Loading...
HomeMy WebLinkAbout49-05 Charles Ricketts Memor. Gym. School - Gainesboro - Backfile (2)ABBREVIATIONS GENERAL NOTES 1. The property delineated on this plan is located along Virginia Route 699 (New Hope Road) in the northern portion of Frederick County. The site is currently in use as the Timber Ridge School. The owners of the property propose to construct a gymnasium with associated vehicular and bus parking in close proximity to the existing school facilities located on the site. The owners will also conduct a lot consolidation, joining parcel 1 1 -A-36 to parcel 6-A-18. The combined parcel area will total 152.24 acres. 2. Property Developer : Leary Educational Foundation, Inc. P.O. Box 3160 Winchester, Virginia 22604 3. Engineer/Landscape Architect: PAINTER-LEWIS, P.L.C. 116 South Stewart Street Winchester, Virginia 22601 Contact: Mr. Melvin Thomas Telephone: (540) 888-3456 Contact: Mr. John Lewis Telephone: (540) 662-5792 4. Topographic and boundary information shown on these plans was provided by Triad Engineering, Inc. (540) 667-9300 5. Site Data: Existing Parcel Area: 126.24 Acres Proposed Parcel Area: 152.24 Acres P.I.N: 06-A-18 (To be consolidated with Parcel 1 1-A-36) Zoning: RA (Rural Areas District) Magisterial District: Gainesboro Existing Use: Timber Ridge School Proposed Use: Timber Ridge School Building Setbacks: Front: 60' Side/Rear: 50' (against residential or vacant uses) 100' (against agricultural uses) 200' (against orchard use) Maximum Building Height: Proposed Impervious Areas Allowed- 35' Proposed- 33' Total Building Footprint Area= 18,616.16 sf Future Building Infill Area= 2,160.74 sf Total Asphalt Pvmt. Area= 47,442.58 sf Total Concrete Pvmt. Area= 4.401.23 sf TOTAL= 72, 620.71 sf (or) 1.67 acres 6. Parking Space Requirements: Property Line Setback: Front (R-O-W)- 5' Side/Rear- 5' Parking Spaces: Required- (1) for each 3 fixed seats in the assembly area; 200 seats/3=67 spaces Proviede- 72 spaces Loading Space: Required- (1) for each structure with more than (Schools) 100,000 square feet of floor area None Required (20,776.90 sf proposed) Provided- None 7. Handicap Accessibility: HC parking spaces shall have a maximum slope of 1:50. HC ramps off site shall be constructed per VDOT standards. 8. Parking Lot Landscaping: None Required (RA Zoning) 9. Buffers and Screening: None Required (RA Zoning adjacent to RA Zoning) 10. Lighting: Lighting will be provided on the site which will preclude illumination off -site. 11. Trash Receptacles: Refuse generated by the use of the proposed gymnasium shall be maintained by existing practices established for the Timber Ridge School. No additional receptacles are proposed. 12. Signs: All signs proposed for this development shall conform to section 165-30 of the Frederick County Zoning Ordinance. 13. Storm Water Management: A portion of the storm water generated from this development shall sheet flow across the bus parking and access aisle to to the west and to an existing swale which will provide an adequate channel for the conveyance of storm water runoff. The remaining storm water generated from this development shall be directed into the proposed storm sewer system which will discharge into an existing drainage ditch. The ditch flows to an existing pond located adjacent to the proposed gymnasium facilities. The outfall of the pond will provide an adequate channel for the conveyance of storm water runoff. 14. Environmental Features: The following environmental features have been assessed within close proximity to the proposed construction area and not for the entire parcel. Lakes and Ponds- There is an existing 0.28 acre pond located near the proposed development area. The pond will not be disturbed as a result of this project. Natural Storm Water Retention Areas- The existing pond serves as a natural storm water retention area. Wetlands- No wetlands have been identified near the project site. Flood plain- According to the Flood Insurance Rate Map for Community Panel Number: 510063-0050B no floodplains exist on or near the project site. Sink Holes- No sink holes have been identified near the project site. Steep Slopes- No steep slopes have been identified near the project site. Woodlands- A large portion of the existing parcel is wooded. Construction of the proposed gymnasium will result in the removal of 1.4 acres of existing woodlands. RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CONSTRUCTION & MAINTENANCE OF ALL THE LAND DISTURBING ACTIVITIES AS SET FORTH IN THESE PLANS. CH'AG3�C�� Ao G�30(�G�C�773 MEMD[MAL OVMHASOUM 8D71E F-LAN TI I E H L I E I TE L I F ED I T I I I / / 06-A-14 / BARBARA L. MILLER ZONING: RA EX. USE: AGRICULTURAL ® / DB: B101, PG: 2460 PARCEL AREA: 76.37 ACRES / / / 06-A-15 ELDRIDGE WILSON HOLLIDAY ZONING: RA EX. USE: AGRICULTURAL DB: B109, PG: 1760 / ®� PARCEL AREA: 75.00 ACRES / o0 / 06-A-14 BARBARA L. MILLER ZONING: RA EX. USE: AGRICULTURAL \ DB: B101, PG: 2460 PARCEL AREA: 76.37 ACRES N1rr 951® 0. so• . All NOTE: UTE 699-NE HOPE RD. AND THE EXISTING ENTRANCE WILL REQUIRE AN OVERLAY OF ASPHALT BY VDOT.----\ / 06-A-18 LEARY EDUCATIONAL FOUNDATION, INC. ZONING: RA EX. USE: SCHOOL / PR. USE: SCHOOL DB: 822, PG: 1289 EXISTING PARCEL AREA: 126.24 ACRES PROPOSED PARCEL AREA: 152.24 ACRES ®®� (TO HE CONS01MATED PARCEL 11-A-36) 11-A-35 ® \ ELMER HOLLIDAY ESTATE ........... ZONING �RA,.�.�,... EX. USE: AGRICULTURALDB: 522 PG: 585 06-A-19 BER RIDGE PRIMITIVE BAPTIST CHURCH ZONING: RA EX. USE: CHURCH DB: 742, PG: 89 06-A-17 LEARY EDUCATIONAL FOUNDATION, INC. ZONING: RA EX. USE: AGRICULTURAL DB: B109, PG: 1760 PARCEL AREA: 65.00 ACRES L = 2K93' D = 2r45'31d® R= PARCEL AREA: 58.00 ACRES TO BE VACATED / D = �OM931• CD z s12'1new M 9 LC - 292.45' ® R=14 T = AILW % CD = 1Q'17'WM / 11-A- 36 L= 34L84' LC = LEARY EDUCATIONAL FOUNDATION, INC. R = 5069.n ZONING: RA - 0T56'3A• A EX. USE: SCHOOL ® S1r15'230* ® DB: 963, PG: 25 T= 174.499 ... • u / PARCEL AREA: 26.00 ACRES 01 ®� -37 ® (TO BE CONSOLIDA D WITH LEARY T. AND NANCY S. OMPS PARCEL-06-A-18) o ZONING: RA PROJECT OVERVIEW low 9R1 EX. USE: AGRICULTURAL DB: 895 PG: 7 1 " = 300' 4'� �� .5a�` PARCEL AREA: 87.93 ACRES ASSY. ASSEMBLY B.F. BASEMENT FLOOR BLK. BLOCK BC BOTTOM OF CURB BML BUILDING MOUNTED LIGHT BP BREAK POINT BSBD. BASEBOARD CG-2 VDOT CURB CG-6 VDOT CURB & GUTTER CIP CAST IN PLACE CONCRETE CL CLASS CMF CONCRETE MONUMENT FOUND CPP CORRUGATED POLYETHYLENE PIPE CMP CORRUGATED METAL PIPE CMPA CORRUGATED METAL PIPE ARCH CO CLEAN OUT DIA. DIAMETER DS DOWNSPOUT EOP EDGE OF PAVEMENT EOG EDGE OF GRAVEL EX. EXISTING F.F. FIRST FLOOR F.F.E. FINISHED FLOOR ELEVATION FDC FIRE DEPARTMENT CONNECTION FG FACE OF GUTTER FH ARE HYDRANT F.L.S. FIRE LANE SIGN F.LT. FLOOD LIGHT Go. GAUGE GM GAS METER GV GAS VALVE or GATE VALVE HCR HANDICAP RAMP HB HOSE BIB HDR CURB 6° HEADER CURB HP HIGH POINT HTR. HEATER INC INCREASER INV INVERT IPF IRON PIPE FOUND s' IPS IRON PIPE SET 1 LP LOW POINT G ! U�" LT. LIGHT MLP METAL LIGHT POLE MPD MULTI -PRODUCT DISPENSER MP METAL POST a MH MANHOLE .' NDC NOSE DOWN CURB {" N.P.S. NO PARKING SIGN NLT NO LEFT TURN NRT NO RIGHT TURN N.T.S. NOT TO SCALE y `; OHE OVERHEAD ELECTRIC OHT OVERHEAD TELEPHONE PIV POST INDICATOR VALVE PL PROPERTY LINE PP POWER POLE PROP. PROPOSED PVMT PAVEMENT RCP REINFORCED CONCRETE PIPE R.D. ROOF • DRAIN RED. REDUCER R.O. ROCK OUTCROP SAN. SANITARY SEW. SEWER STD. STANDARD T.B.D. TO BE DEMOLISHED T.B.R. TO BE REMOVED T.B.P. TO BE PRESERVED or PROTECTED TB or T.B. THRUST BLOCK TC TOP OF CURB TEL. TELEPHONE TRB TELEPHONE RISER BOX TVRB TELEVISION RISER BOX TYP or TYP. TYPICAL UGE UNDERGROUND ELECTRIC UGG UNDERGROUND GAS UG CAN UNDERGROUND CABLE T.V. UGT UNDERGROUND TELEPHONE XFMR ELECTRIC TRANSFORMER WL WATERLINE WM WATER METER WPP WOOD POWER POLE WTP WOOD TELEPHONE POLE i N LEWIS , WV WATER VALVE o� 5'R RADIUS IN FEET *00.00 PROPOSED SPOT ELEVATION x(00.00) EXISTING SPOT ELEVATION HATCHING INDICATES REVERSED PITCH No.021621 IN THE GUTTER PAN: PITCH TO BE OVER 0LENGTH (TYPO PER FOOT. TRANSITION THE GUTTER ® AL P Cs LIST OF DRAWINGS: SHEET 1 /10: SHEET 2/10: SHEET 3/10: SHEET 4/10: SHEET 5/10: SHEET 6/10: SHEET 7/10: SHEET 8/10: SHEET 9/10: SHEET 10/10: COVER SHEET EXISTING CONDITIONS AND DEMOLITION PLAN SITE LAYOUT PLAN SITE GRADING PLAN CONSTRUCTION NOTES AND EROSION AND SEDIMENT CONTROL NARRATIVE AND DETAILS EROSION AND SEDIMENT CONTOL PLAN STORM SEWER PLAN AND PROFILES POTABLE WATER SYSTEM DETAILS SANITARY SEWERAGE DETAILS LIGHTING PLAN ZONING ADMINISTRATOR DATE APPROVED FREDERICK COUNTY, VIRGINIA SITE PLAN VALID FOR FIVE (5) YEARS FROM DATE OF APPROVAL CHARLES A. RICKETTS MEMORIAL GYMNASIUM SITE PLAN TIMBER RIDGE SCHOOL GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA PAINTER-LEWIS, P.L.C. 116 South Stewart Street Winchester, Virginia 22601 Telephone (540) 662-5792 PP Facsimile (540) 662-5793 Email: office®painterlewis.com CONSULTING JOB NO.: 0503003 SHEET: ENGINEERS June 10, 2005 1 / 1 Latest Revision Date: AUGUST 22, 2005 PAD \ HIC SIGN ` / / \ TRANS ' n m ,,� TREES V\ \ \ \ \ \ \ \ \ TRANS. _a N \ ® C. 0. ' AC � A a 0 r PAD /10,jp ,_-- ,� �, \ `\` \ \ \ � � � �, P' CHISELED SQUARE S1dN � \ IN TOP OF CUR LA DSCA E 4 BM ELEV.=1,! 0f EA \ EP O \` � TRANS. 0 j4 - --- - _ �/ !' , f / - \ \ \ GORDANIER HALL O � APPRO�ATE / FIRST FLOOR 1036___- . _- // / l f \ \ LOCATION OF ( F.F.E.= / 38 \ 0 ! \, WA TERLINE AND \ AC PAD 1084.06 O �. � \� SEWER LINE S / 1054.89 \ GROVEL \ 0 _ / \ ., \ O 65 Lil 1p104 / // / / / \'\ \ \ - CONC.FLAGS \ O 3" OAK O 1p4¢ l / / /� / / i' \ BASEMENT Wct \ \\�� \ FFE= J 0 WOODEN � 1068.59 DEC COVERELQ i r 4 \ewa 4" SPRUCE CONC. PORCH 10,54 RIP-RAPCkP 1pS6._ \ �Qh W S.E.�1' S E. \ \ \ � \ a �\ INV.=fQZ2.31 O I / i / % 10 X11$51.3t -- ✓ \ \ \ _ _ SIGN a \ 10158 __ \ \ , cI / 6" SIPHON Boas \ Boas(IYP1_ Q \� \ 18" RCP (3) PIPE \� \moo . \ \ ` 2" MAPLE TTJ Z 1 p6 p \ I 1055.�2 / INV.=1051.18t \ \ \. �Q� \\ �- �i . 6" PVC _ o ,� / INV.=1059.96 \ \ rn? 0\ \LAND�IPE \ ,/ ARE� \ � � \ ,,, ., A o 18" RCP (3)19, 1 IN =1051.02t 15" CMP ^" \ IN =1059.68 ca s - �`` \-�\ cos rn '0 4 " OAK \ �� 1070.74 SIGN E.P. \ ` CONCRETE o�, -, , \ v \ \ os _� PRO'POSED LIMITS ` -I' 49 ono \ Z SPILLWAY '�\ ` '' �� \ \ \ ' = OF CONSTRUCTION' \ \ I (D SAPLING ~\ \ �\ O a- 1066 ��-� \. 12" ELF. f069.35 \_ 1070.22 ~ \ �\ \ \ X \ \\ \ `` \ \ — \ E Z �\ APPRX. EDGE---- \ �\ \ \\ \ \ \ EX. O OF WA TER \ `, I I Z 069.05 12" CUP V J \ \8" LOCUST \ `ti \ \ EES \ \ \ ` > . / / INV.=1070.67 j Q EX. TREES \ � \, � .\ \ , ( �__. _�i DITCH C' TO BE PRESERVED -��� \� 1 ' \ Z_ W EX. TREES os o �O BE PRESERVED' UI Ono �� V�� EX. 4" PVC ,o orn� IN =1052.62 \ \ \ \ \ \ \ V PROPOSED LIMITS OF CONSTRUCIIo \ \ \ \ EX. TREES TO BE ,REMOVED J _ \ STAKE-W ALIGNMENT 0� FILL PRIOR \ \ \ \ \ j Q a 0 -CLEARING `yREES FOR OWNER APPROVAL. � \ O ,06 \ E 4"P \ \ ` \ \ \ \ \ � _ J ; _ IN =1053.26 EX. TREES �, \ MR.) R) s \ \ \ \ 1 U TO BE PRESERVED W ~ �\ � � \ 3" CEDAR Lv -_ _ --__ \ `` \ '`\�\•\ 1 '��, \ \ \ � � �. \ }- Z 1p ' 60, \ \ T.B.R. Jo�v \� ~ \ \\ \ \ \ \ \ `\ \ �14" APPLEc Q W O O O POPLAR \ \ o `� \ Ljj � (II Sg 8.\ T.B.R. -� °o 1 \ \ \ ` \ . J Y \ DOGWOOD \'-1058-EX TREES \' \ \ \, it O Gi O U f \ \ T.B.R. `� �� \ \\ \ TO BE PRESERVED \, \ \ �• \ \ It 7- W m Q Gi \ \0 5" OAK — _ � ,oso � �. \ \\ � _ T.B.R. \ ``T� \ %c's \ \ \, \ \ -- U W JX W 6" HICKORY \ �. _O Z_ LL \ Cj4" LOCUST �� \ \1 O62 \ \ \ T.B.R. \� \ __- 4" TWIN Q 0 5" OAK % _,0 CKORY O \ \ T.B.R. HI \ \ \ TREE ` 04" ELMT.B.R. ~ \ �\ �\ �� 4" HICKORYO � 8" \ ' _ \ \ \ \ \\ l 1 \ ■ 06 4" HICKORY\ 0 ■ 8" TREE04 E i III , T.B.R.M ELM - \ .. a� o rn o 4" HICKORY 0 \ C ♦ N I '3 EX. TREES ` _ -� . I c TREE i N a� TO BE PRESERVED "` - TREES`-- TREES v cfl 4" TREE (} 1 Lu ai .0 ^ o .o C 6 T C 7 a) T U } ELM I,� ' to v 0 0 � Ucn� TREES B" TREE TREES ' % c0 _c a U) - 5" ELM(' \. ' m 0 o ' T B. R. ti. 6" ELM 3 W � T.B.R. 5" ELM � \` i T.B.R. Q 6" ELM T.B.R. 0 4" HICKORY (D 0 Z 6" T1MN ELM T.B.R. / J W Z + 12" OAK Z O T.B.R. O W ��6" ELM i T.B.R. TH 0 6" ELM i N C. LEWIS rn �\ No. 21621 SOCCER .000 10" POPLAR GOAL / D� jcy 014�S �1 sIONAL 15 x21 SURVEY: C.L: INV.=1C PL-PLC 2' EX. TREES o�\ DRAWN BY: JOB NO.: TO BE PRESERVED 3O O 30 90 / SS 0503003 1 SCALE: DATE: 1 "=30.0' 06/10/05 Sc le 1 = 30 ft SHEET: 2/10 18" RCP (3) -- INV. =1051. 02f CONCRE7E SPILL WA Y PROPOSED LIMITS OF CONSTRUCTIO / EX TREES T4 BE PRESERVED I I I TREES EX. TREES TO BE PRESERVED \ V / \� PAD �J D / TRANS. O 14� tic + k APPROXIMA TE LOCA 77ON OF H/C SIGN TRANS ® C. 0. AC CHISELED SQUARE \\ SIGN PAD IN TOP OF CURB LA11(OSC E' BM ELEV.=1070.73, EA GORDAN/ER HALL FIRST FLOOR F. F.E. = O WATERLINE AND AC PAD 1084.06 \ SEWER LINE STU 1054.89 � .. \ GRAVrEL 0 ,0Q \ RIP -RAP ?� \ W. S E. 1051.3f / 6" SIPHON O \ . 18RCP (3) PIPE \ 1055.42 / INV.=1051.181 PR. 3"0 SCH 4Q / 6" PVC PVC. WATERLINE% INV.=1059.96 \ PR. 1 1 /4"0 SCH 40 SAN. FM 15' CMP \ INV.=1059.68 04" OAK PROPOSED LIMITS F ASNiALT- \ \ = OF CONSTRUCTION INTERS CTIO IVE 12" ELM W. S E. \ 1051.3t \ ' \ - APPRX. EDGE -- OF WA 7ER \ \ 8" LOCUST \ \ TREES EX. TREES TO BE PRESERVED PR. VERSA LOCK . / RETAINING WALL �� ♦ (SEE CONSTRUCTION \DETAILS FOR ADDITIONAL INFORMATION) EX. 4" PVC INV.=1052.62 / 64'R _.. LT % � � C? 1052 8t moo. EX. 4" PVC /NV -1053 2 ,. / BASEMENT F.F.E. = '} 1072.79 4' 4 WOODEN \ " DEC COVERED Q CONC. PORCH A,, \ r � � � b S/W - SIGN - ° (0 0 5' (TYP.) � n } LANDSCAPE AREA MATCH EX. PAVEMENT SIGN -f LEVATIONS 0 SAPLING 0\ ���6 EX EOP i LARE ASPHALT PVMT. AT DRIVE INTERSECTION N � _/ pITC N l� U Q z� Q 6 .p y (T.B.R.) G 9�0 112'R p�\ (o y —PR. VERSA LOCK C6 PR. 48.00'-18"0 RCP, CL III RETAINING WALL STM. CULVERT 6' (SEE CONSTRUCTION PSQQ,P �h vS QP94 <9�L �'�� 50'R �1 , 1054I4t N O DETAILS FOR)ADDITIONAL o. o 6 CONC. ., ENTRANCE EX. 7REES PAD LAIOSCAPE TO BE PRESERVED p\� W PROVIDE 1 �O PVC CONDUIT FOR ELECTRIC 2'R \ LINES TO SERVE LIGHTING -PR. 1 1 4"0 SCH * AT BUILDING FRONT AREA �y G / / / AS EQUIRED BY OWNER 40 SAN. FM 0 S. 06 rm L O. Y< 'R O 5'R ` • \ . ��. \ 0 5" ELM EX. TREES Gc� ` 10 TREE TO BE PRESERVED F ` ��' o �P •0 9 ti�(D �OS 4 TREES "O ! `� = Q F 2 0 S q�y�/ r �J'o �7► �' Q .�" �c0` ` oo ® 12 o cb ,--INSTALL CONC. 6" TWIN ` C T WHEELSTOP AT EACH ELM 0 6 O `'�, l < / 5' 00 "� . ,I PERIMETER PARKING �C \ �F'ygi,1, F `4Cq LP TA BY OTHERS) oo. GJ' \ y >' 12 \ 1 p0', 4 �0� STALL. 8" TREE ES-1 s O �o ® INV. OUT= 1055.00 (15"0) 1-0 • p ®DI-1 GRATE=1064.16 \\ GENERATOR-PROVID D c - o V' QP��\N 14 O' \ INV. IN= 1059.59 (15.0) PER OWNER SPECIFIC Tl PS0 2,p�' s'R INV. OUT= 1059.49 (15"0) DI 5•R GRATE=1064.16 �P 5'R $O�V� ® o /rho 1`L INV. IN= 1060.93 (15.0) R 9�" Q S�. $. INV. OUT= 1060.83 (15"0) \ P . OP 1• / �. 12 Boa DI-1 \ \ \ 6r 5 RGRATINV.E=1064.16 15"0 ♦ it Q pFz ♦ �. 10.R REMOVE AND REROUTE GRAVEL-- \ \ oo'R ROAD AS DIRECTED BY OWNER.EX. GRAVEL ?P GRASS IN ALLUNPAVEDBLISHAR AS. ♦ ♦ \ \\ gSpR ygCT q s 240 2SOr \ g06'/ $- i Q 6" ELM eo 5 \ CS 1 R NSTALL CONC. O,r \� 34.R WHEELSTOP AT EACH SOCCER COhS♦ o PERIMETER PARKING / STALL. / 10" POPLAR GOAL \ \ 30 0 30 90 ♦ ♦ \ �� \ \ \ -PROVIDE NEW FENCING AS \(/ DIRECTED BY OWNER Scale 1 " = 30 f t ♦ ♦ \ / FX ANC TO BEX. TREES E PRESERVED PpncncFn I w rani it i Frmir .� CM TRANS CONC. PAD W/ FLAGS 4" SPRUCE 12" CMP INV.=1072.31 0/Cc) 0 E.P. 12" CMP INV.=1070.67 CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C 1 100.00' 77.25' 75.34' S 39'42' 19" W 44' 15'30" C2 52.00' 78.28' 71.10' S 75'02' 19" E 86' 15' 14" C3 47.00' 73.83' 66.47' N 16'50'04" E 90*00,00" C4 88.00' 56.68' 55.70' N 46'36'59" W 36'54'06" C5 22.00' 20.39' 19.67' S 88'23'01 " W 53'05'54" PROPOSED ACCESS DRIVE CENTERLINE UNE DISTANCE 99.27' 76.92' 57.95' 116.92' 122.28' 59.69' 144.86' 172.08' 203.33' TABLE LINE BEARING L1 N 17'34'34" E L2 N 61'50'04" E L3 S 28' 16'31 " E L4 N 61'50'04" E L5 N 28'09'56" W L6 S 65'04'02" E L7 S 61'50'04" W L8 S 28'09'56" E L9 N 61'50'04" E 1.5" SM-9.5A 2" BM-25.0 8" 21-B := COMPACTED SUBGRADE -----= SITE PAVEMENT DETAILS NOT TO SCALE 6" HICKOR VARIES (OR AS SHOWN ON PLANS) 4" CRUSHED STONE (3000 PSI) 4" CONC 6x6xW1.4xW1.4 WWIF (1.5" Min. CLEAR) TYPICAL ON —SITE STOOP/SIDEWALK DETAIL NOT TO SCALE 4.0' (OR AS SHOWN ON PLANS) PAVEMENT e"(TYP) .............. .... 