f4.,4•;;al��%>1.51 0.69 + �' �, + Alpha + 2.44 * Stream Power (lb/ft tea';;.?.• .�> ;:,•,p,Cti� Sy'_,'��+,i0.34 ' 1.41 * Frctn Loss (ft) + 0.39 Cum Volume (acre ft): 6'P. j•'S49lft.d8 60.37 �1 * C & E Loss (ft) 0.11 _ Cum SA (acres) '.�y;•,.jti10.08 4'„'�9.II 12.23 •1!di rs:�� Warning: The cross section had to be extended vertically during the critical de t:h �talculations. Note: Multiple critical depths were found at this location. The critical d•=.pth with the lowest, valid, energy was used. CROSS SECTION 1. THIS STUDY AND ANALYSES WERE PERFORMED IN COMPLIANCE WITH THE FEDERAL EMERGENCY MANAGEMENT AGENCY'S (FEMA) "PROCEDURES FOR NO -RISE CERTIFICATION FOR PROPOSED DEVELOPMENTS IN REGULATORY FLOODWAYS" DATED JANUARY 2004 AND THE STATE OF N.C.'s DIVISION OF ENERGY, MINERAL AND LAND RESOURCES STANDARDS FOR "WET DETENTION PONDS". THESE PROCEDURES REQUIRE THAT T14E CERTIFICATION BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER AND BE SUPPORTED BY TECHNICAL DATA. 2. IN ACCORDANCE WITH THE ABOVE CITED PROCEDURES THE FOLLOWING DATA IS FURNISHED TO SUPPORT THE CERTIFICATION THAT THE WEDGEFIELD HOMEOWNERS ASSOCIATION (EXISTING 4/2/2019) "FRONT POND WPD" MEETS THE N.C. DEMLR STANDARDS AND REQUIREMENTS FOR "WET DETENTION PONDS" OF 1.0 AND 1.5 INCHES RUNOFF FROM THE "WEDGEFIELD HOMEOVERS ASSOCIATION LANDS"-- FURNISHED BY LLOYD A. TYNDALL, P.E.. N.C. LICENSE # P.E. 4848. 3. -- CURRENT EFFECTIVE MODEL -- DATA FOR THE "CURRENT EFFECTIVE MODEL" WAS FURNISHED BY THE WEDGEFIELD HOA—INCLUDED NCDNER LETTER dated 5/22/2014 TO HOA AND COPY OF STATE STORMWATER MANAGEMENT PERMIT #swb921115 (11 PAGES) WHICH INCLUDED ORIGINAL DESIGN OF THE "FRONT POND WDP". 4. -- EXISTING CONDITIONS MODEL -- A LIDAR SURVEY OF THE WEDGEFIELD SUBDIVISION WAS MADE BY PARKER & ASSOCIATES, SURVEYORS —A SEALED COPY OF THE LIDAR SURVEY INCLUDING THE "FRONT POND" TO A ONE -FOOT CONTOUR WITH INDIVIDUAL SHOTS TO 0.1' AND THE CENTERLINE OF THE ROAD AT 0.01'—THE INDIVIDUAL SHOTS SHOWN IN RED ON THE LIDAR SURVEY MAP —COPY INCLUDED WITH THIS STUDY. THE LIDAR SURVEY OF THE "FRONT POND" WAS USED TO DETERMINE THE STORAGE CAPACITY OF THE "FRONT POND" TO THE NEAREST 100 CUBIC FEET OF STORAGE. THE LIDAR MAP WAS PLANIMETERED. FIRST, THE PLANIMETER WAS TESTED TO ASSURE ACCURACY —FOUND 99.1/100%, THEN THAT PLANIMETER WAS USED TO DETERMINE THE STORAGE SQUARE INCHES FOR EACH FOOT STORAGE STARTING AT ELEVATION 20.0—AFTER MEASURING THE SQUARE INCHES, THEY WERE CONVERTED TO SQUARE FOOTAGE BASED ON THE SCALE OF THE MAP — THEN EACH FOOT ELEVATION OF THE POND STORAGE WAS DETERMINED AND A STAGE/STORAGE CURVE DEVELOPED TO SO THAT THE APPROXIMATE ELEVATION OF THE 1.0 AND 1.5 INCHES STORAGE ELEVATIONS COULD BE DETERMINED —THAT STAGE/STORAGE CURVE IS INCLUDED WITH THIS STUDY. ELEVATION -- FEET -- 21.0 data base 21.36 22.0 23.0 24.0 SQUARE FOOTAGE -------------- 12,900 15,100 20,700 31,600 45,700 CUBIC FOOTAGE STORAGE -------------- INCREMENTAL ACCUMULATED 11,450 26,150 38,650 ASSUME GRAVITY CONTROL SYSTEM GRAVITY CONTROL BEGINS AT EL. 21.36'' THE INLET ELEVATION OF 18 INCH OUTLET PIPE ELEV. 22.41 ------- 20,550 cu.ft. STORAGE---- 1.0 INCHES RUNOFF ELEV. 22.8- ------- 30,825 cu.ft. STORAGE---- 1..5 INCHES RUNOFF ELEV. 23.1 ------- 41,100 cu.ft. STORAGE---- 2.0 INCHES RUNOFF 0 11,450 37, 600 76,250 3 REVISED JUNE 14,2019 REVISED AUGUST 1, 2019 * Min Ch E1 (ft) ' 1531.50 Shear (lb/sq ft) 3.37 3.10 * Alpha 41.75 Stream Power (lb/ft s) 12.70 `•'" ,6 ' 11.04 4 * Erctn Loss (ft) 2.96 Cum Volume (acne-ft) 36.43 '25474.,7 25.81 * C & E Loss (ft) 0.53 Cum SA (acres) 6.65 41.'.i8 ^ 5.90 Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstrear; co:i, y-once) is less than 0.7 or greater than 1.4. This may indicate the need for additional. .ss sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the cur:-ent ,:id previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: PersimmonCk REACH: Main RS: 27692.19 INPUT Description Station Elevation Data num= 123 Sta Elev Sta Elev Ste Elev Ste Elev Sta i-;.:• �.-............... 0 1,600.8 9.87 1599.68 10.57 1599.54 10.8 1599.52 11.25 1559- 42.77 1595.6 52.41 1594.96 52.8 1594.94 54.71. 1594.87 63.-12 175,4. 71.86 1594.58 76.85 1594.52 91.24 1593.57 109.27 1593.97 110.63 1594. 113.26 1594.03 124.93 1594.13 136.21 1593.99 139.12 1593.16 142.79 155.68 1594.38 168.23 1594.7 180.59 1596.01 184.4 1596.28 210.36 1598.61 216.27 1.599.37 225.98 1600.28 233 1601.08 240.76 1.601..33 247.63 1v0iC'? 267.75 1601.25 275.09 1600.33 283.58 1599.08 289.7 1597.95 297.85 304.33 1595.03 312.17 1592.93 319.74 1.590.68 326.46 1588.86 333.44 i5F6.4 338.78 1584.1 354.22 1575.49 364.16 1569.35 368.24 1566.69 372.1 156;. 385.23 1553.76 392.99 1547.66 395.97 1545.96 403.2 1542.86 4ii.8 i5^1. . 417.39 1542.39 425.89 1542.82 428.79 1541.88 436.48 1540.18 411..65 442.91 1538.93 447.55 1537.06 450.25 1535.94 451.22 1535.94 461..01. 153;. 462.79 1535.06 472.08 1534.67 484.08 1534.13 491.63 1533.89 492.53 1.5�:.�• 499.08 1533.63 501.09 1533.56 501.67 1533.56 503.52 1533.52 512.57 153. 519.37 1533.4 521.53 1533.42 522.14 1533.39 527.4 1532.29 544.41 545.73 1529 557.09 1528.1 569.25 1529.06 569.78 1.529.1 570.92 591.18 1534.22 612.94 1,537.04 61.6.25 1537.37 617.52 1.537.5 619.78 15"5=,'.., 638.33 1542.81 646.11 1.545.23 646.26 1545.3 648.98 1545.51 656.4 666.75 1550.12 673.42 1551.78 676.4 1552.42. 683.13 1534.12 694.96 700.97 1559.52 707.6 1561.56 722.97 1567.28 723. 4 1567.65 737.56 1575.r 742.49 1577.01 745.98 1577.91 758.64 1583.58 761.43 1584.79 762.08 1SBC.�n 767.83 1587.4 779.13 1591.95 782.15 1593.19 784.33 1594.22 788.06 ]5f�'..• 791.45 1597.4 797.67 1,598.55 799.63 1598.88 805.6 1600.94 81.2.67 160".., 816.58 1605.33 825.19 1609.07 831.21 1611.02 833.93 1613.17 847.5 852.39 1617.51 860.03 1621.05 865.92 1623.49 Mann.ing's n Values num= 3 Sta n Val Sta n Val Sta n Val - NOTE -- HURRICANE FLORENCE-RAINFALL = 30"--RUNOFF ESTIMATED 24" HURRICANE FLORENCE FLOOD HIGH WATER MARK AT "FRONT POND" = ELEV. 24.2' navd88 ---------- EQUIVALENT TO 4.1 INCHES RUNOFF --------- --------- CONCLUSION - "FRONT POND WPD" MEETS AND EXCEEDS STATE STANDARD ------- ATTACHMENTS 1. --- AERIAL MAP OF CROSSWINDS SOUTH SUBDIVISION --------- EXHIBIT A 2. --- LIDAR TOPOGRAPHIC MAP -CROSSWINDS SOUTH SUBD.-------- EXHIBIT B 3. -----LIDAR TOPOGRAPHIC MAP -"FRONT POND WPD" WITH PLANIMETRY & CALCULATIONS --ACCUMULATED STORAGE/RUNOFF DATA---------- EXHIBIT C 4 ----- STAGE STORAGE CURVE & DATA -------------------- EXHIBIT D REV. 6/14/19 REV. 8/1/19 5. ---- N.C.DEPT.ENV.