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HomeMy WebLinkAboutSDP200000010 Plan - Other (not approved) Final Site Plan and Comps. 2000-01-24I S17E AAD UTff,.fl]TS PL4N. RjFANNA.DISTJ?ICT ALBEMARLE COUNTY VIR GINIA ENGINEER: Jordan Consulting Engineers, 2540 Professional Road Richmond, Vjzr, inia 23235 Phone No. B04)272-7009 Fax No. (804) 2:2-7088 E -Mail : J0RCE0A&!-*C0H ATTN. Malachi M. Mills III, P. _LEGEND PROPOSED ASPHALT PAVEMENT EXISTING CULVERT OR STORM SEWER PIPE �42� A DRAINAGE STRUCTURE NUMBER INDICATES MINIMUM FINISHED BUILDING ELEVATION THAT MJN.F F.177.00 CAN BE USED ON A SPECIFIC LOT IN ORDER TO GET" BUILDING (s) OR (D) ABOVE THE 17o STORM ELEV. OR TO OBTAIN GRAVITY SAN. SEWER (S) DENOTES SAN. SEWER (D) DENOTES DRAINAGE INDICATES LOTS WHICH MUST HAVE DRAINAGE /MPROPEMENTS INSTALLED PRIOR TO BUILDING PERMITS BEING ISSUED`' FOR THAT LOT. REGULAR SEEDED EARTH DITCH WITH DIRECTION OF FLOW CROSS HATCHING OF EITHER OF THESE INDICATES THAT PAVED DITCH LINING MAY BE NECESSARY IF SUITABLE VEGETATION CANNOT BE _, -. ? °,,--• ESTABLISHED IN DITCH LINE. EC -2 LINED DITCH WITH SEEDING -- PAINED LINED DITCH I8' INDICATES DEPTH OF EC—2 OR PAVED DITCH LINING 18" INDICATES ORIVEW4Y PIP£ SIZE IF GREATER THAN 15' 0—►— SANITARY SEWER LINE -- WATER LINE 174-,Z j� 174✓ PROPOSED FINISHED GRADE CONTOUR ELEVATION E/P DENOTES EDGE OF PAVEMENT TIC DENOTES TDP 'OF CURB FIC DENOTES FACE OF CURB (MEASURED TO BACK OF ANY ROLL FACE CURB) B/C DENOTES BACK OF CURB DENOTES FILL AREA (NO FINISHED CONTOUR SHOWN) No —► DENOTES HOW LOT SHOULD SE GRADED FOR SURFACE DRAINAGE ��.,p,LTH �F r M. M. MILLS EI Reg. No. 198804, PA VEMENT PROPERTY LINE SANITARY SEWER WATER LINE POWER LINE, TELEPHONE LINE U DENOTES UNDERGROUI OH DENOTES OVERHEAD AS LINE CUL VERT OR STORM SEWER PIPE FIRE HYDRANT BENCH MARK LOCATION EXISTING CONTOUR ELEVATION CLOUDING OF TEXT INDICATES REVISION TO PLANS NOTES.* TAX MAP p432-17 U 1. CONTRACTOR IS TO MAKE HIS OWN TAKE—OFF ON THESE PLAMS AS ANY QUANTITIES SHOWN ARE APPROXIMATE ONLY TO SHOW SCOPE OF WORK. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETION AND FINAL ACCEPTANCE OF ALL CONSTRUCTION AND UTILITY LINES. OWNER: UNITED LAND CORPORATION OF AMERICA c�o GOLD LEAF LAND TRUST NO., 3 2335 Seminole Lane #300 Charlottesville, Virginia 22901 Phone No.: (904)975-3334 Fax No'..* (804) 975-0267 Attn.: Mr. Mendell Wood, President CONTRACT PURCHASER/DEVELOPER: VALUE AMERICA INC. 1500 Insurance Lane Charlottesville, Virginia 22911 Phone No.: (804)951-4260 Fax No.: (804) 817-8911 E -Mail : ff VALUEAMERICA.CON Attn.: Mr. Neal Harris, Exec. Vice -President INDEX VICINITY MAP SHEET NO. TITLE Scab: 1 " = zOQO 2 OF 16 GENERAL NOTES & TYPICAL DETAILS 3 OF 16 OVERALL LAYOUT PLAN 4, 5 OF 16 LAYOUT PLAN j 6, 7 OF 16 UTILITY PLAN JAN 2 4 2000 8, 9 OF 16 GRAD/NG & ORA/NAGtE PLAN 10, 11 OF 16 STORM DRAINAGE PROFILES PLANNING DEPARTMENT 12 OF 16 UTILITY PROFILES & DETAILS ENGINEERING DEPARTMENT 13 OF 16 EROSION CONTROL NOTES & DETAILS FIRE OFFICIAL 14 OF 16 EROSION CONTROL