12" MIN. 8" TURNDOWN 4' CRUSHED STONE (3000 PSI) 4" CONC 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR) TURNDOWN SIDEWALK DETAIL NOT TO SCALE 1 "W DOWELL HOLE 1 "0 DOWELL HOLE 6'-0" FRONT VIEW 1 /2" PROP. 6' CAR STOP 4" HICKORY EX. PAVEMENT CONTINUOUS 2" STRUCTURE #4 REBAR 5/80x18 STEEL DOWELL END VIEW PRE —CAST WHEEL STOP DETAIL NOT TO SCALE VAN ACCESSIBLE SIGN D Z g 0 g w J I— F_ 14 V JN00 Z (n2 V) � _N > U (1) � L.Li w Ld � • 0a 0 Q — L✓ J 0 0 C/)LLJ U m0 WOU m =W w Of 2mW U� ~ W LLJ 7) O Z G_ n Q 0 ■ U J a � � 0 E O NLO (n rn vi j CV N I (V 3 N W �c00 �' - J `f3'vLr' a 7 - w V3 �Eo L a) 'v I _T LcL) w R a --12" x 18" STND. -` END OF STALL — 0 Z � RESERVED RESERVED STRIPE OR CURBING J PARKING PARKING W STND. U-CHANNEL POST IN\ WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS D z_ V) 0 Z VAN g SHOWN ON PLANS. O w ACCESSIBLE WHITE SYMBOL PER ADA U of ON SOLID BLUE BACKGROUND w WHITE PAVEMENT MARKING, �LTH OF 4" WIDTH, 2' CC; 45' ANGLE o�4� fps VAN HC r ACCESSIBLE SIGN - — PROP. GROUND SIGN J N C LEWIS 9 HANDICAP SIGN DETAIL NOT TO SCALE OR 5' No. 21621 NOTE: ° w� ALL CONSTRUCTION SHALL CONFORM TO ADA 16 ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. �ssIONAL�� PAINT: NO—REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SURVEY: PL- PLC 2' SIGNS MAY BE PLACED ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. DRAWN BY: JOB No. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED SS 0503003 LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. SCALE: DATE: 1 "=30.0' 06/10/05 PARKING LOT STRIPING DETAIL SHEET: NOT TO SCALE 3/ 10 G Is 1038 - 1O¢2 1p 4 6 1048 i \.\ \ \\ �`. 0000 1060 \>O OF 1066 \ \\ \\ \ \\ 105x1.3f "0 �- 7066. PROPOSED LIMITS OF CONSTRUC110 7p6� 1060— — ♦ <1M1TS 1p) \ 1068.00 ♦ 10,>? 70.22 l - 1 Q69.05" ITCH f \ \ \ ♦ pR� O \ oSF ♦0" 4 ♦ CkL r 1068.00 \ \ / / --�„/ 00, H a ` Scale 1 " = 30 ft , 1 1066 DETECTABLE WARNING MAI TAPE (TYP) COMPACTED BACKFIL OPTIONAL ORNAMENTAL TREE FXIgTIN(. C;RAnF DUI80 T TYP5VC #4/0 AWG BARE CU GROUND CABLE TYPICAL POWER CONDUIT NOT TO SCALE LO \ c0 00 w �- O Z W J H U_ fe < cnm 2 JCnz DELL' Y UQ J j U in .0a.0 Q In Z coo J 0 Cn it woo Y m U� W �mp ~ ai. iR F 3 0 in W Z W a 0 U J aN E ♦A N vi �// � N I I 3 N N 0 ° c0 c0 °4j� W J � Lo 4- > o E o t 23 W (0 U a) 1(3) 'v w z lv Z_ z w OPTKNIAL / z ORNAMENT v TREE a .,4 Z� J W D Z Z_ IYAISLE lullZ 6 " 5, s Ob LLI PAVEI�FNT SECa90N ': � + �-r TN APPROXIMATE ` APPROXIMATE .. ' s� .�+•OOKPAKTED SACK Fy.L - y I WALL HEIGHT +i I-_ MAXIMUM MAXIMUM- Q WALL HEIGHT - 10N.4t�CEyNT%yIE F VISIINSii�II�G�S�YALFr� U cn oc�ucniMEO CONCRETE PIPE CULVERT �'� ACCESS DRIVE SECTION A -A OLEWIS No. 21621 zSIONAL SURVEY: C.I.: PL-PLC 2' DRAWN BY: JOB NO.: SS 0503003 SCALE: DATE: 1 "=30.0' 06/10/05 SHEET: 4/ 1 0 GENERAL NOTES: 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT STANDARDS OF THE COUNTY OF FREDERICK, VIRGINIA, THE VIRGINIA DEPARTMENT OF TRANSPORTATION, AND THE REGULATIONS OF THE AMERICANS WITH DISABILITIES ACT, WHERE APPLICABLE. 2. EROSION AND SEDIMENT CONTROL SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE COMMONWEALTH OF VIRGINIA AND THE COUNTY OF FREDERICK, VIRGINIA, WHERE APPLICABLE. 3. ALL PERIMETER SEDIMENT CONTROL DEVICES SHALL BE ERECTED PRIOR TO ANY LAND DISTURBING ACTIVITIES AND SHALL remain IN PLACE UNTIL THE SITE IS FULLY STABILIZED. 4. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY "MISS UTILITY" AT 1-800-257-7777 AT LEAST TWO (2) WORKING DAYS, BUT NOT MORE THAN TEN (10) DAYS, PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITY. PAVING AND CONCRETE: 1. THE PROPOSED ENTRANCE AND WIDENING, MAIN DRIVE AISLES, AND PARKING AREAS SHALL RECEIVE THE MINIMUM PAVEMENT SECTIONS, AS DETAILED ON THE PLANS. ALL POINTS OF CONNECTION WITH THE EXISTING PAVEMENT SECTIONS SHALL BE SAW -CUT TO PROVIDE A SMOOTH TRANSITION BETWEEN PAVEMENT SECTIONS. 2. ALL CONCRETE SHALL BE VDOT CLASSIFICATION A-3 CONCRETE. WORK SHALL BE DONE IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF VDOT. 4. ALL EXISTING UTILITIES HAVE BEEN SHOWN BASED UPON THE BEST AVAILABLE INFORMATION. HOWEVER, THERE MAY BE EXISTING UTILITIES WHICH ARE NOT SHOWN AND SHOULD BE LOCATED. THEREFORE, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. ANY DISCREPANCIES BETWEEN THESE PLANS AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER, THE OWNER, AND THE APPROPRIATE UTILITY COMPANY. 5. ALL PROPOSED UTILITIES SHALL BE INSTALLED UNDERGROUND. 6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL PERMITS NECESSARY FOR CONSTRUCTION PRIOR TO COMMENCEMENT OF WORK. AN APPROVED SET OF CONSTRUCTION DOCUMENTS SHALL BE PRESENT ON THE SITE AT ALL TIMES. 7. TOPOGRAPHIC AND EXISTING CONDITIONS INFORMATION WAS DERIVED FROM A TOPOGRAPHIC SURVEY PERFORMED BY TRIAD ENGINEERING. A CONTOUR INTERVAL OF TWO (2') FEET HAS BEEN ESTABLISHED FOR THIS PROJECT. 8. NO SOILS REPORT WAS PREPARED FOR THIS PROJECT. 9. ALL RADII DESIGNATIONS INDICATE FACE OF CURB, EDGE OF PAVEMENT, OR EDGE OF STONE PAVEMENT, WHERE APPLICABLE. 10. THE CONTRACTOR SHALL COORDINATE THE RELOCATION OF AND THE CONNECTION TO EXISTING UTILITIES WITH THE APPROPRIATE UTILITY COMPANY, WHERE APPLICABLE. CONSTRUCTION NOTES: EROSION AND SEDIMENT CONTROL: 1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF THE COMMONWEALTH OF VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 2. ALL WORK SHALL BE CONFINED TO THE DESIGNATED LIMITS OF CONSTRUCTION (AS SHOWN ON PLANS). 3. NO DISTURBED AREAS SHALL BE DENUDED FOR MORE THAN THIRTY (30) DAYS. THE CONTRACTOR SHALL STABILIZE ALL DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER THE END OF CONSTRUCTION. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. ALL MEASURES SHALL BE INSPECTED DAILY AND AFTER EACH SIGNIFICANT RAINFALL BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURES SHALL BE REPAIRED OR REPLACED BY THE END OF WORK THAT DAY. 5. UPON COMPLETION OF CONSTRUCTION, ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED. AFTER STABILIZATION, THE TEMPORARY EROSION CONTROL DEVICES SHALL BE REMOVED, AS APPROVED BY THE LOCAL INSPECTION AUTHORITY. ALL VEGETATIVE COVER SHALL BE CHECKED REGULARLY AND ANY DAMAGED AREAS SHALL BE REPAIRED, FERTILIZED, REPLANTED, AND MULCHED, AS NEEDED. 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE MEANS OF CLEANING TRUCKS AND OTHER CONSTRUCTION EQUIPMENT PRIOR TO ENTERING THE PUBLIC R-O-W. A TRASH RACK SHALL BE USED AS PART OF THE CONSTRUCTION ENTRANCE TO HELP IN THE CONTROL OF POTENTIAL MUD GENERATED AS PART OF THE DEVELOPMENT OF THIS SITE. IF IT IS DETERMINED THAT THIS IS NOT SUFFICIENT, THEN A WASH RACK SHALL BE INSTALLED, AS NEEDED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN CLEAN STREETS AND TO ALLAY DUST AT ALL TIMES. EXCAVATION AND GRADING: 1. TEST PITS SHALL BE EXCAVATED TO DETERMINE THE DEPTHS AND LOCATIONS OF ALL OF THE EXISTING UTILITIES. IF CONFLICTS EXIST, THEN THE EXISTING UTILITIES SHALL BE LOWERED OR MOVED TO PROMOTE THE CONSTRUCTION OF THE PROPOSED DEVELOPMENT. 2. ALL DELETERIOUS MATERIALS, DEMOLISHED DEBRIS, AND CLEARED AND GRUBBED MATERIALS SHALL BE REMOVED AND PROPERLY DISPOSED OF OFF -SITE. 3. ALL TOPSOIL OR VEGETATIVE COVER SHALL BE EXCAVATED TO ITS FULL DEPTH AND STOCKPILED ON -SITE, IF APPLICABLE, IN THE AREA AS DIRECTED BY THE OWNER'S REPRESENTATIVE FOR FUTURE FINISH GRADING. 4. ALL BORROW FILL MATERIAL, IF NECESSARY, SHALL BE OBTAINED BY THE CONTRACTOR AND APPROVED BY A CERTIFIED GEO-TECHNICAL ENGINEER. ALL FILL MATERIAL SHALL BE PLACED IN LIFTS OF 8" OR LESS AND SHALL BE COMPACTED TO 95% OF ASTM D-698 MAXIMUM DRY DENSITY, OR AS DIRECTED BY THE GEO-TECHNICAL ENGINEER. 5. NO BLASTING SHALL BE PERMITTED WITHIN 25 FEET OF EXISTING UTILITIES OR STRUCTURES WITHOUT PERMISSION OF THE OWNER. 6. ALL LANDSCAPED ISLANDS, SLOPES, AND LAWN AREAS SHALL RECEIVE A MINIMUM OF 6" TOPSOIL OBTAINED OFF -SITE OR FROM THE TOPSOIL STOCKPILE ON SITE. THE TOPSOIL SHALL BE GRADED AND RAKED, PRIOR TO APPLICATION OF PERMANENT VEGETATIVE COVER. 7. ALL DISTURBED LAWN AREAS SHALL BE RESEEDED, FERTILIZED AND MULCHED AS NEEDED. MISCELLANEOUS: 1. FIRE LANES SHALL BE DELINEATED, AS DIRECTED BY THE COUNTY OF FREDERICK, VIRGINIA FIRE MARSHAL. 2. ALL BUILDINGS AND ADDITIONS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE (V.U.S.B.C.) AND SECTION 304, USE GROUP (B) BUSINESS OF THE B.O.C.A NATIONAL BUILDING CODE, 1996 EDITION (NOTE: IBC 2000 CAN BE UTILIZED THROUGH MODIFICATION). 3. THE MAXIMUM SLOPE ACROSS THE HANDICAPPED PARKING AREAS SHALL NOT EXCEED A 2% GRADE. ALL REQUIRED EGRESS FROM THE BUILDINGS SHALL COMPLY WITH C.A.B.O. Al 17.1-92. 4. THIS SITE AND BUILDINGS RELATED THERETO SHALL BE SUBJECT TO ALL FIRE -RATINGS AND FIRE SEPARATIONS IN ACCORDANCE WITH SECTION 707 OF THE B.O.C.A. NATIONAL BUILDING CODE. 5. CHAPTER 17 OF THE B.O.C.A NATIONAL BUILDING CODE, 1996 EDITION REQUIRES THAT THE STRUCTURAL PLANS AND ANY SPECIAL INSPECTIONS (SOIL TESTING, CONCRETE, STEEL, ETC.) SHALL BE PERFORMED AND PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE COMMONWEALTH OF VIRGINIA. ALL RELATED DOCUMENTATION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT FOR PERMIT AND APPROVAL. SEQUENCE OF CONSTRUCTION 1. Install temporary construction entrance with wash rack. 2. Clear and grub existing vegetation to proposed limits shown on plans. 3. Install temporary diversion dikes and temporary sediment traps as shown on Site Erosion and Sediment Control Plan. 4. Strip, stockpile and stabilize topsoil. 5. Perform rough grading of site. 6. Install proposed improvements, including sidewalks, pavement and buildings. 7. Install inlet protection and culvert outlet protection. 8. Install silt fence downstream from diversion dikes and sediment traps. 9. Perform final grading. 10. Apply permanent seeding on all disturbed areas. 11. Remove all temporary erosion controls after site is fully stabilized. EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION Preparation for the construction of the proposed project will include the rough grading of approximately 3.5 acres of land. Grading operations will generate fill and cut material which will be utilized on -site. Existing Site Conditions The project site is generally open field with some scattered trees. Ground slopes down from a high point in the northern portion of the project site toward the south to the existing drainage ditch and existing pond. Adjacent Areas The project site is located between the adjacent Timber Ridge School athletic fields and the main Timber Ridge School campus. Off -site Areas During clearing and grubbing, the site contractor may transport any residue off -site as required. During earthwork operations, the contractor may import materials as required to achieve final grades and specifications. Erosion and Sediment Control Measures 3.02 Initially, a 12'w by 70'1 temporary stone construction entrance will be constructed in the entrance to the proposed gymnasium near the connection with the existing porkig area. The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights -of -way. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or clean out of any structures used to trap sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence will be installed in down stream locations from the construction area after removal of the diversion berms and sediment traps. Silt fence shall be inspected after each rain and at least daily during periods of prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed, or otherwise ineffective silt fence shall be replaced. Sediment deposits shall be removed after each storm event. They must be removed when deposits reach approximately one-half the design depth of the trap. Removed sediment shall be deposited in a suitable area and in such a manner that it will not erode. Structures shall be removed and the area stabilized when the remaining drainage area has been properly stabilized. 3.07 A straw bale and gravel drop inlet sediment filter will be installed around each of the proposed storm water drop inlets immediately after installation. The structure shall be inspected after each rain and repairs made as needed. Sediment shall be removed and the trap restored to its original dimensions when the sediment has accumulated to one half the design depth of the trap. Removed sediment shall be deposited in a suitable area and in such a manner that it will not erode. Structures shall be removed and the area stabilized when the remaining drainage area has been properly stabilized. 3.08 Silt fence will be installed as culvert inlet protection at the upstream end of the proposed culvert. Silt fence shall be inspected after each rainfall and at least daily during periods of prolonged rainfall. Any required repairs shall be made immediately. IDomaged, decomposed, or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.09 Temporary diversion dikes will be installed along the limits of construction as shown on the Erosion and Sediment Control Plan as a first measure of construction. The berms will remain in place until all rough grading operations are complete. These measures shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be mode immediately. Eroded or otherwise damaged berms shall be repaired at the time of inspection. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the berms are no longer needed shall be dressed to conform with the existing grade and stabilized. 3.13 Three temporary sediment traps shall be installed as the outlet control structure for the temporary diversion dikes. The traps will be constructed in accordance with the typical details and dimensions given on the plans. The traps will be constructed of on -site materials and will be seeded with the temporary seeding mix immediately after installation. The traps will be inspected after each rain and repairs made as necessary. 3.18 Outlet protection will be provided at the outlets of the proposed storm sewer system and the proposed entrance drive culvert. The stone protection shall be installed in accordance with: the specifications and details on the plans. 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be reestoblished. Topsoil will be uniformly spread and rolled to a minimum depth of 6" or as called for on the plans. Topsoil shall not be placed while in a frozen of wet condition. 3.31 Temporary, seeding in accordance with the E & S Std & Spec 3.31 will be applied all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seelded and mulched. To coincide with the anticipated construction dates, the seeding will consist of 50 pounds per acre of German Millet. All temporary seeding areas will be mulched in accordance with the schedule included herein. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is August 2005 through March 2006. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. 3.38 Install fencing around trees designated to be preserved. Use safety fence., silt fence or snow fence. Reinstall fallen or damaged fencing prior to the end of each work day as necessary. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegrass 50 Ib/oc 98 85 Winter Rye 50 Ib/oc 98 85 May 1 - Aug 31: German Millet 50 Ib/ac 98 85 or Feb 16 - Apr 30: Annual ryegrass 75 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 Permanent Stabilization The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: Seedbed Preparation: a. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone(1401b/1000sf). SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Tall fescue 60 Ib.ac 97 85 Red clover 8 Ib/ac 95 65 Ladino clover 8 Ib/ac 95 65 Nurse Grass -(season dependent) Sept 1 - Feb 15: Annual Ryegrass 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: German Millet 12 Ib/ac 98 85 or Feb 16 - Apr 30: Annual ryegrass 12 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 LA R, I NG PAVED ROADWAY SEDIMENT BARRIER (STRAW BALE TYPE SHOWN) SUPPLY WATER TO WASH WHEELS IF NECESSARY. DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% 2 GREATER -"_ � FILTER FABRIC SECTIONA - A NDBAGS, STRAW BALES HER APPROVED METHODS HANNELIZE RUNOFF TO BASIN EQUIRED. 0p Q b� � gLpW FLOW r� W A A WASHRACK 2"-3" COURSE �A pp AGGREGATE O MIN. 6" THICK O O' O I Z DIVERSION RIDGE F-- tn X W 70' MIN. PLAN NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS - OF -WAY. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED TEMPORARY PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. GRAVEL 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE INTO AN ON AN AREA STABILIZED I ED WITH CRUSHED STONE THAT DRAINSAPPROVED SEDIMENT TRAP CONSTRUCTION O4. R INSTDAL,L CATTLE ENT INGUARDS AS CALLED FOR ON THE PLANS. ENTRANCE/EXIT TEMPORARY SEDIMENT TRAP 1 VARIABLE I ORIGINAL I VARIABLE* I I* GROUND ELEV. ------� r 1.0, 67 CU. YD./ACRE r r? VARIABLE 67 CU. YD./ACRE 4' FILTER ORIGINAL MAX. CLOTH GROUND (EXCAVATED) ELEV. COARSE AGGREGATE CLASS I RIPRAP * SEE PLATE 3.13-1 CROSS SECTION OF OUTLET LENGTH (IN FEET)= 8 x DRAINAGE AREA (IN AC.) CLASS I RIPRAP DIVERSION DIKE i ** COARSE AGGREGATE EXCAVATED AREA FILTER CLOTH **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SEDIMENT TRAP CALCULATIONS WOOD STAKES OR METAL REBAR. DRAIN GRATE LESS THAN / 5% SLOPE LA PLAN STRAW BALES TIGHTLY STACKED OR OFFSET CORNERS AS SHOWN. GRAVEL BACKFILL PONDING HEIGHT STRAW BALES GRAVEL BACKFILL 04 DROP INLET EMBED STRAW BALE 4" MIN. INTO SOIL. NOTES: SECTION A - A 1. DROP INLET SEDIMENT BARRIERS ARE TO BE USED FOR SMALL, NEARLY LEVEL DRAINAGE AREAS. (LESS THAN 5%) 2. EMBED THE BALES 4" INTO THE SOIL AND OFFSET CORNERS OR PLACE BALES WITH ENDS TIGHTLY ABUTING. GRAVEL BACKFILL WILL STRAW BALE/GRAVEL PREVENT EROSION OR FLOW AROUND THE BALES. DROP INLET 3. THE TOP OF THE STRUCTURE (PONDING HEIGHT) MUST BE WELL BELOW THE GROUND ELEVATION DOWNSLOPE TO PREVENT RUNOFF FROM BY- SEDIMENT BARRIER PASSING THE INLET. EXCAVATION OF A BASIN ADJACENT TO THE DROP INLET OR A TEMP- ORARY DIKE ON THE DOWNSLOPE OF THE STRUCTURE MAY BE NECESSARY. (OR AS SHOWN ON PLANS) ENDWALL, FIELD MITRE, OR END SECTION FLOW SLOPE=0.00% 1, STONE OUTLET ID L W D STONE d50(MSD) Tons Required Al 12' 6' 12" 0.5' 5.3 B1 ans ans 12" 0. 