& NAT.RESOURCES LETTER with attachments dated MAY 22, 2014--------------------------------- EXHIBIT E 6. ---- RISER/SPILLWAY DETAILS -----------------------------EXHIBIT F RESPONSE TO N.C. DEPT. ENVIRONMENTAL QUALITY LETTER DATED JUNE 26, 2019 TO WEDGEFIELD HOMEOWNERS ASSOCIATION, INC. AND STATE's REQUEST FOR ADDITIONAL DATA. 1. THE DATUM FOR THIS STUDY IS NAVD88. 2. TEMPORARY POOL ELEVATION FOUND TO BE ELEV. 21.36 feet (7/30 & 7/31/19) 3. EFFECTIVE BOTTOM ELEVATION FOUND TO BE ABOUT ELEV. 19.0 feet (7/30&7/31/19) 4. PERMANENT POOL ELEVATION -FOUND TO BE ELEV. 20.61 feet (7/30&7/31/19) 5. SURFACE AREAS AND STORAGE VOLUME ---USING FURNISHED DATA AS BASE --- ELEVATION AREA INCREMENTAL VOLUME 20.61 (permanent pool) 11,160 sf 21.36 (temporary pool) 15,700 sf 10,070 cf @ 21.36 PLEASE NOTE TYNDALL DID NOT DETERMINE LABEL "permantnt pool" or "temporary pool" -only used furnished data to determine others labeled pools data. 4 REVISED JUNE 14, 2019 REVISED AUGUST 1, 2019 with the lowest, valid, water surface was used. CROSS SECTION RIVER: PersimmonCk REACH: Main RS: 28219.79 INPUT Description: Station Elevation Data num= Sta Elev SLa Elev 0 1660.58 1.43 1660.27 30.45 1652.1.3 39.36 1650.09 74.94 1640.91 82.83 1638.54 111.91 1629.56 112.09 1629.5 133.79 1620.86 140.48 1618.21 163.21 1608.07 175.93 1.602.8 195.23 1595.42 213.86 1587.33 239.04 1575.3 245.25 1573.03 277.24 1555.5 288.79 1549.81 312.42 1546.52 315.31. 1546.02 354.9 1542.4 372.9 1539.37 393.2 1537.07 402.39 1534.62 428.79 1532.14 433.52 1532.5 471.63 1541.04 481.81 1541.88 527.07 1543.19 532.84 1543.9 579.9 1563.1 581.77 1563.97 630.71 1585.95 632.12 1586.5 662.12 1596.05 666.51 1597.61 693.31 1605.4 695.85 1606.3 717.48 1613.73 722.07 161.5.27 733.92 1.616.97 746.12 1623.38 767.33 1628.62 782.9 1634 801.77 1640.14 812.13 1642.89 834.98 1650.23 836.85 1.650.71 851 1653.87 867.67 1659.92 882.51 1663.51 884.47 1663.85 911.92 1671.12 925.53 1675.03 132 SLa Elev Sta Elev SLa It; 7.85 1658.78 16.94 1656.31 22.14 1654.5 41.63 1649.71. 58.28 1645.46 70.52 1.64' 88.84 1636.68 97.76 1633.91 111.71 1G2c,.%., 112.73 1629.25 127.01 1623.84 128.73 1623. 151..16 1614.28 153.34 1.613.42 161..04 i609.4i 1,80.77 1601.3 185.61 1598.9 190.79 1557.�', 213.88 1587.33 227.25 1.591..02 235.98 1576.-. 254.03 1.568.62 255.29 1567.96 268.0' 297.16 1548.76 299.61 1548.11 305.49 325.4 1.544.39 338.71 1543.84 353.45 i54:•. 378.83 1539.1.2 381.68 1539.04 386.78 408.09 1532.5 416.64 1531.82 420.72 442.35 1535.05 450.5 1536.73 458.41 153P.i^ 503.57 1541.83 503.84 1541.83 510.52 1541.." 537.4 1544.95 555.3 1550.2 563.77 1554. > 598.64 1571.63 608.77 1375.11 627.19 1G84.1' 633.43 1586.99 640.18 1588.36 645.97 I54r" 675.57 1600.64 682.4 1602.1 686.07 160%' 697.84 1606.86 701.42 1606.22 708.83 161(;.: 723.04 1615.42 725.29 1616.21 730.05 746.26 1623.42 765.72 1628.14 766.66 162s.4 789.55 1,636.31 799.76 1639.59 800.81 16s9.'S 823.21 1646.36 823.49 1646.43 823.78 846.86 1,652.89 849.08 1653.29 850.11 870.46 1660.64 876.13 1,661.99 881.12 166;.'. 890.52 1665.2 903.88 1668.3 904.19 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val. 0 .12 408.09 .052 433.52 .12 Bank Sta: Left Right Lengths: Left Channel Right 408.09 433.32 544.25 527.6 510.88 CROSS SECTION OUTPUT Profile 11P100yr Coeff Contr. , .,.. 1 t}**-*+'ktiJ -L++Fi*L,-I 'i,i iIill./s l-. �4-AAw'k""A.IAA"♦#i,-k AsAll.�A l�.' E.G. Elev (ft) ' 1543.61. Element Left 01 Right OB * Vol Head (ft) 42.05 Wt. n-Val.. 0.120 0.120 t W.S. Elev (ft) 1541.55 '- Reach Len. (ft) 544.25 510.88 Crit W.S. (ft) ` Flow Area (so ft) -' 169.04 167.34 C .n -s i 1 ------- _ -_ Qauvw &D r 1 �- / 1`YT t�f J .T7-t'--T-s___T>1__T-__ �•. �'1- "f* T- NL }` .Ji III /��tl I• O 1� I �� i � 1 � i 9�� 1 I Wedgefield I 1 1 11 I �Il I I 1 I I 1 1 I 11 11 -(--I- J--- --- --M�-` C No�ru..�l...w.�d.. m. LIDAR TOPOGRAPHIC MAP CROSSWINDS SOUTH SUBDIVISION Loyd Tyndall cn,�mcc u.� r.mo ow�na`•A-u -• �• Sh l of 2 OT- ------------ IV\ STORMWATER RETENTION POND STORAGE WEDGEFIELD AT CROSSWINDS SOUTH, HOA POND / COMMON AREA WEDGEFIELD AT CROSSWINDS SOUTH PARCEL ID 9 R07114-005-011-000 DEED BOOK 5189 PAGE 930 MAP BOOK 33 PAGE 240 WILMINGTON TOWNSHIP NEW HANOVER COUNTY NORTH CAROLINA 15,154 sq.ft. + 13,104 sq.ft. 28.258 sq.ft. 0 ZFACE AREA CONTOUR tFACE AREA CONTOUR =14,129 x 1.3' = 11 o0p%w I u uOpq .,`� 0 �( I''% -- :'SEAL,. :n= N.C. PLS No. L-4528 APRIL 13, 2015 .70 Cubic feet STORAGE S70'50'00'E w 1 c ?3 pNo CURB INLET 'mom I\ 'IYB 3URI.E.O Op A8B TOP RIM= 26. -T-----_---- _ 3 Pp �{5 'J0 INV.=22.55' SITE DISTANCE �� \ EASEMENT INV.=22.65' LOT 37 WEDGEFIELD AT CROSSWINDS SOUTH I, VERNON DEREK DANFORD, CERTIFY THAT THIS PROPERTY WAS SURVEYED AND MAP DRAWN UNDER MY SUPERVISION: A'DN/C4,y IN DESCRIPOON AS SHOWN ON THE FACE OF THIS PUT; RATIO OF PRECISION AS CALCULATED BY COMPUTER >RC q1+ IS 1:10,000+; THAT THE BOUNDARIES NOT SURVEYED ARE SHOWN BY BROKEN LINES PLOTTED FROM c INFORMATION REFERENCED: THAT THIS PLAT WAS PREPARED IN ACCORDANCE WITH THE STANDARDS OF T�i �'OS w E PRACTICE FOR LAND SURVEYING IN NORTH GAROUNA'; WITNESS MY ORIGINAL SIGNATURE, UCENSURE / S NUMBER AND SEAL THIS_ TH- DAY OF A.D. 2015. w a NOS ' u WERE VER N DEREK bANtGRDtN CARD " srtE SRO OR \ N.C. PIES No. L-4528 6 E A L HIDDEN VARY. RD N G 0 t-Asm &z= o� "gq.011l.... JS JO, \ LOCATroON MAP NOTMB. 33 PG. 240 // p� // `\ y1 9�?OF` LEGEND R07114-005-010-000 DB. 5572 PG. 991 / ` / yd \ ry IS - DROIAm SHOT ti r TOP RIM= 27.08' INV.-20.33' O �N22 'SO w 08' `✓� PUMP \ e, N HOUSE 1 `41 p ^ b N Q � � 1 \l, o ar o - W N �� NI 01 OUT FALL 1 2 GALV I.E.=24.17' 1 I NOTES 1. THIS TRACF IS LOCATED IN ZONE N PER FRB ON FIRM NAP NUMBER f 37203l N J - DATED: APRIL 3, 2006 2. THIS TRACT IS SUBJECT TO ALL EASEMENTS, RESTRICTIONS, OR COVENANTS OF REMM. 3. THIS SURVEY WAS PREPARED WITHOUT THE BENOW OF A TOLE REPORT. WHICH MAY REVEAL ADDOIONAL CONVEYANCES, EASEMENTS OR MW OF WAYS NOT SHOWN HEREIN. A. PR M DA. M 5 WW M. CORNED MVNG TpP;PV SR, ,TWz" NORTH OWaaN NRS SY9TEM. wY BE ON OPTERINT DATUM FROM ORIGINAL ASBL4TS. I OUT FALL I 18" CPR LE.=22.13' THE WILMINGTON PRESBYTERY R07100-004-012-001 v DB. 881 PG. 263 £ STORMWATER RETENTION POND AS-BURT FOR FEBRUARY 25, 2015 DANFORD v�,NOEumP PW 30 0 15 30 60 &ASSOCIATES a� WEDGEFIELD AT CROSSWINDS SOUTH, HOA uNp AIWVEVINc. P.c wasore TsxwlN POND / COMMON AREA WEDGEFlELD AT CROSSWINDS SOUTH PARCEL D R07114-OD5-011-000 DEED HOOK 5189 PHI 9W WP BOOK 33 PALE 240 1 INCH = 30 FEDA ET qy Lef ymx i 7 FOOT CONTOUR INTERVALS - DATUM NAVD 86 �� myyym4ay�y� WIWNGTON i0Mi5HIP NEW HANOVER COUNTY NORTH GAOLINA O o.Nam a Assoo.lTs urn 9AISEYN4 a Lad Prois44\'IFDGEFF9D POND AS-BULT�OiO�7EDCEFm POW AS- wft ENO - ODIC. MOMWENT FOOND dq 'cO00k \\ \ �/f.1 \ TD - UP of WVW 5 SURVEY REFERENCE TOE - TOE OF B DEFO WOK 5109 PILE 9]0 WP Wa( 11 PNF 240 NVE71 BµEVATIONN10lE Y 1 l FS - W EO END SiGoGN /�\% LOT 36 WEDGEFIELDMBA 33 PC. S24� 5 SOUTH ,\\1< \10• RDB114964 PC.090 1475 j 10' NEAS-MUNI IPAL \\ IN1V.