5' 5.2 OUTLET PROTECTION TABLE Z_ \ COMPACTED SOIL 4.5' MIN. TEMPORARY DIVERSION DIKE STEEL OR WOOD POST EXTRA STRENGTH FILTER FABRIC NEEDED WITH WIRE SUPPORT 101 1i�• �� "'T' FLOV FLOI FLO* _4111111�_ 10 FT MAX. SPACING WITH WIRE SUPPORT FENCE 'Z ICL w 0 PONDING HT. PONDING HT. STEEL OR WIRE & FILTER FABRIC WO,QD POST ATTACH SECURELY 36 HIGH MAX TO UPSTREAM SIDE OF POST. RUNOFF RUNOFF �- (RECOMMENDED) 0 STORAGE HT. .. Z Z N QOJ 12" MIN. 12" MIN. WU V 4"x6" TRENCH LL.I F- WITH COMPACTED GRAVEL O Z 0 BACKFILL UJ Zma STANDARD DETAIL ALTERNATE DETAIL Z w Q TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL 0 W UJ NOTE: 4. SET POSTS AND EXCAVATE A 4"x4" U 1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH UPSLOPE ANLONG THE LINE D Z STORM EVENT AND REMOVE SEDIMENT WHEN OF POSTS. W Q NECESSARY. 5. STAPLE WIRE FENCING TO THE POSTS. �. 2. REMOVED SEDIMENT SHALL BE DEPOSITED 6. ATTACH WIRE FILTER FABRIC TO THE WIRE W TO AN AREA THAT WILL NOT CONTRIBUTE FENCING AND EXTEND IT INTO THE TRENCH. Z Z Q SEDIMENT OFF -SITE AND CAN BE PERMANENTLY STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED 0 - Z 3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL. w 0 W CONTOURS TO MAXIMIZE PONDING EFFICIENCY. _J 0 SILT FENCE DETAIL WITH WIRE SUPPORT w NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05 11 TRAP ID TOTAL TOTAL WET WET WET WET DRY DRY DRY DRY TOP OF WIDTH DRAINAGE STORAGE STORAGE DEPTH STORAGE AREA STORAGE VOLUME STORAGE APPRX. STORAGE DEPTH STORAGE AREA STORAGE VOLUME STORAGE APPRX. EMBANKMENT OF AREA VOLUME REyQ'D. (D1) (A1) (V1) DIMENSIONS (D2) (A2) (V2) DIMENSIONS WIDTH OUTLET TRAP #1 1.8 acres (638.5 c. c.y.) 4' 947 s.f. 3,220 c.f. 26'x13.5' 3' 1,200 s.f. 3,220 c.f. 30'x15' 2.5' 14' TRAP #2 0.7 acres 88 c.y. (2,388 c.f.) 4' 351 s.f. 1,194 c.f. 43'x22' 3' 445 s.f. 1,194 c.f. 50'x24' 2.5' 5' TRAP #3 .98 acres (3132 cc f.) 4' 521.5 s.f. 1,773 c.f. 32'x16' 3' 660.5 s.f. 1,773 c.f. 36'x18' 2.5' 8' SILT FENCE CULVERT INLET PROTECTION L T DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW OPTIONAL STONE COMBINATION" 1.0' 1.5' ni FLOW 2.5' * * VDOT #3, #357 OR #5 COARSE AGGREGATE CLASS 1 RIPRAP TO REPLACE SILT FENCE IN " HORSESHOE WHEN HIGH VELOCITY OF FLOW IS EXPECTED OIZ U �a ~ Z_ V) M ODU 0 W J U (n X Ld Q J LLJ 0 0 � O WOU =W m mw iz U� ~WLLJ Ld O Z ir LL of D_ Q 0 ■ U ■ J ■ a E o N N rn rn o CAI I I CV 3 cfl CD W o •° 3 .� a rno ...� o v J �'' ��© .... 1 : c W- cn O O _� U U LL. p w Z Q a E211() to ZD� W J � W V oW T H 0 U J N C. LENV S � �SSIONAL SURVEY: C.I.: PL-PLC 2' DRAWN BY: JOB NO.: SS 0503003 SCALE: DATE: 1 "=30.0' 06/10/05 SHEET: 5/ 1 0 103? + co 1034— It 4 IOJ6 1038, 1040, 0 7044-- Cl- 1050 1068.59 A Q) Lki C) 10,5? 70,54 J5 W.S.E.10,56, 1051.i± x 0 0 1060, 0 \\ \ i a6A 9 \ I - 0 510 \� \ \ _ ` \\ \ os 6' \ \ \ �067. 1070.74 PRC)POSED LIM11I 1068.49 OF CONSTRUCTION W.S.E. 1070.22 '1066_105 1. J± CE 1069.J5 F_ x z w z w (n a. .......... z 0 F— ..... 7066 DD ti . . . you zz O 1 \ \ n o ' \_ .... 00 O 056 SF C) 0 OwOf 066" SF Ld PROPOSED LIMITS 0) —1 OF CONSTRUCT1 %"� �t)� OP Sr < 0001---, z 060 3 D 0 X $F 'N' \ \. Y V < 01 Ld LAJ z 0 LL 0 5 m EROSION & SEDIMENT CONTROL KEY 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE 3.05 SILT FENCE x X x x 3.07 INLET PROTECTION 3.08 CULVERT INLET PROTECTION -SILT FENCE 3.09 TEMPORARY DIVERSION DIKE 3.13 TEMPORARY SEDIMENT TRAP 3.18 OUTLET PROTECTION OP "�.30 TOPSOILING ro k31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING Ps 3.35 MULCHING Mu 3.38 TREE PROTECTION JW�QOU cn ;g w ® \ _j w in ` \ �01 '�' /O (D 1062 w 0 w 0 1U64 m w W 0 LLJ F- m in Li C) W Ld Z "I I - --- 0 SF Q� < \0 10,51? Fps ■ TP kfo /4'64'0 AP TP DD E 0 1060— ui L- 04 U LO O SF CN I 1 3O I C14 (0 (C) 0(D 0 106 ui _", �= "t q- a- > Ln U-) 41 L_ ::3 0) C: 4-- 0 -�- 4- ft U) 0 4) E 0 Orb 1p ui o a) E Ps To AM Ld O -1066 SF z 1-- LLI C1 -Ds —121� 0 .00 706, '0 72 .00 400p, 00, ftft. % Oil ion ` gv 10, o( - �) 0,> doop 30 191, Lu EUEZ 0 Z LiJ ITH 0 HN C. LEWIS No. 21621 0 101 IONAL SURVEY: PL-PLC 2' DRAWN BY: JOB NO. 0 30 90 SS 0503003 SCALE: DATE: 1"=30.0' 06/10/05 Scale 1 30 ft SHEET: 6/10 CULVERT PROFILE SCA S: (H) 1" =5 0' (V) 1 " D' 1070 _ .._ __ - A 1 _ --_ AI --. 1070 10651 1065 1060 PR. SAN. FM PR. GRADE 1060 VER$A. PR_. WL- LOCK WALL-- VE--R-SA - --- - --- .000 - - - LOCK 5 WALL - - 1055 _ EX. GRADE 1050 1045 CL. III TLET 10+00 SLOPE -11045 STORM SEWER SYSTEM PROFILE SCALES: (H) 1" =50.0' 1070 B 1 - ---- - - - _ _ B2 �- B4 1070 ---- ---__ B3 __ PR. GRADE ------------ EX. -------------- GRADE ------- _ PR. 80. -15"0 RCP CL III ®0 50% SLOP - - - - - - PR_ BO, 0 1--In __.- -- --- I CL. III ® 1.55% SLOPE 142.00 15"0 RCP -� OUTLET CL.III ® 3.1 % SLOPE PROTECTION 1045 - - ----._ __. -_ _'_-_ 1045 8- I ��7 _. Ln 1 I [Inn --- - _--- - (0(-- c0 - p II p II Z a p �� II II Z� - ___._ _ . p II _-- II � + Z CO Z Z CO ? Z • +110 JX ? + 10+00 11 +00 12+00 13+00 CAP UNIT ADHERES TO TOP UNIT W/VERSA-LOK CONCRETE ADHESIVE VERSA-LOK MODULAR CONCRETE UNITS GRANULAR LEVELING PAD MIN. 6" THICK IMPERVIOUS FILL 12" DEEP DRAINAGE AGGREGATE 12" THICK MIN. 4" DIA. DRAIN PIPE OUTLET ® END OF WALL OR ® 40' CENTERS MAX. TYPICAL SECTION -UNREIN FORCED RETAINING WALL SCALE: NONE GENERAL NOTES 1. STRIP VEGETATION AND ORGANIC SOIL FROM WALL AND GEOSYNTHETIC ALIGNMENT. 2. BENCH CUT ALL EXCAVATED SLOPES. 3. DO NOT OVER EXCAVATE UNLESS DIRECTED BY SITE SOIL ENGINEER TO REMOVE UNSUITABLE SOIL. 4. SITE SOILS ENGINEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN STANDARDS AND PARAMETERS. 5. LEVELING PAD SHALL CONSIST OF COMPACTED COARSE SAND OR CRUSHED GRAVEL, 6" THICK MIN. 6. CONTRACTOR MAY OPT FOR A LEAN CONCRETE PAD. CONCRETE PAD SHALL BE UNREINFORCED, 3" THICK MAXIMUM. 7. MINIMUM EMBEDMENT OF WALL BELOW FINISH GRADE SHALL BE 6" FOR WALL HEIGHTS UNDER 4 FT. AND 12" FOR WALLS OVER 4 FT. UNLESS SHOWN DIFFERENTLY. 8. FOR UNITS TO BE EMBEDDED, COMPACT FILL IN FRONT OF UNITS AT THE SAME TIME FILL BEHIND UNITS IS COMPACTED. 9. DRAINAGE AGGREGATE SHALL BE INSTALL-ED DIRECTLY BEHIND THE WALL WITHIN 12" OF THE TOP OF THE WALL. DRAINAGE AGGREGATE SHALL NOT EXTEND BELOW FINAL GRADE IN FRONT OF WALL. 10. COMPACTION SHALL BE TO 95% OF MAXIMUM STANDARD PROCTOR DENSITY.(ASTM D-698) 11. COMPACTION TESTS SHALL BE TAKEN AS THE WALL IS INSTALLED. THE MINIMUM NUMBER OF TESTS SHALL BE DETERMINED BY THE SITE SOILS ENGINEER. 12. COMPACTION WITHIN 3 FT. OF WALL SHALL IBE LIMITED TO HAND OPERATED EQUIPMENT. 13. SEE ELEVATION DRAWINGS FOR GEOSYNTHETIIC TYPE, LENGTH AND LOCATION REQUIRED. 14. GEOSYNTHETIC SHALL BE PLACED WITH STRONGEST DIRECTION PERPENDICULAR TO WALL. FOLLOW GEOSYNTHETIC MANUFACTIURER'S INSTALLATION INSTRUCTIONS AND WRITTEN SPECIFICATIONS. 15. CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO AVOID DAMAGING WALL WHILE UNDER CONSTRUCTION. 16. ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT, OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER WALL IS COMPLETED. 17. FOLLOW APPLICABLE PROVISIONS OF THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND WRITTEN SPECIFICATIONS., IF CONDITIONS ARE DIFFERENT THAN THOSE STATED IN THESE DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR MUST CONTACT ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL. FINAL BACKFILL CAREFULLY COMPACTED EE SELECT BACFILL -NEE EE CRUSHED AGGREGATE TYPICAL PIPE BEDDING DETAIL NOT TO SCALE x a SHAPE TNN CTMJ R OF PIPE uawrc i LRa YI"LN "IY LIR" 1 ,ILLS UT PIPES ARE ENCOUNTERED NOTES - SHAPING OR MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIES ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. MANHOLE OF DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS Cl, EXCEPT THAT 25% OF COARSE AGGREGATE MAY BE UP TO 4' IN DIAMETER AND CONSIST OF STONE, DROCEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK, THE SURFACE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSE ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED INDIVIDUALLY TO BEST FIT T PARTICULAR 511011 A -"A aF 05TiET PIPE - - METHOD OF TREATMENT IN DROP INLETS SUPE M 11EAIN M INVERT [IF OUTLET PIPE HE INLET AND OUTLET CONFIGURATION AND FLOW LINES. .m aH "m METHOD OF TREATMENT IN MANHOLES SPECTWATM STANDARD METHOD OF SHAPING MANHOLE do INLET INVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION �F 3w I END -SECTION 12"-60" PIPE HUB END ON OULET END -SECTIONS SPIGOT END ON INLET END -SECTION X _ _ J CONCRETE TO BE 4000 PS MINIMUM N SECTION X-X END VIEW END SECTION DIMENSIONS PW A B C D E 12 4 2-0 2-0 4'-0- T -0 21 ! 1 4 ?-1f 74 9 / J- ?-B B-f 4-0 T 10 J 4 4-0 ?-1 JO 1-0 4-B 1-7 4 a-1 JJ 1-f 1 4- r-T 114 -1 JB 1 -J 5-J 2-f0 A14 6-f 42 1-9 3-J 2-11 a-1 a-B 4e 2'-0- B -o 7 -2 d -2 7-0 54 2 3 -5 -2 f 4 -B diD 2-11 3-O J-J e- a-o ALTERNATE END -SECTION 12"-60" PIPE HUB END ON OULET END -SECTIONS SPIGOT END ON INLET END -SECTION L X � X CONCRET TO BE ____.._ _______ 4000 PSEMINIMUM PLAN SECTION X-X END VIEW END SECTION DIMENSIONS PW DA497I P A B C D E 12 4 2-0 4-f B-1 2-0 13 a 9?-J J-1 B-1 2-B fa 9 2-J 7-10 B-1 J-0 21 9 24 10 J- TSB B-J 4-0 2 /0 1 4-0 ?-1 1 0-1 1 4-6 X. 1-0 4-6 1-7J 4 B-1 JIJ 1 -1 1 4 -f0 1 - f 4 -1 4 5- JB 1 -J 3-J 2-10 J 4 a-1 J 4 B-o 42 1 46 2-0 B-0 ?-2 a-? -0 54 ?-J 3-3 2111 a-4 7-6 BD 2-B 5-o J-J C�3 a-0 NOTES: PIPE FLENGHTS SHOWN AN PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE RIGHT, LENGHTS WILL BE REDUCED BY THE DIFFERENCE IN DIMENSION "D". SLOPE DETAIL SPECIFICATION REFERENCE FLARED END -SECTION FOR 12-60 CONCRETE PIPE CULVERTS 102.01 302 NOT TO SCALE VIRGINIA DEPARTMENT OF TRANSPORTATION ES-1 DI-1 2' 7" NOTES ES ;n B B 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. LUGS TO BE FOR DEPTH GREATER THAN. 10. USE STANDARD L21/2"x2l/2"xl/4" 44 CAST WITH COLLOR DI-1A. A A 10'-4"LONG CAST GALV. 2. THE "H" DIMENSION SHOWN ON THE STANDARDS WELD ALL IRON STEEL AND SPECIFIED ON THE PLANS WILL BE MEASURED CONNCETORS eat `'' TO COLLOR 3 Les. 43.6 ►Its OPTIONAL FROM THE INVERT OF THE OUTFALL PIPE TO THE ONE WELDED Luc a BRACE RIBS TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS ARE ING PURPOSES AND JOINT7j"-1/2"01/2"X4" LUGS THE APPRAC UALEDIIMENSIO S SHALL ONLY FOR TBE DETERMINED BY 1/2"x4" STUD_THE CONTRACTOR FROM FIELD CONDITIONS. SHEAR CONNECTORS 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS 5• 42, 5• 91/2' - 12"* TO BE SHAPED IN ACCORDANCE WITH STANDARD a IS-1. THE COST OF FURNISHING AND PLACING ALL PLAN MATERIALS INCIDENTAL TO THE SHAPING IS TO BE (GRATE REMOVE)) 3/N! SECTION B-B INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 4. IN THE EVENT THE INVERT OF THE OUTFALL PIPE COLLAR DETAIL 21/2" IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, DIMENSIONS FOR THE INVERT OF THE STRUCTURE SHALL BE SHAPED '-7" CAST IRON ONLY WITH CEMENT MORTAR TO PREVENT STANDING OR 2 2'-7" * PONDING OF WATER IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS W W 3"! WEEP HOLE i COLLOR ` INCIDENTAL TO INLET SHAPING IS TO BE INCLUDED 4" DEPTH AGGR. #68, IN THE BID PRICE FOR THE STRUCTURE. r o 2" MIN. #78, OR #8x6" WIDTH 5. STEPS ARE TO BE PROVIDED WHEN "H" IS 4'-0" ssi 12. n, OR GREATER. FOR DETAILS SEE STANDARD ST-1. N 7n 10 h ►. 12",15",18",0R 24"3•2�c D N N N N n ' "IIII .I 6. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. �' ;. " � .:.� _ : .: ;• . : ' , 111 7. #4x8" SMOOTH DOWELS AT APPROXIMATELY 12" C-C TO ADJACENT O 000000 ABUTTINGBCON CONCRETE TO PREVENTPLACED IN ALLSSETTLE ENTT N SECTION A -A ���I���� ����00 4K" LIEU OF DOWELS A 2"x4" NOTCH MAY BE PROVIDED. CONCRETE QUALITIES FOR MINIMUM DEPTH ������OO������ SEE STANDARD T-DI-3, 4 FOR ALTERNATE DESIGN. 12" CONC. PIPE-1.440 Cu. Yds. CONCRETE 2 J 8. 3" DIAMETER WEEP HOLE WITH 12"x12" PLASTIC 15" CONC. PIPE-1.528 Cu. Yda. CONCRETE 11 / D 18" CONC. PIPE-1.620 Cu. Yds. CONCRETE 10 1" 1" '�L- 2" HARDWARE CLOTH 1/4" MESH OR GALVANIZED STEEL 24" CONC. PIPE-1.817 Cu. Yds. CONCRETE SECTION D-D WIRE MINIMUM WIRE DIAMETER 0.03", NUMBER 4 ADD 0.469 Cu. Yds. PER ADDITIONAL FOOT OF DEPTH - 1t/4" MESH HARDWARE CLOTH ANCHORED FIRMLY TO THE 3/4" - OUTSIDE OF THE STRUCTURE. SECTION C-C 9. CAST IN PLACE CONCRETE IS TO BE CLASS A3 STANDARD DROP INLET GRATE DETAIL (3000 PSI). PRECAST CONCRETE TO BE 4000 PSI. 12"- 24" PIPE: MAXIMUM DEPTH (H) = 10 t APPROCASTA IRONEIGHT 10. ANY ALTERNATE METHODS OF ANCHORAGE �� GRATE 363 t lalbs. MEETING THE APPROVAL OF THE ENGINEER MAY BE O SCALE VIRGINIA DEPARTMENT OF TRANSPORTATION SUBSTITUTED FOR THE CAST IRON LUGS AS SHOWN 104.01 HEREON. 'Z i� I� V) p C) I� V I W _J W LL W'^ ^ V / a- Z OQ �z w J c) V _Z V)� � ODO O � YW =Q> W r .�Q-0 QJW (n CDO < U WQ~� JO WOU_ U� mQ!� �mW ~ W 0 W Z u- O Of Q ■ J ■ a ., _NnE a o N � rn o �_ N Ln 0 T N CV I N I N 3 (0 c>J W (D 00 0 J (' 'vLO a � (D �. W� V i co 0 -I- a 'E °v1 o - 0 a� 0 v E L? Li a H F �%P 0. HN C. LNS ' No. 21621 �SSIONAL SURVEY: C.I.: PL-PLC 2' DRAWN BY: JOB NO.: SS 0503003 SCALE: DATE: 1"=VARIES 06/10/05 SHEET: 7/10 /10 C --..-1062_ l / i - 074 1066 / S(\a � 1 1 � PROPOSED QY 0� _ J / 1076 ) i O IJ 1 / 6) --10641 J13 0 1I i ti ' y n EXISTING �1ose \. WELL PRESSURE TANK VAULT PIPE NETWORK DIAGRAM SCALE: 1 "=100' TEAD Y STATE ANALYSIS -JUNCTION REPORT Node Label Elevation(ft) Demand(gpm) Demand Pattern Hydraulic Grade (ft) Pressure (psi) J-1 1090.00 0.00 Fixed 1179.43 38.69 J-2 1090.00 33.00 Fixed 1179.15 38.57 J-13 1079.00 20.00 Fixed 1173.86 41.04 ADMIN 1070.00 15.00 Fixed 1173.84 44.93 J-16 1069.00 18.00 Fixed 1171.18 44.21 J-19 1072.00 48.00 Fixed 1170.93 42.80 GYM 1066.00 96.00 Fixed 1164.66 42.69 � \ EMIR ' i i i., \ � WE L 0 APPROXIMATE LOCATION OF SANITARY SEWER LINE EXISTING DORM ,EN'CY SkRVICE LINE g'o STEADY STATE ANALYSIS -PIPE REPORT Link Label Length(ft) Diameter(in) Material Roughness Status Dischorge(gpm) Start Hydraulic Grade(ft) End Hydraulic Grade(ft) Headloss(ft) Friction Slope(ft/1000ft) Velocity(ft/s) P-3 10.00 2.0 PVC 130.0 Open 33.00 1179.43 1179.15 0.28 28.21 3.37 P13 52.00 3.0 PVC 130.0 Open 197.00 1179.43 1173.86 5.57 107.12 8.94 P-14 23.00 3.0 PVC 130.0 Open 15.00 1173.86 1173.84 0.02 0.91 0.68 P-16 36.00 3.0 PVC 130.0 Open 162.00 1173.86 1171.18 2.68 74.57 7.35 P-19 31.00 3.0 PVC 130.0 Open 48.00 1171.18 1170.93 0.24 7.84 2.18 P-18 300.00 3.0 PVC 150.0 Open 96.00 1171.18 1164.66 6.51 21.71 4.36 P-1 20.00 2.0 PVC 130.0 Open 230.00 1200.00 1179.43 20.57 1028.49 23.49 i EXISTING VALVE PIT �XISTING DORM 8 CONSTRUCTION NOTES 1. The existing utilities shown on these plans are based on available information. The CONTRACTOR shall be responsible for determining the exact location of all utilities before commencing work and for any damages which occur by the failure to locate and preserve these utilities. Contact "MISS UTILITY" prior to commencing work. If the CONTRACTOR should encounter utilities other than those shown on these plans, the CONTRACTOR shall immediately notify the engineer and take necessary and proper steps to protect the facility and assure the continuance of service. Coordinate construction activities so as to interrupt water services as little as possible. Report any planned interruption to the owner prior to occurrence. N Z 2. The contractor shall be required to obtain all necessary permits prior to construction. 3. All work shall be performed in an expeditious and workmanlike manner and in accordance with all generally accepted trade practices. It shall be the responsibility of the contractor to maintain a clean and orderly site throughout the construction process ct 4. Every effort has been made to verify the dimensions and ensure the accuracy of these plans. However, all lines and dimensions shall be verified prior to the construction process and if any discrepancies do exist, then the owner or his representative shall be notified before the necessary adjustments are made. POTABLE WATER SYSTEM SPECIFICATIONS 1. All construction and materials shall conform to the Commonwealth of Virginia State Board of Health Design Waterworks Regulations and prevailing local codes. 2. Water main 2.1 The water lines shall be SHC 40 PVC ASTM D 1784 with Sch 80 fittings and shall be constructed with pressure joints. 