=20.1' / \� \ SS \ CURB INLET #4 p• TOP RIM= 26.15' 11 O INV.=23.80' J,o/O / \ � \ 40 CU,,i; 5_0_60H 86.03 LOT 35 \ J Pp It _ / WEDGEFIELD AT CROSSWINDS SOUTH 240 MB. 33 PG. 240 w \ / R07114-005-008-000--e- \ "Fy DEL 4930 PG. 2347 T CURB INLET $3 TOP RIM= 26.10' 1 26\+ INV.=24.00' N \ rpp LOT 34 / /------------- WEDGEFIELD AT CROSSWINDS SOUTH ( /. I m �s �0 Ply JS• MB. 33 PG. 240 2s "✓'\* 7a�� yg / R07114-005-007-000 �+ J• Jy DB. 5642 PG. 637 10,11 / I 9TGIWRNTPCAIMx � � (ti /�1p. LOT 33 10P B04'Q''z / - \ /�? / I WEDGEFlELD AT CROSSWINDS SOUTH LEIBTPP-Y30' y IDMW WEA-r.As• I)!B g \ 15"F. E.S / � ad / MB. 33 PG. 240 vE zW/U R07114-005-006-000 . Gnv.-zAaINV.= ' 20.50' / / DB. 5773 PG. 645 (W / 26 25�2� ' ' z39\p 27 24 /•S Bz. k• l w I l 3T 29 6 25— \ 311 �� L— 1� 0 S71'08'02'E 307.64' 11 CURB INLET RIM . 26.69 INV . 22.40 BEET RN . 26.66 Nv . 22.27 INV �A EX MANHOLE i RIM - M37 v NV . 2166OW e ///---EX DROP N 2G44 �RN 22.46 L- r r r INv ,lZ✓ID � NEW HANOVER COUNTY N O R T H C A R 0 L I N A WATER AND SEWER DISTRICT EAs1210'T CURB K.ET IOU . 26.77 NV . 23.65 OM6. INLET �P RIM . 2335 MV . 23.96 EX MANHOLE J 7 RIM . Z7.35 , NV . 22.46 j 1 ! at Vuw / II NV - 21.44 11i �t II mm Ir amp A•ilrVJ J( f• �- OUIlET am RIM 25.84 r r EX DROP INLET Ir t INV 25.,5 r! it �1 NV 20.55 ! /� t i I F RN - INV 20.62 1 t 1 j ! NV ORIFICE . 2PA2 / 1 ! I X24.74 1,96 NV . 21.06 t ri 187CM Nv ,r cMP - za2o Nv 22.50 t ! ,d am FJ25IIN016-*NO1 OAPICp _ 1"w. d [WITINO 24-NCH CLIP 1 NV 3177 WRIGHTSVILLE AVENUE W W K WILMIN (910) 6 24200 (910) 762-4200 Engineers DICKSON Raleigh, NC Asheville, NO Planners Columbia, SC Charlotte, NO Surveyors Atlanta, GA Hickory, NO NV 22,17 NV 23.21 fIOSTNO FP NC REV. N0. DESCRIPTION DATE R E V I S 1 0 N S 132 CROSSWINDS DRAINAGE FENCE 14, 21.711 EASTNB FM NV 21.52 �INV 22.42 gg er si NV 2ZA) RECEIVED SEP 19 2000 DWQ PROD # -'Ly-3 q I 15 PRELIMINARY DRAWING DO NOT USE FOR CONSTRUCTION, RECORDATION, CONVEYANCES OR SALES EXISTING TOPOGRAPHY Sheet No C.1 a J I A CURB INLET RIM = 26.89 INV = 22.40 CURB INLET RIM = 26.88 INV = 22.27 N C) i` 1� EX MANHOLE RIM = 28.37 INV 21.8888 EX DROP INLET RIM = 28.44 i INV = 22.45 o G.Q x27.4a INV 21.86 CURB INLET Rlld = 26.77 ' IN'`: = 23.85 i CURB INLET RIM = 26.87 INV = 23.96 `R A/oie To ,CiNDA ,kdWIS = EX MANHOLE �I 0'V Ivo% /r IFFY )fh✓ 0i9uiS0,j (V/CePRer, WK -DICK5oN)_ peSepriep RIM = 27.38 INV = 22.46 ,�`�e`) To. -me N.H. COutJty CoKM )SSlOkAS ,ffis-. H►1�Denf 1/RuC'Y�CicoSSW�N�S / f STDAM\rJAT&?, lnhieS714A'nonJ. N-e -,HE FRot4T�� Re:-jer! i IflAJ PorJO, sHovJnl Heo-eo_AN), L.och7et-� hT So"THWCe Ti CORNe(R OF Ti{t W06tF%et.D Su4DIVI9ioni HAS A jI OJeAFLo\fJ e►-eVkT\0AJ aet_oW TNe Cou06C RbA> �1�cH goi ioM. FuRTNekm0Ae) He Siwi-40 ttAr SInJCe 'D0wMSCReA-M C0J-Le4e ROAb MODIFICA'RRNS Ate ►Joi Fehs131 e _SioRMWiI+eK �AUILL AN) SHouc.D j /0 ae- CQNveyo 'ID i►1e Two ReAR ReruaT►on► PonIAS/ LOC�4�J ! IN Tl+e vJtSjeeN StGTi01U or- Tt+G CROSS14)(40S Su8PiV►5l0'Q' DDed �ACLey�FoSeMAIJ f f AS u/e,erl.. /1S 'Me 0<FS1re wk'seR FRoM 1+' INV = 21.66 , PRo)eQlles� 0ecesal0l1re5 LAR6eR Rel"0J14N PonIDS NTHE (ZQAR SeC1014 OF C.9o5S4t(IntDS_ %O /yp i S�AT4' RG'a�ttACeMGAIli S: x27.53 INV 25.15 18" RCP pow 010 Opp six, INV 22.88 _ ___ - EXISTING 24-INCH CMP EXISTING EP NEW HANOVER COUNTY N O R T H C A R 0 L I N A WATER AND SEWER DISTRICT 11111h3177 WRIGHTSMI-LE AVENUE W W K WILMIN (910) 6 24203 (910) 762-4200 Engineers DICKSON Raleigh, NC Asheville, NC Planners Columbia, SC Charlotte, NC Surveyors Atlanta, GA Hickory, NC INV 25.09 EM « • �J L // % OUTLET BOX / 1 !r RIM = 25.94 �/ I INV = 20.55J INV ORIFICE 2 0.87 X \ 1'I1 i INV 118" CMP=23.20 0 NC EXISTING 18-INCH CMP INV 23.21 EXISTING EP 132 CROSSWINDS DRAINAGE At7Dill(IOAL- Su.RVey l ATA SHoI>,LD 'Be AVAILABIe FAoM I)MJ DAVJSofJ- $o IJo i e 4sQ oG flzcfa,-7eCT 5 wILL Sltau/ /IFlJu� �iAC<eteNCe /A/ Lr 3eti✓cui/ R efh-A ri 15" CMP 15" CMP 1 ' EX DROP INLET RIM = 24.74 INV = 21.96 15" CMP --� Mw 4no INV 22.07 PRELIMINARY DRAWING DO NOT USE FOR CONSTRUCTION, RECORDATION, CONVEYANCES OR SALES L l'4 0. EXISTING TOPOGRAPHY -Am ..5 mmom. Sheet No C-2 ■ SITE _ .\ x q " n LOCATION MAP / ----- I-------� FVON CL CURVE DAIa -- CONC. MON. • R=230.00'0=48019'4D" CROSSWINDS 4971.4888' / I I II CROSSWIND �3965.3902' L194.00' ///\\CONIC. MON. D°5l)' D ''E_ �! Ch=1 103.19 0' *TION I I -4 I I E%. CONIC. MON. , I J 1 I I I 1 ,� CONC. ON 64.14' �'- . 756.3753' S 70°50' 00" E 2182.14' S986.2539' 4515.7399' f� _ _T__ _ _ \� `� ♦ S cc Nc �ruN. o - d. I I I f T - CL CURVE DATA �- G 2 2 48 761' 1 I ri 1 1 1 1 1 1 1 R=145.00' +� ♦ aloualo% I 1 I N tit 1 1 1 1 1 I I 1 1 1 4 - 3) =526.6 21" ` \ o p, CONIC. MON. 1 1 1 I L=126.68' ®116.5104' 1 I 2 3 I a1�3 l 5 I 6 I 7 8 I 9 I I I 13 1 l ' 1 �1 I� T=67.70 a a 4 10 11 16 1 Ch=122.69' a N 0, �" ♦ \ I w +, p 1 1 1 1 1 12 I CL CURVE DATAI 14 I 15 t / V 1 / xy ♦ 1 CL CURVE D A 1 1 1 1 1 R=415.00' 1 o aYl� 1 1 1 1 R=2600.00' 1 I coNC. MON. mt / Q �P. �. ♦ \` �L. t o � • •coNc. MON. 10=11°15' 37" 1 1 -,� 10 2c- MON. 412zz1so• n c� 36 x0 / ♦=SS°26' 00'1 • i _ 'b 4528.4645' -� • CONIC. MON. C Z C,3 I L=S 10.98' -' 4112.3984' c , 5933.3816' L=401.51' �{•'y 4333.6712' CONIC. MON. CONIC. MON. 5825.482T ` Q / CONIC. MON. 4586.1024' 4315.7410' T=256.32 4148.8874' ��•.,,, ra ,.-� 51s1.9838' I f 1 !1� �,`Q•' \ T=218.03 4554.2J79' - �� - - - - 5673.0308' L - - Fy^ CONIC. MON. p� - 5190.9298' Ch=510.1 6 ^•j N' Ch=386.03' = 444s.aeoo• _ _ " , , y �^ 1 ♦ / �_ 1�3_16=5 Z 7°•6'zo' __- STREET _A" 45' _ROW S 5°16' s E -J- -�- - / S 23.35 - CL CURVE DAT 1- 42.88 --� '--- r �1 �°` \ CONC. MON. `\vrF�es' oz1\ \ ♦ ♦ \♦`1 ,` / / •I -0a• Y1 1 - •- 111 laan+'rm- t1l �I 1R ==2128 °39' 03'5' .�1II I 1I 1 1I1 �o fana +m o NdhN I1 --�'I 1 -- II --- 1I - -- II -r N mrm 11 I I .-._ -t..0(.9,; I eszsa•33.616.67' - sie C_IL= IT=310.60• te-C,0 CL CURVE DATA 27 I 25 19aa .18 R=320.00'34. ch=617.42' 26 4=32009' 30" t 29 23 22 21 2033 32 1 28 L=179.61'POND 24 24 1 1 1 1 i C92. h77.26' 1 1 I1 3925.6MON N 71008' 02"W 1983.64' ffC4 C-d. HIDDEN VALLEY�21, i I LAYOUT PLAN 1 =100' i I sIaEET INDEX C- I L.&?0LIT PL&4 y 9 GENEVAL N0TE5 I. NOTIV; ( L ILGY0 ( I-SC0-Lo32- 4-949) PV102 TO COF INEh!! G LAN I GLEZL?ING- 02 cQApING WIZIJIN Iz.o W. Z. SEWER. GL &20C; ITV 66 RE0lJ112-G0 IN t 1�N1 JOLTS <_:6JEcr TO PLODPiNc, REV. NO. DESCRIPTION DATE REVISIONS � nr j�t LJ C 2 STREET .A STA . 04 CYO - STA . K4 00 C-3 STREET !AH STA. 154co - STA. 23+zs C-4. W1WrUAHHE2 OQ 6,4 LINE °g C-A STREET �G1 C5 OETAIL SNEEr LAYOUT PLAN °BITER I U JL C E � 1�1 L� y c, IUnU� APR 2 8 W U DEM PROJ # _R2 t 1 I5 CROSSWINDS SOUTH 'otV%41 1,1' `� CAR '• %%%oR�.....14, .9� •pEESSIO.i; SEAL��9�•• = �.i 10972 •l SITEWORKS DESIGN GROUP, PA P.O. BOX 3986 WILMINGTON, NC 28406 9191799-6808 NEW HANOVER COUNTY NORTH CAROLINA WATER AND SEWER DISTRICT Date: Scale xs <;p0WN Drawn tbm t d Sheet No: C-1 5 f 318109 e II I , � 1 MUM MEN ,� . , • �•• , .;:. , .. THROATINV. ZZ, is ,. , . . • q5 6 • • II W'ITL) lul • r • �� ` CATCH BASIN #7 MANHOLETHROAT `, • / • 8+69,131 RIM CATCH BASIN #3 IZInTHROAT j .. 1 II . • 1 THRT ,, , SS MANHOLE # yj— - - "I i�� 1 Fir �■ --� TA An r -- - �� - - - , THROAT 2665 THROAT 26.52 .. ,• • .,1WINDJAMMERDRIVE V ^ • 27 2• • •)25 / — • , 31 32 . SS MAN OLE • �.1J • ♦ • RIM 27.8 22 _ L ��iiparr_wtttttt■tttttr,.attttttt■ttttt�c t■t■tl��tttttt�t■Iltt■ • i N EL ttttttt■ ` \ 1,• •� �./ENE!B ■ . 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II i II 318199 1 I I I 1 \ \ �'\ CROSSWINDS \ I I 30' DRAINAGE ESMT. I I 1 INV. 22.54 \ `A ` \ J-II-—_— _\` Y. — — —_ X-1�IPE IN 22 _—_—_— _- = _ =_—�_ IFJJ 2'74 _�- _ —f / EX. PIPE— ,� r \! E�(. G¢dSSLINEO _—_____ — 7 �ii SnpLE — _— ____� -- --- ------.---__ _� __ _ _ T = -- I g ter/ / 1 ENTeANCE NOT ro r1 Z 1 1 fiE USED 3Y C,ONST2UGTVJN 'I�� 11 4 �I 2 I 1 I I I zll . 414N I i u1 BC rsc , rr; 17 F 16 ;� 11 12 ' 13 _ I_ 14 / / / xl ° I��rQ W I I / / � � � \ I / � 3i`DO / SS MANHOLE #10b, / / w _ ° STA. 21+48,18.25'L / CATCH BASIN #9 1 RIM 2`7.0 / / / -TI z SO iNTFeSF.IZ.ENCE NN I I STA. 20+34,13'L 1 �?Sa 2 SS MANHOLE #8 I I THROAT 26.63 - - - - - _ 25 s-6" GATE vAtvEs 1r/ BOX STA. 16+34,18.25'L ASS MANHOLE #9 ZO+ Iq'L - STA. 18+69,18.25'L 1 RIN Z-1_ I i INV. 23.40 RIM 28 Z I ( _ - - - - - RIM 2'7, 9 ' I I ' I - - - - - - ND PAVEMENT THIS SECTION - - - - - - - - I _ o S - - - - I _ o STA. 23+25 10' NONZKUISCIPAL ESMT. - - _ _ RCP b57 �, � 0 26 LF 18 o �1 00 / ► I -- �° -d 3 s ry0 _ STUB 1 JOINT 6" WATERLINE Cl AND PLUG. STA. 22+64.50 - - - - — - - - STA. 22+52.08 STREET "A'= / - - - - - - - / - - 10' NON -MU C AL ESMT. - - - - - - - - �ATCH BASIN 10 I STA. 2+16.27 STREET "C" / / --------------- -� , STA.20+34,13R , /F. Q4666 / ox I - , 1 IH OAT 23.63 /�' INN. 23.0 Q I I I I ��/ ZB / 52 II I i 1 pZI 8 23 ' 19 18 ;z; Cs U w I 22 I 21 I 20 I ' Ia ► I 1 1 w I 1 I EIJTPdNGE NOT To gE IYED I _ _ _ _ _ gJ GONSTRIIGTION VENIGLES rn I ' AT-PROPERTT`LH4E-- --- HIDDEN VALLEY ` i I PLAN -STREET "A" I I 60,VG 1"=50' SO VG r�vG d NoTE IF THE SOIL ENCOU NTE� IS a ASS T, 5 -[IT 02 -ISr, Y{e1TE¢.I�.l- 1i12EFW a Z 3 HdY gE�CONRTiED OP h1�TU1Z%�- SOILS, IL �o2�v�0eT+aEMPE �ISREIGN T+1E N{dTEtz TAP�LE AQ�As 2 3 d i�I1157 PiE ST ?51ELASS FATE L ! Z - 11'IUST PEE SU(iosLE F,�GY.FILL SINGLE FUSED OISCONNF�T TRENCH Z DETAIL W ITN H ETJE�2 4420 WIPE POOP TU DISCONNECT C.3 p p 4z4 TSZF1t7�D ITT \ Z X 2 P2Ei,A5T GONC .° -ALUH WUN) EXPANDED HETGL TVA50 ZaCg WE1Z I V_NCxe. PIWEL.4NCN0e W/ "Izep"EL1p," COW_ �JGN02.4. AT07 / LZ � Z3-3 TOP OF SiOR.,LKle �INJ. 23.4 SEE PUNP ST4TION ZZ.O NWL AIL INV 2o.s I welR - , In SECTION 4 RETENTION POND DE7,6IL G-3 KrILL /YGA Z { �UNEIJING INIZYiL BdCXALL t112Ed 3 gEWING \� CIA N — t N i M — - - --- - asp I AS REV. NO. DMIPTION R E V I S 1 0 N S Y CROSAS WINDS SO UTH STA. 15+00 thru STA. 23+2 CARO�P.O. X 3988 'y., SITEWO P � EESStp'y 9 ': N, 8406 '1'9l's _ 9191799-6808 SEAL '; ? i 10 2 9) NEW N TY HANOVER COU '% f NORTH CAROLINA 3-0 q3 /I/ CNL� o DATE wW � , � 9� WATER AND SEWER DISTRICT rDate Scale. Drowntbm Checked cls/asd Prolec, No 92014 Sheet No: (:-e`� of 5 -- -- — — --- - - - — - - --- -- -- - -- — - -- - - A" -- - - - --- -- - - - - - - - - - - - - - - - _ - -- -- - - -- - I"I+CC� B+GY 194co ZO+OO 21+00 ZZ+C0 Z3+0 318109 II III I III I III I EX. CATCH BASIN I I i EX. CATCH BASIN THROAT 25.9 �I III/I THROAT 25.9 INV. 22.51 INV. 22.69 EX. SS/S/ANHO / I C TRACTO TO LOCATE END TOP 26.00 I 1 I OF EXIST/ 6" W.L., REMOVE 19.04 I I I I PLtTG AND MAKE CONNEC�'ION ' I m ^ >'--I}}•111 ---III `t 3 � 1 >�••• ii o i I 'bp I I SS MANHOLE #4 STA. 0+ 10,13.'t'l' L 1 I RIM 27.74 Z SS MANHOLE #3 i I _ RST IM 6 27.52 I — J N - - - 7.52 F- Z v� --�-- r zz ��wu _ D �- '- - - - 1-6" TEE 2-6" GATE VALVES A. 7+29.64 STREET "A"= 1 z A 0+00 WINDJAMMER DRIVE I I SEE RIC�I-IT cOR�- GONTINl1ATION LINE PLAN -WINDJAMMER DR. 111=50' S . O+Z9 L s "g T A'. 4 EE LEFT FD12 GONTINLiAT10N CATCH BASIN #3 I STA. 6+00,13'L I SS MANHOLE #4 • rl N,2 THROAT 27.13 STA. 7+17,10'L 1 I INV. 24.08 I RIM 27.74 SS MANHOLE #3 7 _ I I STA. 6+29,5'L 2 - RIM 27.52 I I - L - - - - - - - - € 5 . 28 - - — - - V tit - et ' 75Z 6 0 . -M— I. 1 ,\ +_ 1~D 7 CATCH BASIN #4 STA. 6+00,13'A I S�A. 7+29.64 STREET "A"= � Sal THROAT 27.13 / INV. 24.28 I �ans J1A 0+00 WINDJAMMER DRIVE. / E" I o I 33I d1 4 1 32 l/ / I I STASS MANHOLE69 LINEII"B" / I RIM 27.8 ` TEMPORARY SS STUB -OUT \ PLAN -LINE "B" 111=50' 4 ra 1 GONT2G6TO2 TO LOC4TE ENO OF ExIST1W, 1 1 la I 1 I�I �I I l II - I 1 I I 17 oxl 1 1 6 / / 'Z/ 1 /o/ px I SS MANHOLE #10 STA. 21+48,18.25'L 1 / RIM 2'1.6 / 1-8" CROSS - - - 1 - - - - - - - -� 3-6" GATE VALVES W/ BOX 7 / END PAVEMENT THIS SECTION 11 0o STA. 23+25 loll RCP at -Fuel — _ - o _ S;; I JOINT 6" WATERLINE - AND PLUG. v — — — — — — — —" F.A. STA_ 22+64.50 N uU STA. 22+52.08 STREET "A"= STA. 2+16.27 STREET "C" /i' Q w / 18 1 1 I I I I 1--_--_--_--- - AT-PRUP-------- - - - - - - PLAN -STREET "C" SOS VG - - - -- - -- -- --- ---- -- - - -- -- -- -- V. De e Zoe —�F- - - REV. N0. - DESOtIPTIpI REVISIONS CROSSWINDS SOUTH NE I,Br, STREET „� WINDJAMMER DR. LI RE l�" A`qu qqq SITEWO PA �� BO '�� WHAkWGT 99 C928406 = 919 7 -6808 � SEAL 's 10912 HANOVER C0 _ NEW COUNTY NORTH C A R O L I N A DATE , S3 WATER AND SEWER DISTRICT Scale Draw: tbm CneckeC. mils/esd 92014 seer No: Snli `t _ ,/ Ot 5 - --- -- --- - - - -- - - - -- --- - - 111.........CAR - - - - --- - -- - -- -- - ---- — -- - — -- - -- - -- - --- _- - --- -- - - - -- -- - - - - - - - -- - - - - - - -- -- - - - -- - - - -- - -- aa� 1+00 Z400 M i 77pEZ�,4ST GONG . CAT6P r5ASIN 0 2.5 q TYPICAL GATr-P PadSlhl c-5 G� NN/EL �PeAN£ IZE? UT INK TACK wEu) 21 x Z 1 P26_�AST GONG. 13ox KN 4'0.c { _ /1 Tor OF C�V2 Te I iglKcp 3oLr- i 'vacPa7o.104 INJ. 2305 IhN- 23.05 5 LF 18 P4T1°/, 1NFLUEFrT FRGr-I OITGN W. OUr ZZ • co NWL JUNC710N F)OX MAI` FIGHT CF WAY i 4 . 