2.2 Concrete thrust blocks shall be installed at all bends, intersections, ends and reductions. Joint deflections may be used to obtain a maximum of 2 degrees at the joint. 3. A continuous and uniform bedding shall be provided in the trench for all buried waterline. 3.1 Stones and rocks found in the trench shall be removed for a depth of at least six inches below the bottom of the pipe. 3.2 Bedding material shall be a well graded crushed stone meeting the requirements of ASTM C33, gradation 68, 78, or 57, or approved equal. 3.3 Above the specified bedding shall be 18 inches of select backfill compacted in six inch lifts. The maximum particle size of the backfill shall be two inches. 3.4 Above the select backfill, material shall be deposited in lifts not exceeding two feet. No rocks with a dimension greater than six inches shall be used in the final backfill. 4 Detectable warning tape shall be installed at a depth of 8 to 12 inches below finished grade continuously throughout the trench. The tape shall be Allen Detectable Marking Tape with an overall thickness of 4.5 mil. nominal and a width of 3" or equivalent. The color shall be bright blue printed with black letters and one side stating "CAUTION WATER LINE BURIED BELOW. 5. SEPARATION -Parallel Installation Normal Conditions - Water mains shall be laid at least ten feet horizontally from a sewer or sewer manhole. The distance shall be measured edge -to -edge. Unusual Conditions - When local conditions prevent a horizontal separation of ten feet, the water main may be laid closer to a sewer or sewer manhole provided that: a. The bottom (invert) of the water main shall be at least eighteen inches above the top (crown) of the sewer. b. Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior backfilling. C. The sewer manhole shall be of watertight construction, tested in place. 6. SEPARATION -Crossing Normal Conditions - Waterlines crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water line and the top of the sewer whenever possible. Unusual Conditions - When local conditions prevent a vertical separation described above, the following construction shall be used: a. sewers passing over or under water mains shall be constructed of AWWA approved water pipe. b. Water lines passing under sewers shall, in addition, be protected by providing: (1) A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line, (2) Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the waterline, (3) That the length of the water line be centered at the point of the crossing so that joints shall be equidistant and as for as possible from the sewer 7. Gate valves shall meet the requirements of AWWA and shall be installed in accordance with the manufacturer's recommendations. 8. Valve boxes for water main valves shall be manufactured of polyethylene or better with cast iron lids. Backfill boxes to within 1" of the rim of the lid. 9. DISINFECTION OF WATER MAINS All water mains shall be disinfected prior to being placed in operation. The disinfection of waterlines and appurtenances shall be in accordance with ANSI/AWWAC651-92 or other method acceptable to the State Health Department. The following method may be used. Prior to disinfection all water mains shall be flushed. All valves and hydrants shall be operated during this operation. Flushing velocities should not be less than 2.5 ft/sec. Chlorination - Potable water shall be introduced into the pipe main at a constant flow rate. Chlorine shall be added at a constant rate to this flow so that the chlorine concentration in the water in the pipe is at least 50 mg/L. The chlorinated water shall remain in the main at least 24 hours, after which, the chlorine concentration in the water shall be at least 10 mg/L. All valves and appurtenances shall be operated while the chlorinated water remains in the main. Final Flushing - After the required retention period, the chlorinated water shall be flushed from the main using potable water. Testing - After mains have been flushed, the water mains shall be tested. Samples shall be collected at regular intervals, not exceeding 2000 feet, throughout the length of the main. All chlorine residual determinations shall be made using only those methods approved by the Virginia Department of Health. Two water samples for bacteriological analysis must be collected at least 24 hours apart and analyzed by a certified laboratory. The results of these samples must indicate no coliform contamination before the pipe, tanks or equipment can be utilized as part of the waterworks. If contamination is indicated, then the disinfection procedure must be repeated. 10. PRESSURE TESTING Pressure testing of the waterlines is required and shall be a method acceptable to the Virginia Department of Health. All water pipe shall pass a hydrostatic pressure test: After the pipe has been laid, all newly laid pipe and any valved section thereof shall be subjected to a hydrostatic pressure test of at least 1.5 times the working pressure at the point of testing. The pressures shall be a minimum of 150 psi, not exceed pipe or thrust restraint design pressure, be of at least a two hour duration, not vary by more than +- 5 psi, not exceed twice the rated pressure of the valves or hydrants when the pressure boundary of the test section includes closed gate valves or hydrant, not exceed the rated pressure of the valve. Each valved section of pipe shall be slowly filled with water. The specified test pressure shall then be applied by means of a pump connected to the pipe. The water and container used to pump up the line to be tested shall be properly disinfected. Before applying the specified pressure, air shall be expelled completely from the pipe, valves and hydrants. All exposed pipe, fittings, valves, hydrants, and joints shall be examined carefully during the test. Any damaged or defective pipe, fittings, valves, or hydrants that are discovered following the pressure test shall be repaired or replaced with sound material and the test shall be repeated until it is satisfactory. DESIGN CRITERIA This sheet contains the results of a hydraulic analysis of the proposed water system expansion. Assumptions have been made regarding the configuration and size of the existing water lines. Assumptions based on the BOCA National Plumbing Code have been made with regard to present and future peak water demand conditions. The system contains two operating wells, two pressure tanks, and water distribution lines. The pressure tanks operate over a range of 40 psi to 60 psi. The hydraulic model assumes a static pressure of 45 psi. The owner proposes to construct a gymnasium as part of a campus expansion program. The current buildings are shown on the Pipe Network Diagram. A 2" diameter waterline has been installed to provide water to buildings on the north side of the campus on an emergency basis. These buildings are currently served by a separate system. The hydraulic analysis shows the expected performance of the water system under estimated peak demand from all buildings on the south campus. The water demand for the gymnasium has been estimated based upon Supply Fixture Unit counts as follows: (4 drinking fountain ® 1; 1 combination fixture ® 3; 1 kitchen sink ® 1.4; 8 public lavatory ® 16; 1 mop sink ® 3; 15 public shower ® 60; 5 urinals 25 SFU; 3 washing & Ibs public ® 3; 8 WC flush public ® 80; 4 floor drains ® 8 SFU = 200.4 Max. Probable Flow = 95.5 gpm The following peak demand rates have been estimated for the existing structures: Ex. Infirmary 8 gpm Ex. Classroom Bld. 10 gpm Ex. Academic Building 15 gpm Ex. Dining Hall 20 gpm Ex. Dormitories(4) 18 gpm Ex. Administration 15 gpm I Z 0 P__ o_ 6E U W 0 O Z _J Q 0 W V) W Q 3 J Q W O a - V_ � Q ~ Z M _J- UZ V) � .ba5NZ Q W 0 U W�~� N � �0 WOU QM MIX- �m0 0 ~ W W 0 Z U_ of o_ Q 0 J a �- 0 N N 0) 0 � rn o LO j N I I 3 CD cD Wc�0 ��oQ .� J `n Ln W V) v C- o n ' o o N - U p Z r L.L_ W Q a 0 0 Z121� J W _Jw �z LLIz(-, O I? Li TH o c' HN C. LEWIS No. 21621 �s'SjONAL SURVEY: C.I.: PL-PLC 2' DRAWN BY: SS JOB NO.: 0503003 SCALE: DATE: 1"=VARIES 06/10/05 SHEET: 8/ 10 STORM SEWER PLAN 1044 x� love s. 1054 1051.31 1058 -- \� l , CONNECT TO EX. _TUBSWSE tact. xt ` I I /� -� W' /1 � • '�lllll Pr 0 0 �.,4. :107a 74 ♦ \ 0 roan PR. WAT6I31-INE 1 X \. 0 'PR.�Sf WER FORCE ATN- ° 0 0 i E) 0 e UMP STATION I lop 1066 FORCE MAIN AND WATERLINE PROFILES 1070 SCALES: (H (V 1 1 1" = 5 0' 1070 --- -- -- _ PR. GRADE 1065 ----- - APPROXIMA _ LY 415 LINER 40 PVC SEIAER _ FEET OF FORCE MAN _ _ _ _ - EX. GRAD — - - 1065 1 ATSCi __ -_ -___-- _ _ _ 1060 ---- -- -- -- MINIMUM DEP H OF BURY= 6" 1060 - _- - - 1055 j7-LATE ox AT ------ 1055 415 LINER FEET 0_F - VALVE- _=APPROXIMATELY 3 0 SCH 40 - PVC WA L - NE --- -- - - UILDING ENTRANCE 1050 STORM SEWER-- 1040 1040 LIA m Q -- - - -- Vy n w -- LnlLj w O —F- ~ O Z — O O a0 O - + w U II ZJ -- - ---- ---- °- - — - in Z I— Z + U 10+00 11 +00 12+00 13+00 14+00 PUMP STATION DESIGN AND INSTALLATION DESIGN CRITERIA Estimated Daily Flow Maximum: 70 persons using the gym facilities at 16 gpd/person: 70 people x 16 gpd/person = 1,120 gpd (max.) design flow: 1,120 gpd SYSTEM COMPONENT DESCRIPTION A. Piping Gravity sewer pipe and pressure distribution pipe and fittings called for on the plans shall be SCH 40 ASTM D 1784 with solvent cement joints assembled in accordance with ASTM D 2855. No bends greater than 45 degrees shall be used in the gravity sewer line. The pipe trench bottom should be constructed to provide a firm, stable and uniform support for the full length of the pipe. Any part of the trench bottom excavated below embedment grade should be backfilled and compacted. Concrete thrust blocking should be provided at each change of direction of the force main. All pipe shall be installed with proper bedding providing uniform longitudinal support under the pipe. The pipe should be installed by placing the initial backfill material to a minimum depth of six inches over the top of the pipe and compacted. All pipe embedment material should be selected and placed carefully, avoiding stones over 1-1/2 inches in size, frozen lumps and debris. Sharp stones should be excluded from the embedment material. B. Pump System The pump systems called for on the plans are the Enviroment One Model GP 2012-93 simplex, grinder pump package. This system is available from Design Equipment Inc., 804-752-6335. Provide a complete installation, including the grinder pump, check valve, tank, and all necessary controls, ready to connect. Install the system in accordance with the manufacturer specifications. Provide an audible and visual alarm to work with the high water switch in the system. Install the alarm in a conspicuous location inside a (building. C. Pump Head Calculations The standard system pumps will be adequate to convey the sewage to the proposed point of discharge. The calculated design heads are based one a peak discharge rate of 10 gpm. The design head for the lift station pump is 14 feet. The proposed pump will be a 240 volt, single phase, 1 horse power motor with a 1 1 /4" NPT discharge. A master disconnect switch and manual over -ride switch is required on the pump control box. The alarm is to be wired on a separate circuit than the pump. D. Pump Setup The Environment One pump packages comle with preset pump drowdowns of 4 inches. The systems are set to pump often for short periods of time. The pump station will discharge approximately 18 gal per pump cycle. At the design flow of 10 gpm this would require approximately 62 pump cycles of 1.8 minutes to pump the estimated maximum daily flow of 1,120 gpd. PUMP HEAD WORKSHEET A B C D E F G H I J K PUMP PUMP DISCHARGE ELEV.LIMIE FLOW LINE LINE FRICT. MINOR PUMP ELEV. ELEV.HEADDIA. VEL. LENGTH LOSS LOSSES HEAD (ft) (in) (GPM) (fps) (ft) (ft) (ft) (ft) 1 1060.0 1068.0 8 1.38 12 2.58 400 8.17 5.00 21.17 COLUMN REMARKS A pump ID B pump invert elevation C elevation at connection(or high point) D C - B E discharge line diameter (actual) F delivery pipe flow G ---(F x 0.002228)/(3.14 x (E/24)-2) H delivery pipe length I =H x (F/(0.281 x 150 x E-2.63))-1.85 J from estimate K =D + I + J 20M WATER TIGHT LID, FRP STRAIN RELIEF CORD CONNECTOR POWER/ALARM CABLE 12-6 W/GND. DUAL WALL, CORRUGATED HDPE ACCESSWAY ELECTRICAL ���`��\\ QUICK DISCONNECT \�/�\ X� NEMA 6P CORE CONTROL COMPARTMENT (EQD) BREATHER FIELD JOINT REQUIRED _ FOR MODELS TALLER THAN 2012-93. INTERNAL WELL VENT 2.0' DIAMETER QUICK DISCONNECT ASSY. (304 S.S.) SS CAST BALL VALVE INLET, GROMMET DISCHARGE t TO ACCEPT 4.50' O.D. 1 FIST PIPE (STANDARD). DUST COVER SUPPLIED /PVC FOR SHIPMENT (NOT SUITABLE FOR BURIAL) 1 1/4' DISCHARGE LINE (304 S.S.) ALARM 44 in CHECK VALVE 1106 mm (GLASS FILLED PVC) — 38 in 974 mm 29 in ANTI -SIPHON VALVE ON 737 mm (GLASS FILLED PVC) OFF 116 gal 439 L 21 in 534 mm 17 in 432 mm 84 gal 318 66 250gal IL HDPE TANK 0 39 in 111101 1/2' NOMINAL WALL THICKNESS 984 mm 150 GALLON CAPACITY SEMI -POSITIVE DISPLACEMENT TYPE PUMP DIRECTLY DRIVEN BY A 1 HP MOTOR CAPABLE OF DELIVERING 9 gpm AT 138' T.D.H. U I NSF S� (34 Ipm AT 42m T.D.H.) L NOTE: A CONCRETE ANCHOR IS REQUIRED TO PREVENT THE TANK FROM FLOATING. SEE INSTALLATION INSTRUCTIONS OR SPECIFIC CUT SHEET FOR SIZE AND WEIGHT OF ANCHOR -_� O.D. 18" FINAL BACKFILL CAREFULLY COMPACTED SELECT BACKFILL OR CRUSHED AGGREGATE CRUSHED AGGREGATE 111 TYPICAL PIPE BEDDING DETAIL NOT TO SCALE MINIMUM DEPTH OF BURY IS 36". 10" __.J "Y PRESSURE PIPE 24 PLAN 10" 24" SECTION PRESSURE PIPE THRUST BLOCK DETAIL NOT TO SCALE FORM THRUST BLOCKS WITH MIN. 3000 PSI CONCRETE. DIMENSIONS SHOW ARE MINIMUMS. FORM THRUST BLOCKS AGAINST UNDISTURBED EARTH IN TRENCH FOR HORIZONTAL SUPPORT GRADE SLOPE AWi STATI D I SCH, **SEE INSTALLATION INSTRUCTIONS FOR SPECIFIC DIAMETERS AND HEIGHTS REQUIRED FOR PROPER CONTAINMENT WHEN USING 2012 PRE -CAST BALLASTS NOTE: A CONCRETE ANCHOR OF 3300 Ibs (21.7 cu ft) IS REQUIRED ON ALL MODEL 2012 92' STATIONS. FILL TO GRADE WITH CLEAN, COMPACTABLE BACKFILL, SUCH AS PEA GRAVEL OR CRUSHED STONE, 1/8' - 3/4' IN SIZE. CLAY AND SILTS ARE NOT ACCEPTABLE BACKFILL POURED [PRE -CAST ,o IN -PLACE IIVU�I UVIi >>� �@Ll�i��ull RD) U L NSF CH SGS CAH B/13/01 1 B 1 1/16 DR BY CHK'D DATE I ISSUE ISCALE MODEL 2012-93 PA 1336 PO4 Z O N w V � Z D 000 O W (QQn =J> U Z Rm� En W }" ~ QJW 0 W<H V CEO WOV_ = W m gym® I)X R U� ~ W W Ld O Z � � Q Q 0 V J ■ E ■� +� N O N N 0) r- ro Cn O U N j CV I I 3 N co CD N co N � W Cno - °a J `�'��® �- � o 0 N W n O E O _ U N U LL p E Z F— LLJ a () C/) In ZIt LJ J LLJ � W V) Z Z() O IZ t O HN C. LEWIS 9 ' No. 21621 Off, IONAL SURVEY: PL—PLC 2' DRAWN BY: JOB NO.: JCL 0503003 SCALE: DATE: 1"=VARIES 06/10/05 SHEET: 9/ 10 L 20 (5) DOUBLE STANDARD POLE LIGHTS LT d 0 L W.S.E. 1051. i± \. A❑ TREE UP -LIGHTS (PROVIDE 8 LIGHTS, LOCATE AS DIRECTED BY THE OWNER) TYPE= B-K LIGHTING, INC. TREE STRAP: CATALOG #: TS-TMC-BLP-36"(OR EQUAL) LIGHT: LA-56-VER-10-11-C(OR EQUAL) TREE UP —LIGHT SPECIFICATION "LITHONIA KBE6 50M R5 208 RPB12 SF DDB" OR EQUIVALENT BOLLARD STYLE LIGHT DETAIL NOT TO SCALE (4) BOLLARD LIGHTS REQUIRED SEE SITE PLAN FOR APPROXIMATE LIGHT LOCATIONS; COORDINATE FINAL LOCATIONS WITH OWNER PROVIDE FOUNDATION AND MOUNTING SYSTEM PER rA_ I MANUFACTURER'S SPECIFICATION (4) BOLLARD LIGHTS d ° (2) FLOOD LIGHTS \ "LITHONIA BV2 250M R3 208 RPB12 SF DDB" 0 SINGLE OR DOUBLE STND. AS REQUIRED 4 V \ d (4) SPOT LIGHTS 10. \ 0 20 60 \ Scale 1 " = 20 ft \ ANCHOR BOLTS (Typ.) THE SIZE, SPACING, AND QL SHALL BE AS REQUIRED BY MANUFACTURER'S SPECIFICAI NOT • SCALE 2" A (6) #6 VERT. BARS #3 TIES ® 12" RADE "LITHONIA HYDREL 9100 B MH-150 120 WFL 34 BB" OR EQUIVALENT 0 SPOT LIGHT DETAIL o NOT TO SCALE v' W (4) SPOT LIGHTS REQUIRED SEE SITE PLAN FOR APPROXIMATE LIGHT LOCATIONS; COORDINATE FINAL LOCATIONS WITH OWNER PROVIDE FOUNDATION AND MOUNTING SYSTEM PER MANUFACTURER'S SPECIFICATION SECTION A —A "LITHONIA KFL2 70M 120 SF DDB" OR EQUIVALENT FLOOD LIGHT DETAIL NOT TO SCALE (2) FLOOD LIGHTS REQUIRED SEE SITE PLAN FOR APPROXIMATE LIGHT LOCATIONS; COORDINATE FINAL LOCATIONS WITH OWNER PROVIDE FOUNDATION AND MOUNTING SYSTEM PER MANUFACTURER'S SPECIFICATION EXISTINr GRAnF COMPACTED BACKFILL PL.ANO SCH 40 CONDUIT (TYP) r/- • . 1 fill I w 11A CA NOT . SCALE "" 'OR BOLTS (Typ.) SIZE, SPACING, AND QUANTITY BE AS REQUIRED BY FACTURER'S SPECIFICATIONS. #3 TIES 0 12" (6) #6 VERT. BARS CONCRETE BASE (3500 PSI) LIGHT BASE DETAIL N.T.S. SEE SITE PLAN FOR LIGHT LOCATIONS) NOTES: ALL WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL BOCA NATIONAL BUILDING CODES. STEEL REINFORCEMENT SHALL BE GRADE 60 STEEL (Fy=60,000 psi). CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3500 psi. LATERAL PASSIVE EARTH PRESSURE SHALL BE 500 psf/ft Depth, MIN. LIGHT POLE DESIGN AND CONNECTION BY OTHERS. FOUNDATION DESIGN HAS BEEN BASED UPON A THIRTY—FIVE FOOT (35') MAXIMUM LIGHT POLE. CONFIRM POLE BASE DESIGN WITH ARCHITECT PRIOR TO INSTALLATION. ALL LIGHTS SHALL BE POSITIONED TO PRECLUDE ILLUMINATION OFF —SITE SEE SITE PLAN FOR LIGHT LOCATIONS) LO \ W o ao 0 z LLi J H_ H U Q O�U O YW 3: > U Lv . 