3' I I "acr- I frlr-Eafc tR'ven Fr. I I/z I-Z I/Z'PfYtFT. ....SFCTiION w.. (o�d5G fn SEv+E¢ NIpNNcI-E A TYPICAL STREET CROSS-SECTION !ATE C-ONT26 TOC M6Y ILKVE r� COLTL.W/ MNL COPP�EL ° (E2 r-cu Z. 1pNTCpGTGZ M6Y USE El ENTCTG M.N. UNIT. STD M.P. zlw-f f GtNEC MIN w TS FeaME: Zz LP�S. (OJEC : IZO L55. l2 fi�\x2TNGr PIZ& YET M.H. UNITS -d W lGST IN STEF5 M.rl. STF1 I'-0" O.G. AT 12" O.C. COJCCTE MoNNCI.E D7AMEIEE � T-WLL !� e3T Pjpr-- e 1 Glow TFY�N ,1><'.GT PIPE (4'-O" MIN.) EL Ti � Zvd (J0NC. M.N. ujst�KF, PQE6aD7 M.N. 2INL-rS SECTION TYPICAL MANHOLE DETAIL ON PLANS PRECAST CONCRETE U N PROTECTOR RING II 1=IIII=I I1� I 1=1111=IIII=I�_ _ _III— � =1111= IIII � IIIIII�IIjj 41�i IIIIIIIIIII I ' 6 G.V. BACKFILL C.I. BOX 1 •o •oep STONE (7C.F. IN) rS e 6 D. I. WATER • e°o I °•oo�o LINE agea•e°e °y`A, n e oo�• 91�°i e eta JJ "»'Oq TEE` r \ _o \ I o0 0� xl '� fi' D.I. BEND 2 - 0 4-3/4" TIE RODS WITH EYE BOLTS n FIRE HYDRANT DETAIL - IIx4 � 4 TIZ�11TE17 TIVIgE� Monona /T V '�A N —c T ?z x +covEe f Covee 2— L rt'�r11 t C�1lEn C.l�I° P�UI"N SIDES t nx 4F1", PS Qw, D TO q:CG I GGt 1 n1oT7GtJ OPTIMUM OEPTH 4v o CoMP��TTLx) VpPSpP:I.E SI.Gt�E �dy I.hk MINIMUM 1`1ATN bNC-rLE Nlolrl �S �' O FAR SIDE SERVICE NEAR SIDE SERVICE SEWER SERVICE DETAIL G 5 1/2� IzoaE' oe U-ILuN UNIpN � /I$"CrIP _� - I/Z TIzue UNION P✓u ',4L�Lje - - 1 1/0TZJE UNION Pali:- (tOEGC J! VE _ _ �TC4GI-I FL0�7 TO DISCI-�f�E rIPE FOR MYEeS S-T-, I/4 F:P t�UHP (X•F.4T ELEJ. 22.0. SU9,HEe3Ir-3LC SUMP PUHP 13AIM RATING - 1 II AT 120 V. __.___. _ - _- - _.. ___ I I/Z SGFI do PJG 1' wEIR AUDIP,LE "ICGO WATE2 - 4LAVIA To P)E INSTALLED PUMP STATION DETAIL M FOR USE IN PA\ GR WEEP HOLE TO REMAIN OPEN AREAS LAR VE BOX DETAIL vA' w"4p VA121AP,L.E STOP \1421APte RADIUS LINE V ¢AU1U5 FUTURE SICEWALK GUTUeE SI17Ew6LK _ h S i P. C120931NG / v 2 MIN. FULL CUP_?, NEN'IT FeTWEENSTCP G RRAd PS. MIN. MIN. LI 4' o" d o r�! STOP '" N rROPOSEX7 ov- FUTURE 51GEWALK WHEELCHAIR RAMP LOCATION DETAIL REV. NOJ DESCRIPTION DATE REVISIONS Backfill min 8" thick layer of gravel E— 14„ A 11� (I 8 r TiglIIp11 Compacted fill � Filter fabric V-trench II(Iil� IIIII=� Extension of fabric and wire into the trench Filter fabric I I I A �-- - Its I. SILT FENCE DETAIL 2 x 4 wood frame 1.5' max - v -�— s ' I I I min II II I\I I I Drop inlet with grate a <-- Frame —I s III 1- r` Gather excess at corners INLET PROTECTION SO, ENTRANCE CROSSWINDS SO UTH SITEW0RIfS DESIGN GROUP, PA P.O. BOX 3988 WILMWGTON, NC 28406 9191799-6808 Stake DETAIL NEW HANOVER COUNTY NORTH CAROLINA WATER AND SEWER DISTRICT /'Sheet No: C-5 `of: 5J t SCALE: " = 200' Il/lASONBORO TOWNSHIP DEVELOPERS: n MOHICAN TRAIL 0 ry O T- N N O 0 WEDGEFIELD DR. c,� rn n wo a7 � O O N O m HIDDEN VALLEY RD. � Q � O � a SR 1321 L 0 CA TI ON MA P NOT TO SCALE Id N E'N HANOVER DL''✓LLr_1Pp;IENT P.O.BOX 777 CAROLINA BEACH, N.C. PHONE: (9`10) 4587730 NORTH INDEX TO DRAWINGS SHEET No. DESCRIPTION 1 COVER SHEET 2 SEDIMENT and EROSION CONTROL PLAN 3 STREET AND JTILITIES PLANS AND PROFILES (WEDGEFIELD DR.) 4 STREET AND UTIL177ES PLANS AND PROFILES WEDGEFIELD DR. & DOWNRIGGER DR. 5 STANDARD DETAILS BENCHMARK LOCATIONS AND ELEVATIONS LOCA 77ON: ELEVATION 1 BENCH MARK IS TOP OF CONCRETE MONUMENT LOCATED AT THE INTERSECTION OF RUSHING DR. AND 28.05 WEDGEFIELD DRIVE. REV. NO. REVISIONS CARES;- \i'A D� N Ay 9 (o ')W F %O317 LEGEND PROPOSED .SANITARY _ SEWER & MANIIOLF_- b------ EXIS7ING SANITARY SEWER & MANHOLE -�-PROPOSED W47ERLilVE & HYDRANT ASSMULY ------ EXIS77NG WA7ERLINE PROPOSED STORM SEWER & CA TCH BASIN 14 PROP.STORM MANHOLE 14B CURB OR DROP INLET O PROP. SANI TAR Y MANHOLE ❑ IRON IN EXIST. CONC. AIOIII;MENT E.I.P. EXIST IRON P?PE E. C. M E C E I V E � 0 MAR 181996 D D E �� I PROJ# EXIST. CONCRETE MONUMENT GATE VAL. VF_ REDUCER WEDGEFIELD at CROSSWINDS SOUTH MASONBORO TOWNSHIP NEW HANOVER COUNTY NORTH CAROLINA Itilrq,/'' CARD SEAL 20007 DAI 1 i G�� L•J J`�' UTILITIES EXTENSION COVER SHEET HANOVER DESIGN SERVICES, P.A. LAND SURVEYORS, "A'GlIVELRS & LAND PLAi1NERS 31S NA,WT STREET VALMINGTON. N.C. 26401 PHONE: (910) 343—B(b2 0ute: 12— 12— 95 Soule: AS SHOWN Drawn: JJ Checked: U.H.%G.Yd.-- Project No: 4198-1-95JJ Sheet Na 1 bOf Lr GE NG: EIP EXISTuvG IRON PIPE ECM EXISTING CONCRETE MONUMENT NCDOT NORTH CAROLINA DEPARTMENT OF TRANSPORTATION NCGS NORTH CAROLINA GRID STATION IS IRON SET PP POWER POLE CL CENTERLINE R/W RIGHT-OF-WAY -CROSSWINDS SECTION 1 MB 27 PG 134 ill 1 WEDGEFIEi i tMB sROGSWINDS SOUTH 241 15 III 16 I i � I ll i it io+ �� 2 8's 1 aa`°`-� *I,v WED EID DRIVE I 1 a.' 1 I / I / 92 I 73 I s. � AGB I CROSSWINDS SECTION 1 MB 27 PG 134 I Ig \ I I I CONNECT NEW 18" CMP 1 75 76 I 71 I 7a �� TO EXIST- 30" CMP 45.002•E 201 I 2d2 I � I DA I 205 � 206 1 � I 8 I 20g 210 I 211 I 212 1 3 i SIM- n+eo 1e5-Slj��1TY ASEMENT • • ■ATai r • • . j• . • �•� • • �� WILT 'LT aD SExM[f 591N-4 - -- 104.2 N 74'23'09"W iNLET_4 •CZ - ------ -------------- - -- - ---- - ------------- 45' PUBLIC R W • , �.... .. --- ----- IP Tow& • Limits of Dis u once �• "I"' LIMITS •Of CE r LApplo "n""ximately .0 acres / CLEARING I \!�23 2325232 I 32 I 2g1 1 230 I 2g I 228 221 I I _ 2e, 1 4 28 --21 _ - I W I 1 I 1 I I 3� N I 29 i 3� i I 3y i I I 1 I I I PLANNLD EROSION AND SEDIMENT CONTROL PRACTICES - KE) 1. TEMPORARY GRAVEL CONSTRUCTION EN IRANCE Practice 6.06 Shall be installed at the entrance of the proposed roadway ( Wedgefield Drive Extended ) from the existing pavement. Sedimentation will be controlled with downstream practices. During wet weather it may be necessary to wash truck tires at this location. 2. LAND GRADING Practice 6.02 Grading should be limited to areas as shown on the Plans. C Cut and fill slopes shall be 3:1 or flatter except where In specifically indicated. Care shall be taken during land grading activities not to damage existing trees that are identified as "to be preserved". 1. SF 3. SEDIMENT FENCE 2. Practice 6.62 Sediment fencing should be installed as shown on the Plan, 3. to delineate and protect offsite areas, and around any temporary stockpile areas as necessary to prevent any graded 4. interior areas from eroding onto adjacent lands or roadway, or into inlets. 5. 4. GRASS -LINED CHANNELS Practice 6.30 6. All overflow ditches to be graded to design configuration, seeded, and stabilized if necessary with temporary straw -net liners. 