0- QJWpQU (/i Z W Q H � N �O WOU Qm ULLI mw MmWM - ~WW� O Z u-D Q 0 ■ U ■ J ■ a E o�0) N (CD,� N o of N +� o cD (° cD (D W •° 3�^^� C)n O p 1 o J 0 � `�'v� "t't a 1 +-• 0 —_ (j) °' O s E o W .� �_ V a) U - p 3 E LLJ a IL 0 cf) z0� J W ,_J V W / 0 LL u 0w o OHN C. LEWIS ' No. 21621 �a;P w� 04 �SSIONAL SURVEY: P L— PLC NA DRAWN BY: JOB NO.: JCL 0503003 SCALE: DATE: 1 "=20.0' 06/10/05 SHEET: 1 O/ 10 1. The property delineated on this plan is located along Virginia Route 699 (New Hope Road) in the northern portion of Frederick County. The site is currently in use as the Timber Ridge School. The owners of the property propose to construct a gymnasium with associated vehicular and bus parking in close proximity to the existing school facilities located on the site. The owners will also conduct a lot consolidation, joining parcel 1 1-A-36 to parcel 6-A-18. The combined parcel area will total 152.24 acres. 2. Property Developer : Leary Educational Foundation, Inc. P.O. Box 3160 Winchester, Virginia 22604 3. Engineer/Landscape Architect: PAINTER-LEWIS, P.L.C. 116 South Stewart Street Contact: Mr. Melvin Thomas Telephone: (540) 888-3456 Contact: Mr. John Lewis Winchester, Virginia 22601 Telephone: (540) 662-5792 4. Topographic and boundary information shown on these plans was provided by Triad Engineering, Inc. (540) 667-9300 5. Site Data: Existing Parcel Area: 126.24 Acres Proposed Parcel Area: 152.24 Acres P.I.N: 06-A-18 (To be consolidated with Parcel 1 1-A-36) Zoning: RA (Rural Areas District) Magisterial District: Gainesboro Existing Use: Timber Ridge School Proposed Use: Timber Ridge School Building Setbacks: Front: 60' Side/Rear: 50' (against residential or vacant uses) 100' (against agricultural uses) 200' (against orchard use) Maximum Building Height: Proposed Impervious Areas: Allowed- 35' Proposed- 33' Total Building Footprint Area= 18,616.16 sf Future Building Infill Area= 2,160.74 sf Total Asphalt Pvmt. Area= 47,442.58 sf Total Concrete Pvmt. Area= 4,401.23 sf TOTAL= 72, 620.71 sf (or) 1.67 acres 6. Parking Space Requirements: Property Line Setback: Front (R-O-W)- 5' Side/Rear- 5' Parking Spaces: Required- (1) for each 3 fixed seats in the assembly area; 200 seats/3=67 spaces Proviede- 72 spaces Loading Space: Required- (1) for each structure with more than (Schools) 100,000 square feet of floor area None Required (20,776.90 sf proposed) Provided- None 7. Handicap Accessibility: HC parking spaces shall have a maximum slope of 1:50. HC ramps off site shall be constructed per VDOT standards. 8. Parking Lot Landscaping: None Required (RA Zoning) 9. Buffers and Screening: None Required (RA Zoning adjacent to RA Zoning) 10. Lighting: Lighting will be provided on the site which will preclude illumination off -site. 11. Trash Receptacles: Refuse generated by the use of the proposed gymnasium shall be maintained by existing practices established for the Timber Ridge School. No additional receptacles are proposed. 12. Signs: All signs proposed for this development shall conform to section 165-30 of the Frederick County Zoning Ordinance. 13. Storm Water Management: A portion of the storm water generated from this development shall sheet flow across the bus parking and access aisle to to the west and to an existing swale which will provide an adequate channel for the conveyance of storm water runoff. The remaining storm water generated from this development shall be directed into the proposed storm sewer system which will discharge into an existing drainage ditch. The ditch flows to an existing pond located adjacent to the proposed gymnasium facilities. The outfall of the pond will provide an adequate channel for the conveyance of storm water runoff. 14. Environmental Features: The following environmental features have been assessed within close proximity to the proposed construction area and not for the entire parcel. Lakes and Ponds- There is an existing 0.28 acre pond located near the proposed development area. The pond will not be disturbed as a result of this project. Natural Storm Water Retention Areas- The existing pond serves as a natural storm water retention area. Wetlands- No wetlands have been identified near the project site. Flood plain- According to the Flood Insurance Rate Map for Community Panel Number: 510063-0050B no floodplains exist on or near the project site. Sink Holes- No sink holes have been identified near the project site. Steep Slopes- No steep slopes have been identified near the project site. Woodlands- A large portion of the existing parcel is wooded. Construction of the proposed gymnasium will result in the removal of 1.4 acres of existing woodlands. NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CONSTRUCTION & MAINTENANCE OF ALL THE LAND DISTURBING ACTIVITIES AS SET FORTH IN THESE PLANS. CHARLFETT9 MEM01MAL OVMHASIUM 3I71EFFD_L AN IN I151E ' PaRlIMIGEN Mm L I E TE I L I T I SWE MINELCO MAI I I I A / 06-A-14 / BARBARA L. MILLER ZONING: RA EX. USE: AGRICULTURAL ® / DB: B101, PG: 2460 PARCEL AREA: 76.37 ACRES /JL / 06-A-15 / ELDRIDGE WILSON HOLLIDAY ZONING: RA EX. USE: AGRICULTURAL ® / DB: B109, PG: 1760 PARCEL AREA: 75.00 ACRES ® 06-A-14 o / BARBARA L. MILLER ZONING: RA EX. USE: AGRICULTURAL \ DB: B101, PG: 2460 N1 . I PARCEL AREA: 76.37 ACRES 20 NOTE: 7 n%juT P . AND THE EXISTINGENTRANCE WILL REQUIREOVERLAY F ASPHALT BY T. ---\ 06-A-18 LEARY EDUCATIONAL FOUNDATION, INC. ZONING: RA EX. USE: SCHOOL / PR. USE: SCHOOL DB: 822, PG: 1289 EXISTING PARCEL AREA: 126.24 ACRES PROPOSED PARCEL AREA: 152.24 ACRES ®� (TO BEC A PARCEL 11-A- ) fiArk, 11-A-35 \ 1• • RIDGE PRIMITIVI ZONING:BAPTI URCH -. EX. USE: CHURCH /B ;.: 11* LEARY EDUCATIONAL FOUNDATION, INC. ZONING. RA EX. USE: AGRICULTURAL DB: B109, PG: 1760 PARCEL AREA. 65.00 ACRES ASSY. ASSEMBLY B.F. BASEMENT FLOOR BLK. BLOCK BC BOTTOM OF CURB BML BUILDING MOUNTED LIGHT BP BREAK POINT BSBD. BASEBOARD CG-2 VDOT CURB CG-6 VDOT CURB & GUTTER CIP CAST IN PLACE CONCRETE CL CLASS CMF CONCRETE MONUMENT FOUND CPP CORRUGATED POLYETHYLENE PIPE CMP CORRUGATED METAL PIPE CMPA CORRUGATED METAL PIPE ARCH CO CLEAN OUT DIA. DIAMETER DS DOWNSPOUT EOP EDGE OF PAVEMENT EOG EDGE OF GRAVEL EX. EXISTING F.F. FIRST FLOOR F.F.E. FINISHED FLOOR ELEVATION FDC FIRE DEPARTMENT CONNECTION FG FACE OF GUTTER FH FIRE HYDRANT F.L.S. FIRE LANE SIGN F.LT. FLOOD LIGHT Go. GAUGE GM GAS METER GV GAS VALVE or GATE VALVE HCR HANDICAP RAMP HB HOSE BIB HDR CURB 6" HEADER CURB HP HIGH POINT HTR. HEATER INC INCREASER INV INVERT IPF IRON PIPE FOUND IPS IRON PIPE SET LP LOW POINT LT. LIGHT MLP METAL LIGHT POLE MPD MULTI -PRODUCT DISPENSER MP METAL POST MH MANHOLE NDC NOSE DOWN CURB N.P.S. NO PARKING SIGN NLT NO LEFT TURN NRT NO RIGHT TURN N.T.S. NOT TO SCALE OHE OVERHEAD ELECTRIC OHT OVERHEAD TELEPHONE PIV POST INDICATOR VALVE PL PROPERTY LINE PP POWER POLE PROP. PROPOSED PVMT PAVEMENT RCP REINFORCED CONCRETE PIPE R.D. ROOF DRAIN RED. REDUCER R.O. ROCK OUTCROP SAN. SANITARY SEW. SEWER STD. STANDARD T.B.D. TO BE DEMOLISHED T.B.R. TO BE REMOVED T.B.P. TO BE PRESERVED or PROTECTED TB or T.B. THRUST BLOCK TC TOP OF CURB TEL. TELEPHONE TRB TELEPHONE RISER BOX TVRB TELEVISION RISER BOX TYP or TYP. TYPICAL UGE UNDERGROUND ELECTRIC UGG UNDERGROUND GAS UG CATV UNDERGROUND CABLE T.V. UGT UNDERGROUND TELEPHONE XFMR ELECTRIC TRANSFORMER WL WATERLINE WM WATER METER WPP WOOD POWER POLE WTP WOOD TELEPHONE POLE WV WATER VALVE 5'R RADIUS IN FEET *00.00 PROPOSED SPOT ELEVATION x(00.00) EXISTING SPOT ELEVATION HATCHING INDICATES REVERSED PITCH IN THE GUTTER PAN: PITCH TO BE 1 /8" PER FOOT. TRANSITION THE GUTTER OVER A 10' LENGTH (TYP). LIST OF DRAWINGS: SHEET 1 /10: SHEET 2/10: SHEET 3/10: SHEET 4/10: SHEET 5/10: SHEET 6/10: SHEET 7/10: SHEET 8/10: SHEET 9/10: SHEET 10/10: AL COVER SHEET EXISTING CONDITIONS AND DEMOLITION PLAN SITE LAYOUT PLAN SITE GRADING PLAN CONSTRUCTION NOTES AND EROSION AND SEDIMENT CONTROL NARRATIVE AND DETAILS EROSION AND SEDIMENT CONTOL PLAN STORM SEWER PLAN AND PROFILES POTABLE WATER SYSTEM DETAILS SANITARY SEWERAGE DETAILS LIGHTING PLAN APPROVED FRDERICK COUNTY, VIRGINIA SITE PLAN VALID FOR FIVE (5) YEARS FROM DATE OF APPROVAL CHARLES A. RICKETTS MEMORIAL GYMNASIUM' ®4 EX.G USE SCHOOL St UAIINU:p 15'23swo PAIDN"ERmLEWIS, P.L.C. DB. 963, PG: 25 0 T! 17 - _-_ PARCEL AREA: 26.00 ACRES ® ®t �' 116 South Stewart Street ®1�TSD 11-A-37 Winchester, Virginia 22601 / (TO BE LERRY T. AND NANCY S. OMPS Telephone (540) 662-5792 PARCEL-N®®1) ® ZONING: RA Facsimile (540) 662-5793 PROJECT OVERVIEW 1010, `o ORL � EX. USE: AGRICULTURAL Email: office®painterlewis.com �o W4' WDB: 895, PG: 275 C MULTI JOB NO.: 0503003 SHEET: 1 = 30® �,44 PARCEL AREA: 87.93 ACRES ENGINEERS June 10, 2005 1/10 Latest Revision Date: AUGUST 22, 2005 PAD v \ _-HIC + V\ \ \ \ \ \ V SIGN / \ \ TRANS / cc O TRANS.V/ - .. A y FREES \ \\ \ \ \ ® AC 0 CHISELED SQUARE sy 11 PAD \ 10j0 -� > \ \ \ \\ \ N IN TOP OF CUR$ LA DSC E a v BM ELEV.=1070.7 EA \ �P TRANS. APPRO;�YMA >F \ GORDAN/ER HALL \ O / \ LOCATION T F/ R _ 1p�6 --- r / FIRST E. = /, A, CL _ \ F.F.E. WA IFRLINE SAND \ AC PAD 1084.06 10J8 GR/TYEL SEWER LINE SO IU O i / Z U 1040 O / / / \ / 1054.89 .. \` \ \ \ \ \ O 3" OAK N CONC. PAD 10¢? / i V A \ A V \ \ BASEMENT W/ FLAGS \ '� i ct WOODEN 1068.59 DECI� COVERS / Q D \ a \ 4" SPRUCE CONC. PORCH 5 - / - " cMP h� Ui RIP -RAP \ moo 1 Q 1056 \ \ \ \ \. �' / �C ��h� 1WSE 051 S.E. \ �._ \ \\ J INV. �4QZ2.31 / \ x f�31.3t \ ✓ \ ' �� - SIC \ �. IOSg _ -. ` \ l / 6" S/PHON \ . �\ �s6 S' �L�°� \ O 18" RCP (3) PIPE Q2" MAPLE Z `9 \ / Q 1° ( 1055.�t2 / IN -1051.18t 5 \ 0\ / 6 PVC__._ LA \ 06, n (\. INV.=1059.96 \. \ \i `?\ \ '." - ARPE / A\ 18' RCP (3) \ \ —� \ \ + cos \ `�\ \ ♦ \ \\ 0 INV.=1051.02t ` _ ' 1 \ \ �067 _ \ 15" CMP •� \, \ \ INV.=1059.68 Q 4 " OAK \ � � \� � \. 1 � _ 1070.74 sicN Z os CONCRETE ;10 \ \ \ \ \\ \ o \ �\ \ \'o ` SAPLING \ E.P. \ \ Z PROPOSED LIMITS 4 SPILLWAY \ \ � � � � r' 2 OF C@NSTRUC110A` \ X .49 � �' moo\ �� �� � � \706 \�. 72" tLhh, \ \ 1 \ \ 1069.35 070.22 ~ \ \ \ 0 a APPRX. EDGE \ \ \ EX I \ 0 \ OF WA TER 1069.05 -- — \ 12' CMP 1 \ O J \ \ 8' LOCUST \ EES \ \' \ \• i` 1 \\; - �/ N \ INV.=1070.6Z '� EX. TREES \ \ \ \ \ \ \ Z W TO BE PRESERVED 1 / I \ _�� ono '\ \ \� . \ J EX. TREES �\ I / \ I I Q -. ) + 0 BE PRESERVED 1066- i. \ 'o \ W EX. 4' PVC �s \ \\ INV. =1052 62 \ \ \ \ \ V PROPOSED LIMITS- \ \ OF CONSTRUCTIO _ • \` \- \ EX. TREES TO BE .REMOVED \ \ J STAKE-OaT ALIGNMENT OI•- FILL PRIOR \ \ V1,EARING 'TREES FOR OWNER APPROVAL. \ \ \ \ 0 EX 4' P IN -1053.26 ;1 \ \ \ \ EX. TREES \` T.) \\ \os\ \ TO BE PRESERVED \ \\ 3" CEDAR � - -_._ \ \` \\\ \ � �\ \ \ � � � W T. B. R. ' + 1ps6 \ \ \ 1 \ \ \ \ a W N Z 14" APPLE + J W 8" TION \ �\ POPLARorn \ \ \ ,_, Q a �. in T.B.R. 0 1 \ \ \'� J a a Y \ DOGWOOD \ EXl. TREES \ \ \ \ \ \ a 0 W O U ' \ T.B.R. \ \ \ TO BE ,PRESERVED \, \ \ \ \ Q M m a a 0 5' OAK LLI W T.B.R. \ \ \ ��+ �\ \ \ \ \ \ U W \ \ 6' HICKORY C) \ Z LL \ \ \ 04" Locust \ \ / >062,. \ \ O T.B.R. \ \ \ \ \ \ \ \\ 4" TW AI \ 0_ 0\ 5" OAK Z06, HICKORY \ ` , T. B.R. \ \ \ Q4' ELM 4' HICKORYQ \ \ \ \ \ T.B.R. \ \ \ 8' TREE \ `' 06 74" HICKORYQ ■ �St? � �� � / 8" TREE T.B.R. �" ELM ` ' \ ■' coo � U LO 4" HICKORY O `\ C + N cw �j '3 EX. TREES \ J 10" TREE I 04 N TO BE PRESERVED \ ` ,may \ \ TREES-, TREES v a> 06" ELMS A,Q Q \, ' o •� 4" TREE } i ) . O O41 .v C 106o— — -- - ! % — \ MSS Car I ` v ` 6," 1� c 1 � \ ELM �SJ,�U I ' U) v o E o \cn01, 8" TREE TREES W co _ a U, - TREES v v .v 5' ELM(] ` ° E T B. R. \� 6" ELM w \ 5' ELM T.B.R. \ l Z �. (,� T.B.R. � 0 \\ 6" ELM TB.R. 00 0 4" HICKORY V) 6" TWN Z LLJ ELM TB . / / \ Lj � Z \ Z CD 0 � � \ 12' OAK T B.R. � 1066 -' z 6\�\6' ELM c) LiJ T.B.R. \ / TH 0 6" ELM J N C. LEWIS 9 �.� \\ No.21621 \ \ SOCCER \\ , j 10" POPLAR GOAL / / \ 7p0 \ \ ZONAL 15"x21 SURVEY: C.I.: \ INV.=1C PL-PLC 2' \ � F EX. TREES o�, \ DRAWN BY: JOB NO. TO BE PRESERVED \ 30 0 30 90 / SS 0503003 SCALE: DATE: \ \ 1 "=30.0' 06/10/05 \ \ \ Sc� le 1 " = 30 ft SHEET: 2/ 10 H/C SIGN � \ TRAINS ® C. 0. \ AC a CHISELED SQUARE SIGN PAD IN TOP OF CUR LA DSC E BM ELEV.=1070.7 EA GORDAN/ER HALL FIRST FLOOR F.F.E.= \ O WATERLINE AND \ AC PAD 1084.06 SEWER LINE STU 1054.89 / \ GRAVEL- , O ' Z, •1 BASEMENT F.F.E.= \00 '}DE1072.79 4 16 OPT \00 WOO` N e F / V DECI COVERED µ CONC. PORCH RIP -RAP ?` � 0 \ W S. E. \ ��o Q 1051.3f ,\ SIGN ° \� S/W 6" SIPHON \ . 0 5' (7YP,) 18" RCP (3) PIPE \ INV.=1051.18± PR. 3"0 SCH 4QQ 6" PVC PVC. WATERLINEI LANDSCAPE INV.=1059.96 \ 40 SAN/ FM SCH \ 0 AREA . 15" CUP \ INV.=1059.68 04" OAK ♦ /—MATCH EX. PAVEMENT SIGN FLA ASF�IIALT ------ -I; ELEVATIONS '2 PROPOSED LIMITS T. AT D IVE F� 0 SAPLING W.SE. \ = OF CONSTRUCTION INTERSECTIO 12" ELM 1051.3f \ o" / \ \ APPRX. EDGE \ \ , OF WATER LARE ASPHALT �- \ PVMT. AT DRIVE TREES ` ^ A \ INTERSECTION H EX. TREES TO BE PRESERVED PR. VERSA LOCK — $ o RETAINING WALL ♦ (SEE CONSTRUCTION N \ DETAILS FOR ADDITIONAL v i INFORMATION) Q o C EX. 4" PVC az INV.=1052.62 64'R OU C2 .... INV ,R 00. EX. 4" PVC INV.=1053.26 \ I Q'R• F(T.B.R.) G 112'R • 'z;e'01 v y PR. VERSA LOCK :S`- o; Tl' PR. 48.00'-18"0 RCP, CL III RETAINING WALL STM. CULVERT (SEE CONSTRUCTION 50R '16� ®INV. IN= DETAILS FOR ADDITIONAL g�S PFt N, 10544t c^J, �� . INFORMATION) CONC. ENTR PROVIDE 1 �"0 PVCPAD ANCE EX. TREES LAt�ryTO BE PRESERVED AR - •� \ Op. V A(, -A_� �( ° PAD TRANS O P• N� APPROXIMA 7E LOCA 71ON OF -- CONDUIT FOR ELECTRIC LINES TO SERVE LIGHTING 1 1/4"0 SCH • AT BUILDING FRONT AREA �y SAN. FM AS EQUIRED BY OWNER R O - � \cp Jr Nj VP, \ Q 5,R (D5" ELM \ \ , ,.\ \10" TREE W 0 6 EL M` pR� .4 TREE �P Wo 9CA 0 /r Q of �S o O '�" ro- 0' ® 12 FCb NSTALL CONC. 6' TWIN Cps R Q WHEELSTOP AT EACH ELM S� 12 5 1 0 . kti0�0 STALL.PERIMETER PARKING OCnON 8" TREE p INV. OUT= 1055.00 (15"0) LO o G GRATE=1064.16 QP\ 14 0 INV. IN= 1059.59 (15"0) 5'R INV. OUT= 1059.49 (15"0) 00 \ L \ �pV� �s'R • �� A 5'R GRATE=1064.16 0. INV. IN= 1060.93 (15"0) \ ~� R 9� 00. � f0 � INV. OUT= 1060.83 (15"0) �. P . P �• / f 12 `Oc� DI-1 \ ® 0r 5'R r, '� p ® GRATE=1064.16 \ \ INV. OUT= 1061.33 (15"0) ♦ ♦ 1 o'R REMOVE AND REROUTE GRAVEL----- P`'Q� ROAD AS DIRECTED BY OWNER. \ \` R -4 5'R '00. 16 LISH GRASS GRAVEL N ALL OUNPAVEDBAREAS. ♦ ♦ �. \ ASpygEr 6 00, 501� 0 6" ELM 10'R �g6 r woo / �\ � gCCFSS 9 ARC♦ -� sg, �/�f i oSFo /C. M/rs \ C5 �1 �° �5 R ��IEELSTOPNSTALL �AT EACH OF VI CONSUC\\ \ R p PERIMETER PARKING 10" POPLAR SOCCER n♦STALL. pN\ 30 0 30 90 ♦ ♦ \ \ PROVIDE NEW FENCING AS (/ DIRECTED BY OWNER Scale 1 " = 30 f t ♦ ♦ i FX EX. TREES \� / '`�N TO BE PRESERVED vrtnpncp-n i w r.Qni i1>`Ei -rmir t TRANS. CONC. PAD W/ FLAGS `O,,,, 4" SPRUCE 12" CMP INV.=1072.31 0 0 Q E.P. 12" CUP INV.=1070.67 CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C 1 100.00' 77.25' 75.34' S 39'42' 19" W 44' 15'30" C2 52.00' 78.28' 71.10' S 75'02' 19" E 86' 15' 14" C3 1 47.00' 1 73.83' 66.47' N 16'50'04" E 90'00'00" C4 88.00' 56.68' 55.70' N 46'36'59 W 36'54'06" C5 22.00' 20.39' 19.67' S 88'23'01 " W 53'05'54" PROPOSED ACCESS DRIVE BEARING N 17'34'34" N 61'50'04" S 28' 16'31 " N 61'50'04" N 28'09'56" S 65'04'02" S 61'50'04" S 28'09'56" N 61'50'04" CENTERLINE E E E E W E W E E LINE DISTANCE 99.27' 76.92' 57.95' 116.92' 122.28' 59.69' 144.86' 172.08' 203.33' TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 1.5" SM-9.5A 2" BM-25.0 -- 8" 21-B:;::: COMPACTED SUBGRADE --y i i� i iiilir_ II �ijjj- SITE PAVEMENT DETAILS NOT TO SCALE 6" HICKOR VARIES (OR AS SHOWN ON PLANS) :.:.:.:.:.:.:.:.:.:.:.:.:. ................ ..... j 4" CRUSHED STONE (3000 PSI) 4" CONC 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR) TYPICAL ON —SITE STOOP SIDEWALK DETAIL NOT TO SCALE 4.0' OR AS SHOWN ON PLANS) 6"(TYP) PAVEMENT .... 12" MIN. 8" TURNDOWN 4CRUSHED STONE (3000 PSI) 4" CONC 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR) TURNDOWN SIDEWALK DETAIL NOT TO SCALE 1 "0 DOWELL HOLE 1 "0 DOWELL HOLE 6' — 0" FRONT VIEW 1 /2" )—PROP. 6' CAR STOP 4" HICKORY ': .•, EX. PAVEMENT CONTINUOUS 2" STRUCTURE #4 REBAR 5" 5/8"Wx18" STEEL DOWELL END VIEW PRE —CAST WHEEL STOP DETAIL NOT TO SCALE VAN ACCESSIBLE SIGN 0 Iq Z 0 w J V_ w Q J �F_ V_) z ('n^ 000 N� (n m _I R m � L u 1"- .