7. (P 5. INLET PROTECTION Practice 6.52 8. Storm sewer inlet barriers of block and gravel inlet protection are to be constructed to help prevent sediment from entering the storm sewer system. After permanent stabilization 9. of the entire contributing watershed area, the storm sewer system is to be flushed to remove accumulated sediment and ensure design flows, if necessary. QP 5. OUTLET STABILIZATION Practice 6.41 Riprop aprons will be located at the downstream end of all discharge pipes to prevent scour. 6. CONSTRUCTION ROAD STABILIZATION Practice 6.80 Upon reaching final grade and after utilities have been installed, roadway and parking areas are to be stabilized by placing sub -base course of approved 6" ABC stone, as shown in the typical street cross-section detail on the Plan, to reduce erosion and dust during the remainder of building construction. �� 1 i 1 22 ii 227 i 22r, 8 1 t SO t I z°• I ,o ,MfT +A Wgy tdP 1 N � 1 SEG1\ I SS�II\ ADS Y0111 I GROMg 3A I 4 I I I y2 �/ I 223 1 � � 2A mot- _ s�IH-eJ -_ ---- _ _ IP STA 14146 < STA THIS- ,riL �_ CP _DE_ STA 1e< .7 IP • 75, U7tCl Y .-. T_ Nl - l i 550UMITS aF G'Li AiRIFf�- >� 225 I Z24 2� I 222 I I /I• I I I SfA N] o WSt". ,2:03 222 t�To I 11 ExleTIG 34• 171 Note: Stormwater discharged from this site is being directed to an existing regional stormwater management / retention pond. Ditch and pond have been designed to accommodate ultimate flows from this site. YIN 'L , (0J� �jp GO 7PR r r9 \ rym I 1 30'D.E. I I I I I 51 1 5b 1 55 } CE I I ( I -1 - - I I HIDDEN VALLEY SECT ION 3 i 1 r - - I , � � I I I I Mti 26 PG 51 I 1 I i 39 1 ^` 43 I I I I O I I yl i 5y I b I 63 I HIDDEN VALLEY SECTION 21 1 1 1 1 C I I I I I I MB 19 PG 74 1 ae 1 I I 1 I 45 I 4'I I I i i i I m ONSTRUCTION SCHEDULE - dicated on Plan Obtain approval of Plan and any necessary permits, and hold a pre -construction conference prior to commencing any work. Flag work limits and stake -out roadway for preliminary grading. Install Gravel Construction Entrances. Install Silt Fencing as shown on Plan prior to clearing and grubbing site. Construct ditches and any other sediment control Practices shown, prior to rough grading roadway. Install utilities in roadway, establish final road grades and stabilize road with stone base course. Install non -municipal utilities as needed, and vegetatively stabilize areas where building construction is not imminent. All erosion and sediment control Practices are to be inspected weekly and after any rainfall, and repaired as necessary. Upon completion of building construction, the roadway is to be paved and all areas permanently vegetatively stabilized. After site stabilization, temporary measures are to be removed. MAINTENANCE PLAN - Indicated on Plan 1. All measures to be inspected weekly and after any rainfall event and needed repairs made immediately. 2. Sediment to be removed from ditches when they are approximately 50% filled or sediment level is within 2' of top of ditch bank. 3. Sediment to be removed from behind the any Silt Fence and inlet protection devices when it becomes 0.5' deep. Fencing and inlet protection to be repaired as needed to maintain a barrier. 4. All seeded areas shall be fertilized, mulched, and re -seeded as necessary, according to specifications provided, to maintain a suitable vegetative cover. VEGETATIVE PLAN - 1. Permanent vegetation to be established in accordance with "North Carolina Erosion and Sediment Control Planning and Design Manual", Section 6.11, latest version. 80 40 0 80 160 240 SCALE III FEET SCALE: 1" = 80' Z'i5 Lo=10' -_15• 0 000o d50 = 3" STONE 1 UpU()Up dMAX = 5" oaonoaC 6' Lo = 10• �_ o11u°u1 uouo APRON THICKNESS 18" RCP OUTLET iWDTECTION DETAIL NOT TO SCALE OP THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJUNCTION WITH THE WRITTEN NARRATIVE, WHICH IS AN INTEGRAL PART OF THIS EROSION AND SEDIMENT CONTROL PLAN. 1 Revised as per County review, Construction Entrances on Downrigger -I 3-!5 96 REV. NO. REVISIONS C;TE GENERAL NOTES: 1. Information concerning underground utilities was obtained from, available records. It shall be the responsibility of the Contractor to determine the exact elevations and locations of all existing utilities at all crossings prior to commencing trench excavation. If actual clearances are less than indicated on Plan, the Contractor shall contact the Design Engineer before proceeding with construction. 2. NO CONSTRUCTION IS TO BEGIN BEFORE LOCAT70M OF EXIS7714G UTILITIES HAS BEEN DETERMINED. CALL "ULOCO" AT LEAST 48 HOURS BEFORE COMMENCING CONSTRUCTION. J. Contractor is responsible for obtaining all required permits. EROSION & SEDIMENT CONTROL and DRAINAGE PLAN WEDGENEW a t CROSSWINDS SOUTH LOCATED IN MASONBORO TOWNSHIP NEW HANOVER COUNTY NORTH CAROLINA SI n 20007 = OWNER: B & D DEVELOPMENT PO BOX 777 WRIGHTSVILLE BEACH, NC 28480, (.910)-458-7730 HANOVER DESIGN SERVICES, P.A. LAND SURYEYaRS, ENC/NEfRS A LAMD PLANNERS %A,, 319 O T 52R 1INGTON, M.C. 8401 --PHONE: (919) 343-81332 Date: 2-02-.96 soma I"-- 8C' Drawn: DSH ChRcked: -- GAW_ Project No: 4198- 5 J,I 45' R\W CAL CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG NOTES 1 7' 26' 30" 1000.00 129.88 129.79 65.03 N 68' 49' 08" W 2 9' 17' 16" 2800.00 453.89 453.39 227.44 S 69' 44' 31" E 1. ALL STREETS TO BE PUBLIC 3 5' 48' 34" 2800.00 283.91 283.78 142.07 N 71' 28' 52" W 2. AREA IS NOT WITHIN 100 YEAR FLOOD PLAIN 4 0' 37' 14" 2500.00 27.08 27.08 13.54 S 68' 53' 12" E 3. ALL STREETS TO BE CONSTRUCTED TO N.C.D.O.T. STANDARDS 22.5' 22.5' 5 3' 52' 11" 2500.00 168.85 168.81 84.45 S 71' 07' 54" E 4. TOP ELEVATIONS AS SHOWN ON INLETS ARE TO CENTER OF GRATE. 14' 14' 6 2' 50 12" 500.00 24.76 24.75 12.38 S 36' 33' 54" W 7 16' 45' 56" 500.00 146.31 145.79 73.68 S 26' 45' 50" W 12' 12 8 18' 48' 12" 500.00 164.09 163.35 82.79 N 28' 34' 54" E 1 2- 1-2 9 48' 10' 25" 167.50 140.83 136.72 74.88 N 24' 41' 25' E LEGEND d� 3: "T. % /FT.�J" F T. 1 10 74'27'28" 15.00 19.49 18.15 11.40 S 14' 14' 34" E D.E. DRAINAGE EASEMENT 1 A " FT 3-- 11 3' 09' 16" 977.50 53.82 53.81 26.92 N 69' 55' 35" INRAD. 12 0- 49' 58" 1022.50 14.86 14.86 7.43 N 68' 45' 56" W6" RADIUS ABC� 13 37' 41' 20" 15.00 9.87 9.69 5.12 S 79' 26' 42" W F.H. FIRE HYDRANT n 14 32' 09' 27" 297.50 166.97 164.79 85.75 S 34' 28' 36" W W.M. WATER METER MODIFIED VALLEY CURB WATERLINE LINE BEARING DISTANCE W.V. WATER VALVE SEWEh LOCATION 1 N 21' 39' 03" E 45.00 S.S. SANITARY SEWER MANHOLE MANHOLE U 2 N 50' 33' 21" E 16.89 ® C.C.M. CONCRETE CONTROL MONUMENT / TYPICAL STREET DETAIL \ wooer CROSSWINDS SECTION 1DM N�E�25�6 66 NOT TO SCALE M B '27 PC 134 27 -� �18" CMP INV.21.81 T 78 - 12" 12' C C\Jff\(\ WINDS SOUTH _ WEDGEFIEED 1 Me 3 ROG.. / 41 III I 2 202 1Ac I I 205 MODIFIED VALLEY CURB � � III � �° I � I 20 20 NOT TO SCALE 45' R\W I I I SSMH-5 28 CIL I I I SG� 14 \ e+et Y S7A 0+73 WATER S 55' LIMITS OF 0 3 63 I G\e �oJ /y� 0 18' LT < a CLEARING F SSMH-4 M Z o SERVICE 5' UTILITY n + 45' PUBLIC R/W e�et V \\A i'1 ')7 �' w Ct2 - y - CONNECTION EASEMENT N N STA 4+00 22.5' 22.5' I I I C\e J�o'a \..-TYPMAL- - - - -- 1 18' LT g' 9' XIST. C.C.M. ,-�7y� _ 3: 11• / FT. a" /FT. a /FL FT. 3:1 �_-+.... .. c G, _- �-7�C2 "�--- -�1 - 8" WATERLINE W. V M TCH EXISTING - _ SANITARY --0 - - - - 6" BC___ --� DIVE }�`�"CONNECT TO AND CURB PAVFMENT SERVICE- M WEDGEF�E�U EXISTING CONNECTION 5 UTILITY EASEMENT MODIFIED STUB -OUT, TYPICAL m VALLEY CURB WATERLINE SEWER ----� LOCATION VERIFY DEPTH MANHOLE W - -..J.� AND LOCATION (o I _\ TYPICAL STREET DETAIL I Of RUSHING DRIVE 28 NOT TO SCALE V 1 - EXIST. PAVEMENT I � I CRQSS*I!dDS SECTION 1 I MB 27 PG 1134 �g I I I I \ I I I I \\ 206 I i I 20 I 2 0 0 SSMH-3 0 SSMH-2 a o STA 8+00 STA 11+00 o 8' LT N e' LT WED IELD fly 0 -------------- ---'__- C3 104C.C.M. -- d .28 - ---- - � C.C. F c.c_ N_ 74` 23' 09' W -- - - w _ -- S - 28' BACK OF --- _--- - w CURB TO BACK Z OF CURB U )� 233 I 232 I 231 i 230 I ;LO i - 0I 27 I I 30'D.E. 50 100 150 Q26 750 25 0 i O I HORIZONTAL SCALE: 1" = 50' I I I I I I 9 I q� 5 D 5�5 HIDDEN VALLEY SECTION 2 VERTICAL SCALE: 1"= 5' O I I I 1 1 M B 19 PC 74 = I I I I I a' 25' '}`� a' 35.0 a Ni. - - 1 L T-� �-m- C PLAN VIEW 25.0 15.0 10.0 1 _-- -- - N N N N N N N N SECTION VIEW 6"� - - - - 5+00 6 +00 CATCH BASIN DETAIL kT.s. --- r7 V' rD r a0 W O N o r•'1 M w N .- O m 00 r - 00 N m N m N ad N a] N 06 N 00 (N 6 N of N 0 N Ch N of N m N Ch N Oi N N N aD N 00 N O O O O OO + + O + N + + REV. N0. REVISIONS - - �3 W r I, � n r N N N 7+00 41 N N N N N N N _ N - 9+00 10+00 3 30.0 25.0 15.0 1-16-96 Scale: Drawn: N _DSH 8+00 "p1111O41ff Checked: -� OWNER: B & D DEVELOPMENT G,4W r�04 o E sTD llL WRI H SVILLE BEACH, NC 28480, (910)-458-7730 ro Pro' ct No: _ SEAL = 920007 _ C) c------- Ho�%�,�� HANOVER DESIGN SERVICES, P.A. .off I jj1 [AND SURW)DRS, ENC/NLZRS & L1NO MANNERSWILMIT 319 WALNUT STREET DATE PHONE: ON,(91 NC. 28001 DATE � � PNONe (e,e) aaa-sooz Sheet No: 3 5 Of: CAST IRON FRAME & VARIES FOR WOODS OR I I CASE IN RUBBER COVER, TOP TO BE FLUSH PAVED o— —oOTHER OTHER AREAS OUT OF I I STAINLESS STEEL CLAMPS WITH STREETS, WALKS, OR TRAFFIC. TOP TO BE AS ( RESIDENTIAL AREAS. NOTED ON PLANS. ON 3/8" CEMENT UNPAVED ROADS PROVIDE MANHOLE CONNECTIONS ) MORTAR g• COVER OVER LID, AND SET LABELED CONCRETE y • 6'Ex1ENDED UP MONUMENT, NEAREST R/W LIMIT. MANHOLE FRAME & COVER • CONCRETE A • " : 4: — — — — COLLAR — ,rMAX. 24" MIN. Ill/ SMOOTH, LONG RADIUS BENDS W v /4 CONCRETE SPACERS FOR , ADJUSTMENT TO GRADE NO JOINTSR U D PIPE ALLOWED N WALL Z z n SECTION U w MH STEP . D REINFORCING - D - PRECAST ECCENTRIC TOP W 10 h 48" DIAMETER a 4 MANHOLE FLOOR PRE -CAST MANHOLE o SECTIONS N.T.S. b w 5" MIN. WALL THICKNESS I •I_ 47 FOR 4' DIA. BARREL ;,�rcw g0 5 48" DIAMETER STD. 6" MIN. WALL THICKNESS 1010 (TYP) - MANHOLE IN ACCORDANCE D FOR 5' DIA. BARREL OF, I I w WITH ASTM C 478 N?N - BITUMASTIC JOINT SEALANT AS APPROVED BY THE ENGINEER GROUTED INSIDE ° AND OUT WITH APPROVED rn In NON -SHRINKING GROUT -' •I PIPE 1" PER 1" P D O i_ DIAMETER T a 5 I � 10 3/4 DW 4"— LARGEST — 3"MIN. PIPE MINIMUM 8" STONE BEDDING FOUNDATION \ INFLUENT PIPE SHAPE INVERT I RUBBER GASKET 6" EXTENDED UP MONOUTHICALLY CAST BASE SECTION ( EXTENDED BASE NOT REQUIRED FOR MANHOLES < 8' DEEP ) 6T DIAMETER DROP MANHOLE 48" DIAMETER N.T.S. MARKED: SANITARY SEWER OR STANDARD MANHOLE STORM DRAIN AS REQUIRED RING AND COVER CONTACT SURFACES SHALL BE MACHINED SO AS TO INSURE EVEN BEARING N.T.S. OF COVER ON RING. GENERAL NOTES: TOP of COVER A A 1. ALL CONSTRUCTION TO CONFORM TO NEW HANOVER COUNTY STANDARDS APPLICABLE STATE & LOCAL CODES. �j 2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH WW NCDOT AND NEW HANOVER COUNTY. 3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES. s/S 4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS, BOTTOM of COVER RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING UTILITIES WITH APPLICABLE AUTHORITIES. 5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES, STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED. D E 6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS: A B C F a. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND r-,1 1/ 1'-9 5/8' 1.-10 3/s 2'-9 I/4' T 1/T 2 1/6 WATER MAINS. b. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN SANITARY SEWER AND WATER OR WHERE SEWER LINE CROSSES ABOVE WATER LL A MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING. (MANUFACTURERS) c. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN SANITARY SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON 1. G.R. ENNIS & SON NO. MH-GRE-24 B E PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING, 2. DEWEY BROS. NO. MH-RCR-2001 d. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN WATER 3 VULCAN I C I MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON NO. VM-84 _I MINIMUM WEIGHTS: PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING. OR EQUAL RING - 1 Les. COVER - 120 LBS. 7. SEE DETAIL THIS SHEET FOR TYPICAL UTILITIES HOOKUPS. SECTION A - A 8. ALL SANITARY SEWER MAINS TO BE 8" UNLESS OTHERWISE INDICATED. 9. ALL WATER MAINS TO BE 8" UNLESS OTHERWISE INDICATED. A MANHOLE FRAME AND COVER 10. MONUMENT CASTINGS TO BE PLACED BY CONTRACTOR AS SHOWN ON PLANS. N.T.S. CUT TO CUT -BACK TO BE NEAT PERFORMED AFTER EDGE TRENCH BACKFILLING (TYP.) AND COMPACTION EXISTING BITUMINOUS PAYMENT Clot SURFACE ovER TRENCH TYPE 1-1 N.C.D.0T. SPEC. EXISTING BASE COURSE COMPACTED A.B.C. NOTE: BACKFILL TO BE %/ j INSTALLED IN 6"LIFTS 14 // (MAXIMUM) AND �' %._ COMPACTED A j MINIMUM DENSITY TY OF 95% AS DETERMINED BY THE MODIFIED PROCTOR METHOD. D.I.P. IF COVER LESS THAN 36' PIPE TRENCH WIDTH PAVEMENT REPLACEMENT FOR PIPE INSTALLATION N.T.S. FINAL BACKFILL—t CLASS 1, 2, OR 3 PIPE SIZE A ON TH CLASS FINAL BACKFILL- 1 ,/4• PIPE SIZE AS INDICATED ON THE PLANS-, INITIAL BACKFILL A I SIDE ELEVATION r 10 3/a' 1/r GRADE 80 r' 1p• STEEL REINFORCEMENT PLAN VIEW COPOLYMER POLYPROPYLENE PLASTIC nEy�y SECTION A -A MANHOLE STEP DETAIL N.T.S. IS: I na�°ra�Ty DUCTILE IRON PIPE PIPE ZONE 6" O.D. 6" MIN MIN n THRUST O.D. BLOCK aZ HYDRANT AS SPECIFIED MUELLER