�a0LnZ Q�Wcoo W�~� � U (n W0 WOU = W O LLj VM imp w Z W L O LL Of 0_ Q 0 ■ V J a N E +� Q) 04 C6 O LC) N CV N I (V (O 3 N L •� rno W Q) ++ 0 v ,. J 0'�LO® O C: N N N O W r-a U N E 'F U O — 'p _ 1 3 � � w R a ' --12" x 18" STND. i END OF STALL — Z U) ,� RESERVED RESERVED STRIPE OR CURBING O_ PARKING PARKING J W STND. U-CHANNEL POST ( k] \ WHITE PAVEMENT MARKING, 4" WIDTH, LENGTH AS D _z — Z Z 0 vAN g SHOWN ON PLANS. p ACCESSIBLE a WHITE SYMBOL PER ADA 0 I? w ON SOLID BLUE BACKGROUN WHITE PAVEMENT MARKING, TH of 4" WIDTH, 2' CC; 45' ANGLE VAN HC f ACCESSIBLE SIGN O - — PROP. GROUND SIGN r U HANDICAP SIGN DETAIL NOT TO SCALE J N U. LEWIS OR 5' No. 21621 NOTE: w� ALL CONSTRUCTION SHALL CONFORM TO ADA 14 ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. �SSIONAL�� PAINT: NO—REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SURVEY: C.I.: SIGNS MAY BE PLACED ON BUILDINGS WITH PL-PLC 2' CONSENT FROM BUILDING INSPECTOR. DRAWN BY: JOB NO.: PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED SS 0503003 LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. SCALE: DATE: 1 "=30.0' 06/10/05 PARKING LOT STRIPING DETAIL SHEET: 10 NOT TO SCALE 3 / '060� -- 4 O --\ rn ♦ ♦ ♦ ♦ ♦ 10A `� 1068.00 ♦ ♦ IZIJ / \ \ \ CO \ p Q: Z 1068.59 I�- \ 4 a \ F O ATCH VMT. \ 1.22 V \ DITCH i o ��T�W IRV. IN 5\00 I OU T �"06 `\ �1064 r' (D 04, 1068.00 000, �\ `oo 'o \ Scale 1 = 30 ft I r 1066 DETECTABLE WARNING MAI TAPE (TYP) COMPACTED BACKFIL t^ OPTIONAL ORNAMENTAL TREE FYIgTIPIn nRAnF DNDSUIT (BTOYP�VC #4/0 AWG BARE CU GROUND CABLE TYPICAL POWER CONDUIT NOT TO SCALE 0 w U K I 12 OP w ORNAMENTALTREE C µ I T AISLE IVP �. ACCESS DRIVE SECTION A —A Z g a 0 z c� U J � V Q Z � J (, V) w WH� . LL (5 Q (n � WOCDO Cf) U N �0 w/�oo W Ui -mo ~ I.L. O N Z W LL � d Q ■ ■ J aN E ■� O O m N Vj N I N I 3 N N 0 a; v W J v+O V'' p N (D 0 U O +' 0 WL- L 0. (A —_ U 0 LLD W a V) Z Of JW LLJ � Z V OZ SURVEY: C.I.: PL-PLC 2' DRAWN BY: JOB NO.: SS 0503003 SCALE: DATE: 1 "=30.0' 06/10/05 SHEET: 4/ 1 0 GENERAL NOTES: 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT STANDARDS OF THE COUNTY OF FREDERICK, VIRGINIA, THE VIRGINIA DEPARTMENT OF TRANSPORTATION, AND THE REGULATIONS OF THE AMERICANS WITH DISABILITIES ACT, WHERE APPLICABLE. 2. EROSION AND SEDIMENT CONTROL SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE COMMONWEALTH OF VIRGINIA AND THE COUNTY OF FREDERICK, VIRGINIA, WHERE APPLICABLE. 3. ALL PERIMETER SEDIMENT CONTROL DEVICES SHALL BE ERECTED PRIOR TO ANY LAND DISTURBING ACTIVITIES AND SHALL remain IN PLACE UNTIL THE SITE IS FULLY STABILIZED. 4. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY "MISS UTILITY" AT 1-800-257-7777 AT LEAST TWO (2) WORKING DAYS, BUT NOT MORE THAN TEN (10) DAYS, PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITY. PAVING AND CONCRETE: 1. THE PROPOSED ENTRANCE AND WIDENING, MAIN DRIVE AISLES, AND PARKING AREAS SHALL RECEIVE THE MINIMUM PAVEMENT SECTIONS, AS DETAILED ON THE PLANS. ALL POINTS OF CONNECTION WITH THE EXISTING PAVEMENT SECTIONS SHALL BE SAW -CUT TO PROVIDE A SMOOTH TRANSITION BETWEEN PAVEMENT SECTIONS. 2. ALL CONCRETE SHALL BE VDOT CLASSIFICATION A-3 CONCRETE. WORK SHALL BE DONE IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF VDOT. 4. ALL EXISTING UTILITIES HAVE BEEN SHOWN BASED UPON THE BEST AVAILABLE INFORMATION. HOWEVER, THERE MAY BE EXISTING UTILITIES WHICH ARE NOT SHOWN AND SHOULD BE LOCATED. THEREFORE, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. ANY DISCREPANCIES BETWEEN THESE PLANS AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER, THE OWNER, AND THE APPROPRIATE UTILITY COMPANY. 5. ALL PROPOSED UTILITIES SHALL BE INSTALLED UNDERGROUND. 6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL PERMITS NECESSARY FOR CONSTRUCTION PRIOR TO COMMENCEMENT OF WORK. AN APPROVED SET OF CONSTRUCTION DOCUMENTS SHALL BE PRESENT ON THE SITE AT ALL TIMES. 7. TOPOGRAPHIC AND EXISTING CONDITIONS INFORMATION WAS DERIVED FROM A TOPOGRAPHIC SURVEY PERFORMED BY TRIAD ENGINEERING. A CONTOUR INTERVAL OF TWO (2') FEET HAS BEEN ESTABLISHED FOR THIS PROJECT. 8. NO SOILS REPORT WAS PREPARED FOR THIS PROJECT. 9. ALL RADII DESIGNATIONS INDICATE FACE OF CURB, EDGE OF PAVEMENT, OR EDGE OF STONE PAVEMENT, WHERE APPLICABLE. 10. THE CONTRACTOR SHALL COORDINATE THE RELOCATION OF AND THE CONNECTION TO EXISTING UTILITIES WITH THE APPROPRIATE UTILITY COMPANY, WHERE APPLICABLE. CONSTRUCTION NOTES: EROSION AND SEDIMENT CONTROL: 1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF THE COMMONWEALTH OF VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 2. ALL WORK SHALL BE CONFINED TO THE DESIGNATED LIMITS OF CONSTRUCTION (AS SHOWN ON PLANS). 3. NO DISTURBED AREAS SHALL BE DENUDED FOR MORE THAN THIRTY (30) DAYS. THE CONTRACTOR SHALL STABILIZE ALL DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER THE END OF CONSTRUCTION. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. ALL MEASURES SHALL BE INSPECTED DAILY AND AFTER EACH SIGNIFICANT RAINFALL BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURES SHALL BE REPAIRED OR REPLACED BY THE END OF WORK THAT DAY. 5. UPON COMPLETION OF CONSTRUCTION, ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED. AFTER STABILIZATION, THE TEMPORARY EROSION CONTROL DEVICES SHALL BE REMOVED, AS APPROVED BY THE LOCAL INSPECTION AUTHORITY. ALL VEGETATIVE COVER SHALL BE CHECKED REGULARLY AND ANY DAMAGED AREAS SHALL BE REPAIRED, FERTILIZED, REPLANTED, AND MULCHED, AS NEEDED. 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE MEANS OF CLEANING TRUCKS AND OTHER CONSTRUCTION EQUIPMENT PRIOR TO ENTERING THE PUBLIC R-O-W. A TRASH RACK SHALL BE USED AS PART OF THE CONSTRUCTION ENTRANCE TO HELP IN THE CONTROL OF POTENTIAL MUD GENERATED AS PART OF THE DEVELOPMENT OF THIS SITE. IF IT IS DETERMINED THAT THIS IS NOT SUFFICIENT, THEN A WASH RACK SHALL BE INSTALLED, AS NEEDED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN CLEAN STREETS AND TO ALLAY DUST AT ALL TIMES. EXCAVATION AND GRADING: 1. TEST PITS SHALL BE EXCAVATED TO DETERMINE THE DEPTHS AND LOCATIONS OF ALL OF THE EXISTING UTILITIES. IF CONFLICTS EXIST, THEN THE EXISTING UTILITIES SHALL BE LOWERED OR MOVED TO PROMOTE THE CONSTRUCTION OF THE PROPOSED DEVELOPMENT. 2. ALL DELETERIOUS MATERIALS, DEMOLISHED DEBRIS, AND CLEARED AND GRUBBED MATERIALS SHALL BE REMOVED AND PROPERLY DISPOSED OF OFF -SITE. 3. ALL TOPSOIL OR VEGETATIVE COVER SHALL BE EXCAVATED TO ITS FULL DEPTH AND STOCKPILED ON -SITE, IF APPLICABLE, IN THE AREA AS DIRECTED BY THE OWNER'S REPRESENTATIVE FOR FUTURE FINISH GRADING. 4. ALL BORROW FILL MATERIAL, IF NECESSARY, SHALL BE OBTAINED BY THE CONTRACTOR AND APPROVED BY A CERTIFIED GEO-TECHNICAL ENGINEER. ALL FILL MATERIAL SHALL BE PLACED IN LIFTS OF 8" OR LESS AND SHALL BE COMPACTED TO 95% OF ASTM D-698 MAXIMUM DRY DENSITY, OR AS DIRECTED BY THE GEO-TECHNICAL ENGINEER. 5. NO BLASTING SHALL BE PERMITTED WITHIN 25 FEET OF EXISTING UTILITIES OR STRUCTURES WITHOUT PERMISSION OF THE OWNER. 6. ALL LANDSCAPED ISLANDS, SLOPES, AND LAWN AREAS SHALL RECEIVE A MINIMUM OF 6" TOPSOIL OBTAINED OFF -SITE OR FROM THE TOPSOIL STOCKPILE ON SITE. THE TOPSOIL SHALL BE GRADED AND RAKED, PRIOR TO APPLICATION OF PERMANENT VEGETATIVE COVER. 7. ALL DISTURBED LAWN AREAS SHALL BE RESEEDED, FERTILIZED AND MULCHED AS NEEDED. MISCELLANEOUS: 1. FIRE LANES SHALL BE DELINEATED, AS DIRECTED BY THE COUNTY OF FREDERICK, VIRGINIA FIRE MARSHAL. 2. ALL BUILDINGS AND ADDITIONS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE (V.U.S.B.C.) AND SECTION 304, USE GROUP (B) BUSINESS OF THE B.O.C.A NATIONAL BUILDING CODE, 1996 EDITION (NOTE: IBC 2000 CAN BE UTILIZED THROUGH MODIFICATION). 3. THE MAXIMUM SLOPE ACROSS THE HANDICAPPED PARKING AREAS SHALL NOT EXCEED A 2% GRADE. ALL REQUIRED EGRESS FROM THE BUILDINGS SHALL COMPLY WITH C.A.B.O. Al 17.1-92. 4. THIS SITE AND BUILDINGS RELATED THERETO SHALL BE SUBJECT TO ALL FIRE -RATINGS AND FIRE SEPARATIONS IN ACCORDANCE WITH SECTION 707 OF THE B.O.C.A. NATIONAL BUILDING CODE. 5. CHAPTER 17 OF THE B.O.C.A NATIONAL BUILDING CODE, 1996 EDITION REQUIRES THAT THE STRUCTURAL PLANS AND ANY SPECIAL INSPECTIONS (SOIL TESTING, CONCRETE, STEEL, ETC.) SHALL BE PERFORMED AND PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE COMMONWEALTH OF VIRGINIA. ALL RELATED DOCUMENTATION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT FOR PERMIT AND APPROVAL. SEQUENCE OF CONSTRUCTION 1. Install temporary construction entrance with wash rack. 2. Clear and grub existing vegetation to proposed limits shown on plans. 3. Install temporary diversion dikes and temporary sediment traps as shown on Site Erosion and Sediment Control Plan. 4. Strip, stockpile and stabilize topsoil. 5. Perform rough grading of site. 6. Install proposed improvements, including sidewalks, pavement and buildings. 7. Install inlet protection and culvert outlet protection. 8. Install silt fence downstream from diversion dikes and sediment traps. 9. Perform final grading. 10. Apply permanent seeding on all disturbed areas. 11. Remove all temporary erosion controls after site is fully stabilized. EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION Preparation for the construction of the proposed project will include the rough grading of approximately 3.5 acres of land. Grading operations will generate fill and cut material which will be utilized on -site. Existing Site Conditions The project site is generally open field with some scattered trees. Ground slopes down from a high point in the northern portion of the project site toward the south to the existing drainage ditch and existing pond. Adjacent Areas The project site is located between the adjacent Timber Ridge School athletic fields and the main Timber Ridge School campus. Off -site Areas During clearing and grubbing, the site contractor may transport any residue off -site as required. During earthwork operations, the contractor may import materials as required to achieve final grades and specifications. Erosion and Sediment Control Measures 3.02 Initially, a 12'w by 70'1 temporary stone construction entrance will be constructed in the entrance to the proposed gymnasium near the connection with the existing parkig area. The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights -of -way. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or clean out of any structures used to trap sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence will be installed in down stream locations from the construction area after removal of the diversion berms and sediment traps. Silt fence shall be inspected after each rain and at least daily during periods of prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed, or otherwise ineffective silt fence shall be replaced. Sediment deposits shall be removed after each storm event. They must be removed when deposits reach approximately one-half the design depth of the trap. Removed sediment shall be deposited in a suitable area and in such a manner that it will not erode. Structures shall be removed and the area stabilized when the remaining drainage area has been properly stabilized. 3.07 A straw bole and gravel drop inlet sediment filter will be installed around each of the proposed storm water drop inlets immediately after installation. The structure shall be inspected after each rain and repairs made as needed. Sediment shall be removed and the trap restored to its original dimensions when the sediment has accumulated to one half the design depth of the trap. Removed sediment shall be deposited in a suitable area and in such a manner that it will not erode. Structures shall be removed and the area stabilized when the remaining drainage area has been properly stabilized. 3.08 Silt fence will be installed as culvert inlet protection at the upstream end of the proposed culvert. Silt fence shall be inspected after each rainfall and at least daily during periods of prolonged rainfall. Any required repairs shall be made immediately. Damaged, it fence shall be replaced. Sediment deposits should decomposed, or otherwise ineffective silt p p be removed after each storm event. They must removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.09 Temporary diversion dikes will be installed along the limits of construction as shown on the Erosion and Sediment Control Plan as a first measure of construction. The berms will remain in place until all rough grading operations are complete. These measures shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Eroded or otherwise damaged berms shall be repaired at the time of inspection. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the berms are no longer needed shall be dressed to conform with the existing grade and stabilized. 3.13 Three temporary sediment traps shall be installed as the outlet control structure for the temporary diversion dikes. The traps will be constructed in accordance with the typical details and dimensions given on the plans. The traps will be constructed of on -site materials and will be seeded with the temporary seeding mix immediately after installation. The traps will be inspected after each rain and repairs made as necessary. 3.18 Outlet protection will be provided at the outlets of the proposed storm sewer system and the proposed entrance drive culvert. The stone protection shall be installed in accordance with the specifications and details on the plans. 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be reestablished. Topsoil will be uniformly spread and rolled to a minimum depth of 6" or as called for on the plans. Topsoil shall not be placed while in a frozen of wet condition. 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seeded and mulched. To coincide with the anticipated construction dates, the seeding will consist of 50 pounds per acre of German Millet. All temporary seeding areas will be mulched in accordance with the schedule included herein. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is August 2005 through March 2006. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. 3.38 Install fencing around trees designated to be preserved. Use safety fence, silt fence or snow fence. Reinstall fallen or damaged fencing prior to the end of each work day as necessary. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegrass 50 Ib/ac 98 85 Winter Rye 50 lb/cc 98 85 May 1 - Aug 31: German Millet 50 lb/cc 98 85 or Feb 16 - Apr 30: Annual ryegrass 75 Ib/ac 98 85 Mulch: 1.5 ton/cc small grain straw Fertilizer: 1000 Ib/ac 10-10-10 Permanent Stabilization The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: Seedbed Preparation: a. Scarify top 1 " to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone(1401b/1000sf). SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Tall fescue 60 Ib.ac 97 85 Red clover 8 Ib/ac 95 65 Ladino clover 8 Ib/ac 95 65 Nurse Grass -(season dependent) Sept 1 - Feb 15: Annual Ryegrass 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: German Millet 12 Ib/ac 98 85 or Feb 16 - Apr 30: Annual ryegrass 12 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% GREATER 2�_ EXISTING PAVED ROADWAY FILTER FABRIC SECTIONA -A NOTE: SPILLWAY USE NDBAGS, STRAW BALES SEDIMENT BARRIER OR HER APPROVED METHODS (STRAW BALE TYPE SHOWN) TO HANNELIZE RUNOFF TO BASIN _ AS EQUIRED. SUPPLY WATER TO WASH WHEELS IF NECESSARY. p� 0 FLOW FLOW > 0- A A WASHRACK 2"-3" COURSE AGGREGATE MIN. 6" THICK O 3 t O 1 O I z DIVERSION RIDGE 1- 0 X w 70' MIN. PLAN NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING F SEDIMENT - 0 SED EN ONTO PUBLIC RIGHTS - OF -WAY. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED TEMPORARY PRIOR TO NTO PUBLIC 3. WHEN WASHING ENTRANCE ISOREQUIRED, ITSIHALL BE DONE GRAVEL ON AN AREA WITH CRUSHED STOE THAT DRAINS INTO STABILIZED ANAPPROVED SEDIMENT TRAP CONSTRUCTION O4. R SEDIMENT INSTALL CATT EI GUARDS AS CALLED FOR ON THE PLANS. ENTRANCE/EXIT TEMPORARY SEDIMENT TRAP 1 VARIABL I I I* ORIGINAL VARIABLE GROUND ELEV. ---, 1.0, ra 67 CU. YD./ACRE �'� VARIABLE WOOD STAKE`. METAL REBAR DRAIN GRATE LESS THp 5% SLOPI PONDING HEIGHT PLAN DROP INLET STRAW BALES STRAW BALES TIGHTLY STACKED OR OFFSET CORNERS AS SHOWN. GRAVEL BACKFILL GRAVEL BACKFILL EMBED STRAW BALE 4" MIN. INTO SOIL. NOTES: SECTION A - A 1. DROP INLET SEDIMENT BARRIERS ARE TO BE USED FOR SMALL, NEARLY LEVEL DRAINAGE AREAS. (LESS THAN 5%) 2. EMBED THE BALES 4" INTO THE SOIL AND OFFSET CORNERS OR PLACE BALES WITH ENDS TIGHTLY ABUTING. GRAVEL BACKFILL WILL STRAW BALE/GRAVEL PREVENT EROSION OR FLOW AROUND THE BALES. DROP INLET 3. THE TOP OF THE STRUCTURE (PONDING HEIGHT) MUST BE WELL BELOW THE GROUND ELEVATION DOWNSLOPE TO PREVENT RUNOFF FROM BY- SEDIMENT BARRIER PASSING THE INLET. EXCAVATION OF A BASIN ADJACENT TO THE DROP INLET OR A TEMP- ORARY DIKE ON THE DOWNSLOPE OF THE STRUCTURE MAY BE NECESSARY. (OR AS SHOWN ON PLANS) ENDWALL, FIELD MITRE, OR END SECTION I(EXCAVATED) YD./ACRE q' FILTER ORIGINAL FLOW MAX.CLOTH GROUND SLOPE=0.00% 'll-III D COARSE AGGREGATE ** CLASS I RIPRAP I l l iii l i i i-i i i-i 1 i i 1 I *SEE PLATE 3.13-1 CROSS SECTION OF OUTLET UU I Lt I krtrc,.