OR STABLE APPROVED EQUAL FOUND�!ION MATERIAL HTllRANT —\ BARREL CRUSHED CRUSHED ROCK DRAIN 6" GATE ':VALVE AND BOX r---- ---�'N a. I - .I.' I 0 12" 12" STAINLESS - STEEL TEE OR CROSS TIE P LAN (TYPIR ADL) N.T.S. PAY LIMIT FOR HYDRANT INSTALLATION e VARIES ® m b3 V 0 0 z VALVE BOX C G C(SQ) I MIN. III. III-- 16" ( IT MIN. i 11-1 l I —I 1 1 L I I I —I 11- III G D(SQ) q q PLAN 1- BENDS PLAN AND ELEVATION S.S.ANCHOR PLAN PLUGS STRAPS TEES 45' III illl m 1$: M � e • � � I I I I=1 I I=1 11= SECTION C—C D(SQ) BENDS AND TEES ROCK j DRAIN o PIPE BENDING AS SPECIFIED GATE 45' �.1 VERTICAL BENDS NOTE: ALL TEES °ATM PLUGS AND cuss BENDS STALL c CONCRETE BE BLOCKED AGAINST FIRM EARM EARTHUNDISTUTYP.D ( ) 11 VALVE TEE WITH °BLOCK°ING SS PIPE DIA. 90' BENDS 45' BENDS 22 1 /2' BENDS TEES PLUGS 45'VERT. A B A B A 8 A B C D D _ — __ ~ STAINLESS STEEL 3" 8" 10 5" 1 CC 3" 8" 5" 12" 6" 14 21' 0.2 4' 8" 10 5" 10" 3" 8" 5" 12" 6" 14" 21" 0.2 TIE ROD - CONCRETE THRUST BLOCK 20"x2O"x4" MIN. CONCRETE 18 x18 x6" BASE MIN. EACH SIDE OF PIPE 6" 12" 8" 9" 8" 6" 8" 12" 8" 10" 20" 27" 0.4 8" CLASS , O.D. ELEVATION VALVE BLOCKING \� N.T.S. : HYDRANT I N STALLATIO N \�.\.\�\�\.\.\.\ \� STABLE FOUNDATION PVC PIPE MATERIAL PIPE BEDDING DETAILS NOTE: SERVICE SADDLES SHALL BE N.T.S. DOUBLE STRAP, IRON BODY; ROCKWELL MODEL 313 OR EQUAL �I EXISTING PROPERTY GRADE LINE -\ LANDSCAPE LANDSCAPE TIMBER TIMBER Z C.I. Box & COVER z C.I. ROx & COVER-- . N r-45ELBOW z MAXIMUM 4`.1.ONG SWEEP REQUIRED LATERAL TO REACT,CII OnIMUM DEPTH I - - 1LE & � GLUED CAP GLUED VARVARLAPE ANGLE 45ELBOW 1.5% MINIMUM AS 45* REDD. LATERAL 16"NIPPLE & - �- GLUED CAP \�I \ MAXIMUM 45' LONG BEDDING AS SWEEP BENDS AS SPECIFIED REQUIRED FAR SIDE LATERAL SEWER MAIN NEAR SIDE LATERAL NOTE: USE WYE FITTINGS AT SERVICE STANDARD SERVICE CONNECTION TO SANITARY SL�:]'dVER N.T.S. A C CLEANOUT FRAME & COVER / T` HIGHWAY — — HIGHWAY I I I I 3/4- o to oP II II B, PLC Lc^� CASTING II TOP VIEW T y y FINISHED GRADE .*A �7��{ �� 6. EXISTING OR EXISTING OR PROPOSED PROPOSED SHOULDER +13.6y +2.5% +16% VARIES 6' 5'VERTICAL FACE OF TO 10' CURVE B, U9°�° CURB 3' 3' 5' x +257 6" ABC +10% ORIGINAL ..;;_-,.,:_.� _ -15% CULVERT GROUND LINE 5� 5' ?Sy• 8" BRICK 27g° CURB & GUTTER SECTION C-C • NOTE: MAXIMUM LIMIT FOR VEHICULAR CLEARANCE, t 15% DESIRABLE MAXIMUM. H SLOPE AND DRAINAG-- DE REQUIREMENTS SECTION B-B N.T.S. DRIVEWAY CONNECTIONS SHOULDER SECTION A -A 15" 12" MIN. z z 2" z 2" FA 12" 1 1 " �}�— •12" •� TYPICAL DETAIL MONUMENT CASTING & BASE N.T.S. MINIMUM OF 8^ BETWEEI• CAP & COVER NOTE: 1. BOX EQUIVALENT TO LX ENNIS ENTERPRISES n NO. EEVB-001 2. STD. WEIGHT 30 LB& a 4"-45' BEND r- IaM 18" NIPPLE & I i GLUED CAP 4" WYE STANDARD CLEANOUT N.T.S. PE TUBING, SDR 9 ASTM D2737 Z (SIZE AS SPECIFIED) CORPORATION STOP co McDONALD MODEL 1Y 4701-22 OR EQUAL 4"X 4" PRESSURE TREATED LANDSCAPE TIMBER WITH SERVICE LINE DUCT TAPED ONE FOOT ABOVE FINISHED GROUND L'JEL. Z) 1 � I N NOTE: SERVICE STOPS, ALL FIITINGS, z COUNTY METERS, AND CAST IRON � METER BOXES TO BE CELIVERED TO NEW HANOVER COJNTY FOR FINAL INSTALLATION. WATER MAIN - — - 3/4" GALVANIZED TIE RODS PLAN VIEW CAP W/2" TAP 3/4" GALVANIZED TIE RODS LIMIT OF NOTE WORK 3" SAND BED NO JOINT SHALL BE ALL AROUND LINE INSTALLED BETWEEN 30° THE MAIN SERVICE BEDDING TAP AND THE METER AS SPECIFIED STOP TYPICAL WATER SERVICE CONNECTION N.T.S. ;AP W/2" TAP PROFILE � CURB VALVE MUELLER OR HAYS 2" BLOW -OFF STANDARD DETAIL ., UTILITIES EXTENSION r 'ASS'°�.•r�-'_ DETAILS SHEET SFAL ��Oago 91:y 20007 '" $�. �� HANOVER DESIGN SERVICES P.A. GIN, • V �� 1 NO�O� LAND SURVEYORS, ENGINEERS & LAND PLANNERS 319 WALNUT STREET ! _ki.. WILMINGTON, N.C. 28401 T`J REV. NO. REVISIONS DATE �Lg .�C� PHONE: (910) 343-8002 VALVE BOX 2" GALVANIZED PIPE W/ OUTSIDE I.P. THREADS BLOCK STANDARD THRUST BLOCKING N.T.S. I � I \ BRICK MORTAR EXTENSION OR STACK FINISHED GRADE _ CASTING , ^ PLAN VIEW FLANGE N.T.S. e a e D U s e e / / 1 CONCRETE COLLAR V- O" MORTAR OVER FLANGE STANDARD BRICK MORTAR ,G �1 2„ NOTE: ... ... `-� THIS INSTALLATION REQUIRED WHEN VALVE BOXES AND CLEANOUTS ARE —WATER VALVE BOX EXTENSION LOCATED IN PRESENT OR FUTURE AND CASTING CENTERED OVER PAVED AREAS. PRIOR TO SETTING VALE' CASTNGS, NEW INSTALLATIONS WILL SEWER CLFOVER CASTING REQUIRE 95% COMPACRON OF CENTERED OVER STACK. BACKFILL IN Er UFTS. CLEANOUT OR VALVE STANDARD NOTES.- 1. IN PAVED AREA N.T.S. Information concerning underground utilities was obtained from available records. It shall be the responsibility of the Contractor to determine the exact elevations and locations of all existing utilities at all crossings prior to commencing trench excavation. if actual clearances are less than indicated on Plan, the Contractor shall contact the Design Engineer before proceeding with construction. 2. NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXISTING U77LI77ES HAS BEEN DETERMINED. CALL "ULOCO" AT LEAST 48 HOURS BEFORE COMMENCING CONSTRUCTION. 3. Contractor is responsible for obtaining all required permits. 4. Contractor shall adjust at/ manholes, valve and curb boxes to the final grade upon completion of a/l construction. Any boxes damaged or otherwise disturbed by the Contractor shall be repaired at the expense of the Contractor. 5. The Contractor is responsible for controlling dust and erosion during construction at his expense. Streets shall be watered to control dust when ordered by the Engineer. 6. No geotechnical testing has been performed on site. No warranty is made for suitability of subgrode, and undercut and any required replacement with suitable material shall be the responsibility of the contractor. WEDGEFIELD at CROSSWINDS SOUTH MASONBORO TOWNSHIP NEW HANOVER COUNTY NORTH CAROLINA Date: 12-12-95 Scale: AS SHOWN Drawn: DSH Checked: D.H./G.W. Project No: 4198-4-95JJ Sheet No: 5 Of: 5 INV 20.82 NEW HANOVER COUNTY N O R T H C A R O L I N A WATER AND SEWER DISTRICT 3177 WRIGHTSVILLE AVENUE IV W K WILMIN TON,(910) NC 24203 (910) 762-4200 Engineers DICKSON Raleigh, NC Asheville, NC Planners Columbia, SC Charlotte, NC Surveyors Atlanta, GA Hickory, NC EXISTING FENCE 8 INV 21.7s NC 132 REV. NO. DESCRIPTION DATE R E V I S 1 0 N S EXISTING FENCE INV 21.52 CROSSWINDS DRAINAGE INV 22.42 a c=i Ag Z r 1 INV 22.07 s >IIc 1� ®n- - __ ._.__XzztJ3 PRELIMINARY DRAWING DO NOT USE FOR CONSTRUCTION, RECORDATION, CONVEYANCES OR SALES EXISTING TOPOGRAPHY Sheet No : C-3 M. , ph 910.200.8319 r_ _ fx 910.763.4773 Brian A. Geschickter Attorney At Law PO Box 10423 Wilmington, NC 28404 a Brian@baglaw.com