-)rtU I iVt Vitnr) SFDIMFNT TRAP CAI CHI ATIt7NS STONE OUTLET ID L W D STONE d50(MSD) Tons Required Al 12' 6' 12" 0.5' 5.3 Bl ans ans 12" 0.5' 5.2 OUTLET PROTECTION TABLE _Z COMPACTED SOtL 4 FLOW I I-III-III-III-IIIIIIIIIIII-III-III III;III ,III III III II Ll„III;III,; IILl 4.5' MIN. TEMPORARY DIVERSION DIKE STEEL OR WOOD POST EXTRA STRENGTH FILTER FABRIC NEEDED WITH WIRE SUPPORT PONDING HT. .-M --- / FLOV F'LOIN 10 FT MAX. SPACING WITH WIRE SUPPORT FENCE STEEL OR WIRE & FILTER FABRIC WO,PD POST ATTACH SECURELY 36 HIGH MAX TO UPSTREAM SIDE OF POST. RUNOFF 9" MAX. (� (RECOMMENDED) I \ STORAGE HT. TRAP ID TOTAL TOTAL WET WET WET WET DRY DRY DRY DRY TOP OF WIDTH DRAINAGE STORAGE STORAGE DEPTH STORAGE AREA STORAGE VOLUME STORAGE APPRX. STORAGE DEPTH STORAGE AREA STORAGE VOLUME STORAGE APPRX. EMBANKMENT OF AREA VOLUME REQ'D. (D1) (Al) (V1) DIMENSIONS (D2) (A2) (V2) DIMENSIONS WIDTH OUTLET TRAP #1 1.8 acres 6,c.y..) 440 (440 c.ff 4' 947 s.f. 3,220 c.f. 26'x13.5' 3' 1,200 s.f. 3,220 c.f. 30'x15' 2.5' 14' TRAP #2 0.7 acres 88 c.y. (2,388 c.f.) 4' 351 s.f. 1,194 c.f. 43'x22' 3' 445 s.f. 1,194 c.f. 50'x24' 2.5' 5' TRAP #3 0.98 acres (3564cc. 4' 521.5 s.f. 1,773 c.f. 32'x16' 3' 660.5 s.f. 1,773 c.f. 36'x18' 2.5' 8' 12" MIN. 4"x6" TRENCH WITH COMPACTED BACKFILL STANDARD D ETAI L 12" MIN. NDING HT. RUNOFF GRAVEL ALTERNATE DETAIL TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL NOTE: 4. SET POSTS AND EXCAVATE A 4"x4" P 1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH U SLOPE ANLONG THE LINE STORM EVENT AND REMOVE SEDIMENT WHEN OF POSTS. NECESSARY. 5. STAPLE WIRE FENCING TO THE POSTS. 2. REMOVED SEDIMENT SHALL BE DEPOSITED 6. ATTACH WIRE FILTER FABRIC TO THE WIRE TO AN AREA THAT WILL NOT CONTRIBUTE FENCING AND EXTEND IT INTO THE TRENCH. SEDIMENT OFF -SITE AND CAN BE PERMANENTLY STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED 3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL. CONTOURS TO MAXIMIZE PONDING EFFICIENCY. SILT FENCE DETAIL WITH WIRE SUPPORT NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05 SILT FENCE CULVERT INLET PROTECTION r DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW OPTIONAL STONE COMBINATION" 1.0' 1.5' ni FLOW 2.5' ** VDOT #3, #357 OR #5 COARSE AGGREGATE CLASS 1 RIPRAP TO REPLACE SILT FENCE IN " HORSESHOE WHEN HIGH VELOCITY OF FLOW IS EXPECTED O �CIL O W Io i I IZ QOJ U Q L O UZ Z2p ZpZ LW Q 0 �.- W LAJ U p D Z Wa ZZQ Z � w OO J O w V_ J ~ N Q Z - �_ o a OC (� Y U UJUJI • (7 Q- Q (n Z LA J F- �0 0 _J Y Q ULAJ� m mW ~ WOf Ltd Ld O Z LIL 0_ 0_ Q 0 ■ U ■ J ■ a E � � o N 04 � rn L N C6_ Cn 04 I 1 3 o.° N tD N Q � W �.,o�.� > LO @ 1 c a) 0 •- Y. W V iz � o a o 'rn - 'v _ a� �L�w Z Q a Z� Jw w V)Z ZO mul�l O IIZ T H 0 � f� �O f J N C. LEWIS a Off, G,ti �SSIONAL SURVEY: PL-PLC 2' DRAWN BY: JOB NO.: SS 0503003 SCALE: DATE: 1 "=30.0' 06/10/05 SHEET: 5/10 PROP05 OF CON m /01519 EROSION & SEDIMENT CONTROL KEY 3.02 TEMPORARY STONE ........................ CONSTRUCTION & ......................... ......................... ... ....... r T-] ENTRANCE 3.05 SILT FENCE x X X x 3.07 INLET PROTECTION 3.08 CULVERT INLET PROTECTION -SILT FENCE 3.09 TEMPORARY DIVERSION DIKE 3.13 TEMPORARY SEDIMENT TRAP 3.18 OUTLET PROTECTION OP "�.30 TOPSOILING To k31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING 3.35 MULCHING Mu 3.38 TREE PROTECTION cl) 10J4 10J6 1040, %0 10411 1044 1046—_ CL 1048-- 1068.59 1050 1054 1056cr_ 1051.3± - x 0 0 'A 7060, 0 Lu tO67. C) 1070.74 W.S.E. os PROPOSED LIMITS 1068.49 - 0 0 OF TIOWW.S.E.1070.22 '6 6, 1051x.i± GE 1069. J5 Z til A ...... . 1% — I 7 \ \ \ \\\ \ , �� Ld ............ 1069.05 LLJ (n a- z 0 F_ 1066 OW' Z Z ....... 00 O ' ss` , SF 10 0 0 SF LLJ ps 1 6 ED LIMITS STRUCTIO OP SF in 00 17060� DD 3F y O < 10,58 Lu Up L.Lj fz LLJ (D 0 70, m F Lq 0) —1 / SF x 0 Lu 0 0 1U54 R 0 Lj m a LLJ 0 LLI LLI 0 Z LL SF 7064 190el V4 lye > 4 _0 41 Q) (0, 1060— Q) L_ 04 u r)ui SF cf) 00 (D N Q) rJ (D 0 0 0 C)- job Q) :3 L; 0 0 Lu 0 _c _c (�.6 c E Ld Ps TO w SF _1070— O V) %%% z 0� .00, 144. 107 oov 106, /2 °SF0�1M1 CDs ftw. O ftft. :51 cn�` �� 10� cl, .000 46*-71 '906,1 110 49e t Lu _j L'j Z 0— Z (D Ow LL u LiJ �1,THI 0 HN C. LEWIS No. 21621 0 IONAL SURVEY: C.I.: PL-PLC 2' DRAWN BY: JOB NO.: 30 0 30 go SS 0503003 SCALE: DATE: 1"=30.0' 06/10/05 Scale 1 30 ft SHEET: 6/10 9 CULVERT PROFILE 1070 (V) 1" - 0' A 1 - --- A --- - _ 1070 1065 - 1065 ---- --ENTRANCE DRIVE 1060 PR. SAN. FM -` R. GRADE 1060 PR. VERSA--- ----- - VER_A.000 - -_ -- 1055 LOCK WALL / 1-- 1055 1050 EX. GRADE- - _----- 1050 _- _ PR. 48 18"0 RCP 1045 _ _ _ _-- CL. III _ .33% SLOPE 1045 OU TLET PROTECT1 -_-- .___ _ 1040 1040 N O II � O Z II O 0 10+00 STORM SEWER SYSTEM PROFILE - ------- -- SCALES: () 1" =50.0' - ---- ( ) 1" - 5.0, 1070 - __CB 1------- - B2 ---- B3 _-- - -- ---- - B4 _ 1070 - - PR. GRADE - --- -EX. GRADE - -- ---- - - �� --- 1065 -- -- ,� --- --------- 1065 PR. 80.E -15"0_ RCP - CL III ® 0.50% SLOP ---- ------ --- - _ - CL. III ® 1.55% SLOPE 1055 - ---- 1055 142.00 15"0 RCP UTLET _R. CL. III ® 3.1 % SLOPE PROTECTION 1045 '- - ---- -------- 1045 1040 _- ____ _ - 1040 N ---- --- -- -- r I I �� I o cn -_ - I M co cn u7 - co r- co •- CL p p 11 Z� IL p II ZO p It O O N ' Q�>-- N ' Q->-> N Q + Z + c� z z + z I+ c� ? 10+00 11 +00 12+00 13+00 CAP UNIT ADHERES TO TOP UNIT W/VERSA-LOK CONCRETE ADHESIVE VERSA-LOK MODULAR CONCRETE UNITS GRANULAR LEVELING PAD MIN. 6" THICK IMPERVIOUS FILL 12" DEEP DRAINAGE AGGREGATE 12" THICK MIN. 4" DIA. DRAIN PIPE OUTLET ® END OF WALL OR ® 40' CENTERS MAX. TYPICAL SECTION-UNREINf=ORCED RETAINING WALL SCALE: NONE GENERAL NOTES 1. STRIP VEGETATION AND ORGANIC SOIL FROM WALL AND GEOSYNTHETIC ALIGNMENT. 2. BENCH CUT ALL EXCAVATED SLOPES. 3. DO NOT OVER EXCAVATE UNLESS DIRECTED BY SITE SOIL ENGINEER TO REMOVE UNSUITABLE SOIL. 4. SITE SOILS ENGINEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN STANDARDS AND PARAMETERS. 5. LEVELING PAD SHALL CONSIST OF COMPACTED COARSE SAND OR CRUSHED GRAVEL, 6" THICK MIN. 6. CONTRACTOR MAY OPT FOR A LEAN CONCRETE PAD. CONCRETE PAD SHALL BE UNREINFORCED, 3" THICK MAXIMUM. 7. MINIMUM EMBEDMENT OF WALL BELOW FINISH GRADE SHALL BE 6" FOR WALL HEIGHTS UNDER 4 FT. AND 12" FOR WALLS OVER 4 FT. UNLESS SHOWN DIFFERENTLY. 8. FOR UNITS TO BE EMBEDDED, COMPACT FILL IN FRONT OF UNITS AT THE SAME TIME FILL BEHIND UNITS IS COMPACTED. 9. DRAINAGE AGGREGATE SHALL BE INSTALLED DIRECTLY BEHIND THE WALL WITHIN 12" OF THE TOP OF THE WALL. DRAINAGE AGGREGATE SHALL NOT EXTEND BELOW FINAL GRADE IN FRONT OF WALL. 10. COMPACTION SHALL BE TO 95% OF MAXIMUM STANDARD PROCTOR DENSITY.(ASTM D-698) 11. COMPACTION TESTS SHALL BE TAKEN AS THE WALL IS INSTALLED. THE MINIMUM NUMBER OF TESTS SHALL BE DETERMINED BY THE SITE SOILS ENGINEER. 12. COMPACTION WITHIN 3 FT. OF WALL SHALL BE LIMITED TO HAND OPERATED EQUIPMENT. 13. SEE ELEVATION DRAWINGS FOR GEOSYNTHETIC TYPE, LENGTH AND LOCATION REQUIRED. 14. GEOSYNTHETIC SHALL BE PLACED WITH STRONGEST DIRECTION PERPENDICULAR TO WALL. FOLLOW GEOSYNTHETIC MANUFACTURERS INSTALLATION INSTRUCTIONS AND WRITTEN SPECIFICATIONS. 15. CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO AVOID DAMAGING WALL WHILE UNDER CONSTRUCTION. 16. ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT, OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER WALL IS COMPLETED. 17. FOLLOW APPLICABLE PROVISIONS OF THE MANUFACTURERS INSTALLATION INSTRUCTIONS AND WRITTEN SPECIFICATIONS. IF CONDITIONS ARE DIFFERENT THAN THOSE STATED IN THESE DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR MUST CONTACT ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL. OF PD'ES'ARE ENCONTERED oa•ro NOTES - SHAPING OR MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIES ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. MANHOLE OF DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING, THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS C1, EXCEPT THAT 25% OF COARSE AGGREGATE MAY BE UP TO 4' IN DIAMETER AND CONSIST OF STOJE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK, THE SURFACE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSE ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES, SHAPE 11 CONTOUR OF PIPE KAN /� OF OUTLET PIPE ••• •••••.�. METHOD OF TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF OUTLET PIPE v �C1MN1 H METHOD OF TREATMENT IN MANHOLES REFERENCE STANDARD METHOD OF SHAPING MANHOLE & INLET INVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION Q END -SECTION 12"-60" PIPE HUB END ON OULET END -SECTIONS SPIGOT END ON INLET END -SECTION PLAN SECTION X-X X JCONCRETE TO BE 4000 PS MINIMUM END VIEW END SECflON DIMENSIONS RPi DIMME7 R A B C D £ 12 4 2-0 2-0 4 -0 T -0 15 6 1-J f -9 4-0 2 -6 ld 9 1-3 1 -9 4 -0 3 -0 21 9 1 4 1-11 T-1 _7 3-0 3-e 24 9 1 J- :7- -1 4 -0 2 f034 4 0 T-1 6-1 4-6 JO f-0 4-6 1 _7J 4 a-1 J14 3-0 1 -1 f 4 -f0 1 JB f -J 3_T 2-10 J 4 a-1 J 4 e-0 41 f -9 1-J 2 -1 f -2 a -e 4 2-0 6_ 7-2 d? - 34 ? -J 5-' 2 -9 1 4 -2 14 -B BO 2,_1 1 3-0 J-J e- a-0 SLOPE DETAIL ALTERNATE END -SECTION 12"-60" PIPE HUB END ON OULET END -SECTIONS SPIGOT END ON INLET END -SECTION PLAN SECTION X-X X CONCRETE TO BE 4000 PS MINIMUM END VIEW END S£C7)DV DIMENSIONS PPE 0144*7ER A B C D £ 12 4 ? -0 4 -1 6_ 1 2 -0 11 a J-f0 6-1 2-B fd 9 J-f0 6�-fo 3-0 11 9 2-I1 3-2 8-1 3-B 14 10 J-7 1-a B- 4-0 2 f0 1 4-0 2-1 1 e-1 1 4-0 JO f-0 4-4" 1 -7 J 4 8-1 M 1-1 1 4-10 1 f 4 -1 J4 3-6 JB 1-3 0, 2-f034 B-134 8-0 47 1-9 1�T ?-I1 4e 7 -O a -O 2 -? d -? -0 14 ?-J 3-3 2-11 8-4 7-6 BO T-6 3-0 J-J- -0 NOTES: PIPE FLENGHTS SHOWN AN PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT'. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE RIGHT, LENGHTS WILL BE REDUCED BY THE DIFFERENCE IN DIMENSION "D". SPECIFICATION REFERENCE 302 FLARED END -SECTION FOR 12"-60" CONCRETE PIPE CULVERTS 102.01 NOT TO SCALE VIRGINIA DEPARTMENT OF TRANSPORTATION ES-1 DI-1 16 2' 7• B 1'-3.5• B ir L21/2"x21/2"x1/4" A A 10'-4"LONG CAST GALV. WELD ALL IRON STEEL CONNCETORS Oat N TO COLLOR 3 LBS. 43.6 I.M.it 18"I INCLUD" ONE WELDED L� P Io.D. JOINT �T 1/2"x4" STUD - SHEAR CONNECTORS FINAL BACKFILL .5' 2'-7" 5" 4'-2' 91/2' 2"* - " (wx MOO) SECTION B-B CAREFULLY COMPACTED O COLLAR DETAIL SELECT BACFlLL x - C4 4'-2" - 2'-7" CRUSHED AGGREGATE 07 TYPICAL PIPE BEDDING DETAIL NOT TO SCALE NOTES 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. FOR DEPTH GREATER THAN. 10. USE STANDARD LUGS TO BE DI-1A. CAST WITH COLLOR 2. THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS WILL BE MEASURED OPTIONAL FROM THE INVERT OF THE OUTFALL PIPE TO THE BRACE RIBS TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND 1/2"x11/2"x4" LUGS THE ACTUAL DIMENSIONS SHALL BE DETERMINED BY THE CONTRACTOR FROM FIELD CONDITIONS. 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD N IS-1. THE COST OF FURNISHING AND PLACING ALL 3/8' MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 4. IN THE EVENT THE INVERT OF THE OUTFALL PIPE 21/2' IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, DIMENSIONS FOR THE INVERT OF THE STRUCTURE SHALL BE SHAPED CAST IRON ONLY WITH CEMENT MORTAR TO PREVENT STANDING OR PONDING OF WATER IN THE STRUCTURE THE COST Im (j�����o� SEE STANDARD T-DI-3, 4 FOR ALTERNATE DESIGN. 11/2' D_J 8. 3" DIAMETER WEEP HOLE WITH 12"x12" PLASTIC ro _`- 2" HARDWARE CLOTH 1 /4" MESH OR GALVANIZED STEEL 1• 11" SECTION D-D WIRE MINIMUM WIRE DIAMETER 0.03", NUMBER 4 MESH HARDWARE CLOTH ANCHORED FIRMLY TO THE 3/4"i 11/4" OUTSIDE OF THE STRUCTURE. SECTION C-C 9. CAST IN PLACE CONCRETE IS TO BE CLASS A3 STANDARD DROP INLET GRATE DETAIL (3000 PSI). PRECAST CONCRETE TO BE 4000 PSI. TE 12"-24" PIPE: MAXIMUM DEPTH (H)= 10 APPROGASTXIMIRONWEIGHT 10. ANY ALTERNATE METHODS OF ANCHORAGE 1NOT TO SCALE GRATE 363 t 1SIbs. MEETING THE APPROVAL OF THE ENGINEER MAY BE VIRGINIA DEPARTMENT OF TRANSPORTATION SUBSTITUTED FOR THE CAST IRON LUGS AS SHOWN 104.01 HEREON. ' OF FURNISHING AND PLACING ALL MATERIALS 3"0 WEEP HOLE INCIDENTAL TO INLET SHAPING IS TO BE INCLUDED LCOLLOR- ` _ IN THEBID PRICE FOR THE STRUCTURE. 4"DEPTH AGGR.68,2 #78, OR #8x6" WIDTH � 44 � 5. STEPS ARE TO BE PROVIDED WHEN "H" IS 4'-0' OR GREATER. FOR DETAILS SEE STANDARD ST-1. Nw oM 12".15'.18'.OR 24" 3" f D� N ivirlrtn 6. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. � 7. #4x8" SMOOTH DOWELS AT APPROXIMATELY 12" moo 000000 'I� �• C-C TO BE PLACED IN ALL AREAS ADJACENT TO SECTION A -A �;NABUTTING CONCRETE TO PREVENT SETTLEMENT. IN 4" LIEU OF DOWELS A 2"x4" NOTCH MAY BE PROVIDED. CONCRETE QUALITIES FOR MINIMUM DEPTH 12" CONC. PIPE-1.440 Cu. Yda. CONCRETE 15" CONC. PIPE-1.528 Cu. Yda. CONCRETE 18" CONC. PIPE-1.620 Cu. Yda. CONCRETE 24" CONC. PIPE-1.817 Cu. Yda. CONCRETE ADD 0.469 Cu. Yds. PER ADDITIONAL FOOT OF DEPTH Z O CL O � to p w F- C d J ■ a � � O 04 O (D L V) N N 1 3 N Q) W3c�06 J +; rn `�'��® - R7 1 �r n a) c: v v v c� Y. 0 U) 0 E o W � cD 0 a N 'vI - v 'v _c '- 3 E Lij R� 44T H F t HN C. LEWIS a No. 21621 Off, �ti. 4SSIONAL SURVEY: PL-PLC C.I.: 2' DRAWN BY: JOB NO.: SS 0503003 SCALE: DATE: 1"=VARIES 06/10/05 SHEET: 7/10 /1O 1080 _ 19 f - 1076 -- loss 'PROPOSED GYM1S� s _1078 I 1 J I J 16 �p 1'6) \ \ I J181 C0 4G / 1 J 13� ti I 0 6 1 I J % 2 E TING i EXISTING 1096 WELL '/' PRESSURE 1098 TANK VAULT PIPE NETWORK DIAGRAM SCALE: 1 "=100' ADY STATE ANALYSIS -JUNCTION REPORT Node Label Elevation(ft) Demand(gpm) Demand Pattern Hydraulic Grade (ft) Pressure (psi) J-1 1090.00 0.00 Fixed 1179.43 38.69 J-2 1090.00 33.00 Fixed 1179.15 38.57 J-13 1079.00 20.00 Fixed 1173.86 41.04 ADMIN 1070.00 15.00 Fixed 1173.84 44.93 J-16 1069.00 18.00 Fixed 1171.18 44.21 J-19 1072.00 48.00 Fixed 1170.93 42.80 GYM 1066.00 96.00 Fixed 1164.66 42.69 APPROXIMATE LOCATION OF SANITARY SEWER LINE EXISTING DORM II , I. EkRbENCY S;�RVICE LINE 11, STEADY STATE ANALYSIS -PIPE REPORT Link Label Length(ft) Diameter(in) Material Roughness Status Discharge(gpm) Start Hydraulic Grade(ft) End Hydraulic Grade(ft) Headloss(ft) Friction Slope(ft/1000ft) Velocity(ft/s) P-3 10.00 2.0 PVC 130.0 Open 33.00 1179.43 1179.15 0.28 28.21 3.37 P13 52.00 3.0 PVC 130.0 Open 197.00 1179.43 1173.86 5.57 107.12 8.94 P-14 23.00 3.0 PVC 130.0 Open 15.00 1173.86 1173.84 0.02 0.91 0.68 P-16 36.00 3.0 PVC 130.0 Open 162.00 1173.86 1171.18 2.68 74.57 7.35 P-19 31.00 3.0 PVC 130.0 Open 48.00 1171.18 1170.93 0.24 7.84 2.18 P-18 300.00 3.0 PVC 150.0 Open 96.00 1171.18 1164.66 6.51 21.71 4.36 P-1 20.00 2.0 PVC 130.0 Open 230.00 1200.00 1179.43 20.57 1028.49 23.49 I EXISTING VALVE PIT NG DORM CONSTRUCTION NOTES 1. The existing utilities shown on these plans are based on available information. The CONTRACTOR shall be responsible for determining the exact location of all utilities before commencing work and for any damages which occur by the failure to locate and preserve these utilities. Contact "MISS UTILITY" prior to commencing work. If the CONTRACTOR should encounter utilities other than those shown on these plans, the CONTRACTOR shall oZ immediately notify the engineer and take necessary and proper steps to protect the facility and assure the continuance of service. Coordinate construction activities so as to interrupt water services as little as possible. Report any planned interruption to the owner prior to occurrence. CL Z 2. The contractor shall be required to obtain all necessary permits prior to construction. o W o 3. All work shall be performed in an expeditious and workmanlike manner and in accordance with all generally accepted trade practices. It shall be the �i responsibility of the contractor to maintain a clean and orderly site throughout the construction process cr_ 4. Every effort has been made to verify the dimensions and ensure the accuracy of these plans. However, all lines and dimensions shall be verified prior to the construction process and if any discrepancies do exist, then the owner or his representative shall be notified before the necessary adjustments are made. W POTABLE WATER SYSTEM SPECIFICATIONS o 1. All construction and materials shall conform to the Commonwealth of Virginia State Board of Health Design Waterworks Regulations and prevailing local codes. 2. Water main Z 2.1 The water lines shall be SHC 40 PVC ASTM D 1784 with Sch 80 fittings and shall be constructed with pressure joints. 2.2 Concrete thrust blocks shall be installed at all bends, intersections, ends and reductions. Joint deflections may be used to obtain a maximum of 2 W degrees at the joint. -J Q 3. A continuous and uniform bedding shall be provided in the trench for all buried waterline. 3.1 Stones and rocks found in the trench shall be removed for a depth of at least six inches below the bottom of the pipe. 3.2 Bedding material shall be a well graded crushed stone meeting the requirements of ASTM C33, gradation 68, 78, or 57, or approved equal. 3.3 Above the specified bedding shall be 18 inches of select backfill compacted in six inch lifts. The maximum particle size of the backfill shall be two inches. W 3.4 Above the select backfill, material shall be deposited in lifts not exceeding two feet. No rocks with a dimension greater than six inches shall be used in the final backfill. 0 4 Detectable warning tape shall be installed at a depth of 8 to 12 inches below finished grade continuously throughout the trench. The tape shall be W Allen Detectable Marking Tape with an overall thickness of 4.5 mil. nominal and a width of 3" or equivalent. The color shall be bright blue printed with black letters and one side stating "CAUTION WATER LINE BURIED BELOW. IX W 5. SEPARATION -Parallel Installation Q Normal Conditions - Water mains shall be laid at least ten feet horizontally from a sewer or sewer manhole. The distance shall be measured 3 edge -to -edge. Unusual Conditions - When local conditions prevent a horizontal separation of ten feet, the water main may be laid closer to a sewer or sewer manhole provided that: J a. The bottom (invert) of the water main shall be at least eighteen inches above the top (crown) of the sewer. m b. Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage backfilling. w Q prior C. The sewer manhole shall be of watertight construction, tested in place. 0 6. SEPARATION -Crossing Normal Conditions - Waterlines crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water line and the top of the sewer whenever possible. Unusual Conditions - When local conditions prevent a vertical separation described above, the following construction V shall be used: a. sewers passing over or under water mains shall be constructed of AWWA approved water pipe. � Q b. Water lines passing under sewers shall, in addition, be protected by providing: N Z (1) A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line, J V) (2) Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the waterline, 0 �j (3) That the length of the water line be centered at the point of the crossing so that joints shall be equidistant and as for as possible from the sewer. ,J Y U Q 7. Gate valves shall meet the requirements of AWWA and shall be installed in accordance with the manufacturer's recommendations. W 8. Valve boxes for water main valves shall be manufactured of polyethylene or better with cast iron lids. Bockfill boxes to within 1" of the rim of the UJI Z lid. QbaQ(.DO 9. DISINFECTION OF WATER MAINS V) Q All water mains shall be disinfected prior to being placed in operation. The disinfection of waterlines and appurtenances shall be in accordance with W N ANSI/AWWAC651-92 or other method acceptable to the State Health Department. The following method may be used. J Y Prior to disinfection all water mains shall be flushed. All valves and hydrants shall be operated during this operation. Flushing velocities should not be less x 0 W O V than 2.5 ft/sec. Chlorination - Potable water shall be introduced into the pipe main at a constant flow rate. Chlorine shall be added at a constant rate = W M W to this flow so that the chlorine concentration in the water in the pipe is at least 50 mg/L. The chlorinated water shall remain in the main at least 24 M hours, after which, the chlorine concentration in the water shall be at least 10 mg/L. All valves and appurtenances shall be operated while the chlorinated �V �- Q W water remains in the main. Final Flushing - After the required retention period, the chlorinated water shall be flushed from the main using potable water. 0 W � Testing - After mains have been flushed, the water mains shall be tested. Samples shall be collected at regular intervals, not exceeding 2000 feet, D Z ILL. throughout the length of the main. All chlorine residual determinations shall be made using only those methods approved by the Virginia Department of � Health. Two water samples for bacteriological analysis must be collected at least 24 hours apart and analyzed by a certified laboratory. The results of a these samples must indicate no coliform contamination before the pipe, tanks or equipment can be utilized as part of the waterworks. If contamination is indicated, then the disinfection procedure must be repeated. U 10. PRESSURE TESTING Pressure testing of the waterlines is required and shall be a method acceptable to the Virginia Department of Health. All water pipe shall pass a J hydrostatic pressure test: After the pipe has been laid, all newly laid pipe and any valved section thereof shall be subjected to a hydrostatic pressure test of at least 1.5 times the working pressure at the point of testing. The pressures shall be a minimum of 150 psi, not exceed pipe or thrust restraint design pressure, be of at least - N K) o a two hour duration, not vary by more than +- 5 psi, not exceed twice the rated pressure of the valves or hydrants when the pressure boundary of the 0 r- test section includes closed gate valves or hydrant, not exceed the rated pressure of the valve. C6 N `n Lo v, I Each valved section of pipe shall be slowly filled with water. The specified test pressure shall then be applied by means of a pump connected to the pipe. `V N N a3i The water and container used to pump up the line to be tested shall be properly disinfected. Before applying the specified pressure, air shall be expelled 1` o (0 completely from the pipe, valves and hydrants. All exposed pipe, fittings, valves, hydrants, and joints shall be examined carefully during the test. Any 3 :c ^ ^ c damaged or defective pipe, fittings, valves, or hydrants that are discovered following the pressure test shall be repaired or replaced with sound material W L_ o� and the test shall be repeated until it is satisfactory. a J > � � 1__� r a� 1 a) DESIGN CRITERIA o - 4- s E 0 This sheet contains the results of a hydraulic analysis of the proposed water s tem expansion. Assumptions have been made regarding the configuration Y Ys P P Ys P P 9 9 9 W co a o and size of the existing water lines. Assumptions based on the BOCA National Plumbing Code have been made with regard to present and future peak Q �° E water demand conditions. The system contains two operating wells, two pressure tanks, and water distribution lines. The pressure tanks operate over a w range of 40 psi to 60 psi. The hydraulic model assumes a static pressure of 45 psi. The owner proposes to construct a gymnasium as part of a campus expansion program. The current buildings are shown on the Pipe Network Diagram. A 2" diameter waterline has been installed to provide water to buildings on the north side of the campus on an emergency basis. These buildings are currently served by a separate system. The hydraulic analysis shows the the demand from the expected performance of water system under estimated peak all buildings on south campus. The water demand for the gymnasium has been estimated based upon Supply Fixture Unit counts as follows: (4 drinking fountain ® 1; 1 combination fixture 0 3; 1 kitchen sink ® 1.4; 8 public lavatory ® 16; 1 mop sink ® 3; 15 public shower ® 60; 5 urinals ® 11111111 Cl) Z tY 25 SFU; 3 washing & Ibs public ® 3; 8 WC flush public ® 80; 4 floor drains ® 8 F w SFU = 200.4 Max. Probable Flow = 95.5 gpm D Z Z0 The following peak demand rates have been estimated for the existing structures: Lail p Z Ex. Infirmary 8 gpm U w Ex. Classroom Bld. 10 gpm Ex. Academic Building 15 gpm Ex. Dining Hall 20 gpm TH Ex. Dormitories(4) 18 gpm Ex. Administration 15 gpm o HN C. LEWIS No. 21621 OA sSJONAL SURVEY: C.I.: PL-PLC 2' DRAWN BY: SS JOB NO.: 0503003 SCALE: DATE: 1"=VARIES 06/10/05 SHEET: 8/ 1 O PUMP STATION DESIGN AND INSTALLATION 9 R ROM, P.l MZP-. o f \ o b 48 f 107074 l � l PR; WATERLINE 1058 / V !,, 9 1038 r /OV , , /per ' 10,50,1051.3* � ass _ \ j � i \�} � • � \ \ \ \ CONNECT TO E\-TUBS --- 't \ JKLE x ` w L \ \ o .� pass.-..- PR.\SEWER FORCE MAIN--_ (� ° y^� �. 4J 0 7 P ODEL 20 9 e LIMP STATION FORCE MAIN AND WATERLINE PROFILES ---- --- -- —. SCALES: (H1=50.0' - --------- -- 1070 1070 -- -- - — -- - PR. GRADE -APPROXIMATELY 415 LINER FEET OF EX. GRAD -- - 1 1 j4 _ SC 40 PVC SE R FORCE MAN MINIMUM DEP OF BURY= 6" 1060 1060 — Now - APPROXIMA E_ LY 415 LINER FEET OF 1055 -------.._.__-- V -,TA L1 3" V AT VALVE- t I N ------ __ --- --- 3 SCH _4 - _ _--- - PVC WATERL ------ . NE ------ -- _ — 1055 ENTRANCE _ _ — -- — — _— 1045 - - 1045 00 0 V) — - -- ------- -- - -- ---- --- LLI a w 0 w --- z O _ 0) - — --- ---- -- -_ _.------ 0 Z Of p +F— - — --- - U to +U Z ------- Z 10+00 11 +00 12+00 13+00 14+00 DESIGN CRITERIA Estimated Daily Flow Maximum: 70 persons using the gym facilities at 16 gpd/person: 70 people x 16 gpd/person = 1,120 gpd (max.) design flow: 1,120 gpd SYSTEM COMPONENT DESCRIPTION A. Piping Gravity sewer pipe and pressure distribution pipe and fittings called for on the plans shall be SCH 40 ASTM D 1784 with solvent cement joints assembled in accordance with ASTM D 2855. No bends greater than 45 degrees shall be used in the gravity sewer line. The pipe trench bottom should be constructed to provide a firm, stable and uniform support for the full length of the pipe. Any part of the trench bottom excavated below embedment grade should be backfilled and compacted. Concrete thrust blocking should be provided at each change of direction of the force main. All pipe shall be installed with proper bedding providing uniform longitudinal support under the pipe. The pipe should be installed by placing the initial backfill material to a minimum depth of six inches over the top of the pipe and compacted. All pipe embedment material should be selected and placed carefully, avoiding stones over 1-1/2 inches in size, frozen lumps and debris. Sharp stones should be excluded from the embedment material. B. Pump System The pump systems called for on the plans are the Enviroment One Model GP 2012-93 simplex, grinder pump package. This system is available from Design Equipment Inc., 804-752-6335. Provide a complete installation, including the grinder pump, check valve, tank, and all necessary controls, ready to connect. Install the system in accordance with the manufacturer specifications. Provide an audible and visual alarm to work with the high water switch in the system. Install the alarm in a conspicuous location inside a building. C. Pump Head Calculations The standard system pumps will be adequate to convey the sewage to the proposed point of discharge. The calculated design heads are based on a peak discharge rate of 10 gpm. The design head for the lift station pump is 14 feet. The proposed pump will be a 240 volt, single phase, 1 horse power motor with a 1 1 /4" NPT discharge. A master disconnect switch and manual over -ride switch is required on the pump control box. The alarm is to be wired on a separate circuit than the pump. D. Pump Setup The Environment One pump packages come with preset pump drowdowns of 4 inches. The systems are set to pump often for short periods of time. The pump station will discharge approximately 18 gal per pump cycle. At the design flow of 10 gpm this would require approximately 62 pump cycles of 1.8 minutes to pump the estimated maximum daily flow of 1,120 gpd. PUMP HEAD WORKSHEET A B C D E F G H I J K PUMP PUMP DISCHARGE ELEV.LINE FLOW LINE LINE FRICT. MINOR PUMP ELEV. ELEV.HEADDIA. VEL. LENGTH LOSS LOSSES HEAD (ft) (in) (GPM) (fps) (ft) (ft) (ft) (ft) 1 1060.0 1068.0 8 1.38 12 2.58 400 8.17 5.00 21.17 COLUMN REMARKS A pump ID B pump invert elevation C elevation at connection(or high point) D C - B E discharge line diameter (actual) F delivery pipe flow G =(F x 0.002228)/(3.14 x (E/24)-2) H delivery pipe length I =H x (F/(0.281 x 150 x E-2.63))-1.85 J from estimate K =D + I + J POWER/ALARM CABLE 12-6 W/GND. ELECTRICAL QUICK DISCONNECT�\� NEMA 6P (EQD) FIELD JOINT REQUIRED FOR MODELS TALLER THAN 2012-93. QUICK DISCONNECT ASSY. _ (304 S.S.) SS CAST BALL VALVE DISCHARGE 1 1/4' FNPT 1 1/4' DISCHARGE LINE (304 S.S.) 44 in CHECK VALVE 1106 mm (GLASS FILLED PVC) ANTI -SIPHON VALVE _ (GLASS FILLED PVC) 20M WATER TIGHT LID, FRP STRAIN RELIEF CORD CONNECTOR DUAL WALL, CORRUGATED HDPE ACCESSWAY CORE CONTROL COMPARTMENT BREATHER INTERNAL WELL VENT / 2.0' DIAMETER INLET, GROMMET TO ACCEPT 4.50' O.D. /PVC PIPE (STANDARD). DUST COVER SUPPLIED FOR SHIPMENT (NOT SUITABLE FOR BURIAL) ALARM 38 in 974 mm 29 in ON 737 mm OFF 116 gal 439 L 21 in 534 rtxn 17 in 432 nxn 84 gal 318 L 66 gal 250 L HDPE TANK — 0 39 in i►, 1/2' NOMINAL WALL THICKNESS 984 mm 150 GALLON CAPACITY ZZ SEMI -POSITIVE DISPLACEMENT TYPE PUMP DIRECTLY DRIVEN BY A 1 HP MOTOR CAPABLE OF DELIVERING 9 9pm AT 138' T.D.H. U I NSF IP (34 Ipm AT 42m T.D.H.) L NOTE: A CONCRETE ANCHOR IS REQUIRED TO PREVENT THE TANK FROM FLOATING. SEE INSTALLATION INSTRUCTIONS OR SPECIFIC CUT SHEET FOR SIZE AND WEIGHT OF ANCHOR O.D.�18" FINAL BACKFILL CAREFULLY COMPACTED SELECT BACKFILL OR CRUSHED AGGREGATE CRUSHED AGGREGATE TYPICAL PIPE BEDDING DETAIL NOT TO SCALE MINIMUM DEPTH OF BURY IS 36". 10" PRESSURE PIPE 24 PLAN 10" 24 SECTION 0 PRESSURE PIPE THRUST BLOCK DETAIL NOT TO SCALE FORM THRUST BLOCKS WITH MIN. 3000 PSI CONCRETE. DIMENSIONS SHOW ARE MINIMUMS. FORM THRUST BLOCKS AGAINST UNDISTURBED EARTH IN TRENCH FOR HORIZONTAL SUPPORT **SEE INSTALLATION INSTRUCTIONS FOR SPECIFIC DIAMETERS AND HEIGHTS REQUIRED FOR PROPER CONTAINMENT WHEN USING 2012 PRE -CAST BALLASTS NOTE: A CONCRETE ANCHOR OF 3300 Ibs (21.7 cu ft) IS REQUIRED ON ALL MODEL 2012 92' STATIONS. FILL TO GRADE WITH CLEAN COMPACTABLE BACKFILL, SUCH AS PEA GRAVEL OR CRUSHI°D STONE, 1/8' - 3/4- IN SIZE. CLAY AND SILTS ARE NOT ACCEPTABLE BACKFILL POURED [PRE -CAST ,e IN -PLACE FOR U L NSF S� SGS CAH 8/13/01 B 1/16 DR BY I CHK'D I DATE JISSUEJ SCALE MODEL 2012-93 PA 1336 PO4 !Z O o � w o Q I� O Z J Q 3W W (n H Z w J F— H V �z � D .J 0 ( — (n Y U J Q > U (n • a0(n� Q Wi-� 000 (nQW��U JjX(nII Y QM m imp X FX UM ~ W W 0 0 Z � � D_ Q ' ^ J ■ E n +� N Q1 M O � vi cV N 0 o •° CO 1 W �0 0 J +' `�'�L'® 0- 0 N Wa O (n O E O — �p FmI_ V r N 6 V W Z a I,TH D I o � HN C. LEWIS ' No. 21621 �SSIONAL SURVEY: C.I.: PL—PLC 2' DRAWN BY: JOB NO.: JCL 0503003 SCALE: DATE: 1"=VARIES 06/10/05 SHEET: 9/10 (5) DOUBLE STANDARD POLE LIGHTS \ \ 0 20 60 rwSm— I Scale 1 " = 20 ft \ \ F —1 TREE UP —LIGHTS (PROVIDE 8 LIGHTS, LOCATE AS DIRECTED BY THE OWNER) 1 TYPE= B—K LIGHTING, INC. TREE STRAP: CATALOG #: TS—TMC—BLP-36"(OR EQUAL) LIGHT: LA-56—VER-10-11—C(OR EQUAL) TREE UP -LIGHT SPECIFICATION GRADE "LITHONIA HYDREL 9100 B MH-150 120 WFL 34 BB" OR EQUIVALENT SPOT LIGHT DETAIL NOT TO SCALE (4) SPOT LIGHTS REQUIRED E SEE SITE PLAN FOR APPROXIMATE LIGHT LOCATIONS; COORDINATE FINAL LOCATIONS WITH OWNER PROVIDE FOUNDATION AND MOUNTING SYSTEM PER MANUFACTURER'S SPECIFICATION 11LITHONIA KBE6 50M R5 208 RPB12 SF DDB" OR EQUIVALENT BOLLARD STYLE LIGHT DETAIL NOT TO SCALE (4) BOLLARD LIGHTS REQUIRED SEE SITE PLAN FOR APPROXIMATE LIGHT LOCATIONS; COORDINATE FINAL LOCATIONS WITH OWNER PROVIDE FOUNDATION AND MOUNTING SYSTEM PER MANUFACTURER'S SPECIFICATION "LITHONIA BV2 250M R3 208 RPB12 SF DDB" 0 SINGLE OR DOUBLE STND. AS REQUIRED ANCHOR BOLTS (Typ.) THE SIZE, SPACING, AND QL SHALL BE AS REQUIRED BY MANUFACTURER'S SPECIFICAI NOT • SCALE 2" (6) #6 VERT. BARS #3 TIES ® 12" CONCRETE BASE (3500 PSI) SECTION A —A LIGHT BASE DETAIL N.T.S. SEE SITE PLAN FOR LIGHT LOCATIONS) FINAI GRAD "LITHONIA KFL2 70M 120 SF DDB" OR EQUIVALENT FLOOD LIGHT DETAIL NOT TO SCALE (2) FLOOD LIGHTS REQUIRED SEE SITE PLAN FOR APPROXIMATE LIGHT LOCATIONS; COORDINATE FINAL LOCATIONS WITH OWNER PROVIDE FOUNDATION AND MOUNTING SYSTEM PER MANUFACTURER'S SPECIFICATION EXISTING GRAnF COMPACTED BACKFIL PLANO SCH 40 CONDUIT (TYP) F�- • \ i NOT • SCALE """"OR BOLTS (Typ.) SIZE, SPACING, AND QUANTITY BE AS REQUIRED BY FACTURER'S SPECIFICATIONS. #3 TIES ® 12" (6) #6 VERT. BARS NOTES: ALL WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL BOCA NATIONAL BUILDING CODES. STEEL REINFORCEMENT SHALL BE GRADE 60 STEEL (Fy=60,000 psi). CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3500 psi. LATERAL PASSIVE EARTH PRESSURE SHALL BE 500 psf/ft Depth, MIN. LIGHT POLE DESIGN AND CONNECTION BY OTHERS. FOUNDATION DESIGN HAS BEEN BASED UPON A THIRTY—FIVE FOOT (35') MAXIMUM LIGHT POLE. CONFIRM POLE BASE DESIGN WITH ARCHITECT PRIOR TO INSTALLATION. ALL LIGHTS SHALL BE POSITIONED TO PRECLUDE ILLUMINATION OFF —SITE SEE SITE PLAN FOR LIGHT LOCATION(S) Z 0 ct U ml Ln o � U (nm OHO O _Z Of Ytn =Q> N� UZ m � W w •badV)Z Q JWa(DO to < < u itO WOU =W m X ma R UM ~ W LLJ 7) 0 W Z Li Of Q 0 V ■ aN E Cn_ + O N ro) Ln r,, 0 N N I N (D 1 N co 3 N -C: 0) 0 Wa) _J �� `�'��® o0 0 ° W V) E ° U U p � Z L Q■ 0U) ZIr J W � W Z 0 LE oW I,T H F D O{ N o � u OHN C. LEWIS 9 No. 21621 N�6�91ONAL SURVEY: C.I .: PL—PLC NA DRAWN BY: JOB NO.: JCL 0503003 SCALE: DATE: 1 "=20.0' 06/10/05 SHEET: 1 O/ 1