PLAN A. C. S.A. VD, 0. T. 15 OF 16 DRAINAGE COMPUTATIONS SHEET BLDG. OFFICIAL 16 OF 16 DRAINAGE AREA MAP BLDG. CODE & ZONING SERVICES GENERAL NOTES GENERAL WATER & SEWER COND/T/ONS 1. EX/ST/NG JTILJTIES 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERV/CE AUTHORITY INSPECTORS. THE THE LOCATION OF EX/ST/NG SEWER, WATER, POWER, GAS, TELEPHONE, AND CONTRACTOR W/LL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE OTHER UTILITIES AND STRUCTURES WHICH ARE LOCATED ACROSS, UNDERNEATH, START OF THE WORK, ALONG AND WITHIN THE LIMITS OF THE PROPOSED WORK ARE NOT NECESSARILY 2 THE LOCA TON OF EXIST/NG UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATEL Y CORRECT. SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXJMATEL Y CORRECT. THE CONTRACTOR SHALL PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE UNDERGROUND ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. PROTECTION CENTER (AMISS UTILITY) AT 1-800-552-7001 AND, AT HIS OWN CG -2/6 (TYP.) OR MONOLITHIC COST, VERIFY THE LOCATIONS AND ELEVATIONS OF ALL EXIST/NG UTILITIES J. ALL MATER/ALS AND CONSTRUCT/ON SHALL COMPLY WITH GENERAL WATER AND SEWER CONSTRUCTION WITHIN THE LIMITS OF CONSTRUCT/ON. HE SHALL NOTIFY THE ENG/NEER SPECIE/CATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERV/CE AUTHOR/TY ON JANUARY 15, 1998. IMMEDIATELY IF THERE APPEARS TO BE A CONSTRUCTION CONFLICT OR UPON T DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLAN. THE CONTRACTOR SHALL 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. BE LIABLE FOR ALL DAMAGE DONE TO ANY STRUCTURES OR PROPERTY THROUGH HIS CARELESSNESS OR NEGLIGENCE. ANY GRADE STAKES, HUBS, ETC. DESTROYED 5. THE CONTRACTOR SHALL SE RESPONSINSLE FOR NOTIFYING "M/SS UTILITY" (1-800-552-7001). WILL BE REPLACED AT THE CONTRACTORS EXPENSE THE CONTRACTOR SHALL NOTIFY THE APPLICABLE GOVERNMENTAL PUBLIC 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FT. OF COVER MEASURED FROM THE TOP OF WORKS AND PUBLIC UTILITY DEPARTMENT AT LE4ST 24 HOURS PR/OR TO START P/PE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS OF WORK ON THE PRO✓ECT. AND WATERL/NES, ETC. 2. MATERIALS AND WORKMANSHIP 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADS/DE DITCHES. ALL MATER/ALS AND WORKMANSHIP SHALL .BE DONE /N ACCORDANCE WITH THE g VALVES ON DE,IDEND LINES SHALL SE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE LATEST EDITIONS OF EXTENSION OF )THE LINE. (A) VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD DESIGN CURB STOP DETA STANDARDS" AND "ROAD BRIDGE SPECIFICAT/ONSn (B) APPLICABLE ALBEMARLE COUNTY ORDINANCES AND REGULATIONS. ALBEMARLE COUNTY ENG/NEER/NG (C) THE LATEST AND IOTHE EOFOLITIO GENERAL CONSTRUCTION NOTES FOR SITE PLANS AND EXCAVA�ON AS ADOPTED BYULES SAFETYNCODES COMMISSION THEN 0.10 COMMONWEALTH OF VIRGINIA AND OOSHA. 1. PRIOR TO ANY CONSTRUCTON WITH/N ANY EX/ST/NG PUBLIC RIGHT-OF-WAY, INCLUDING CONNECT/ON 3 DEVIATION FROM PLANS TO ANY EX/STING ROAD, A PERMIT SHALL BE OBTANED FROM THE VIRG/NIA DEPARTMENT OF I/IATION FROM THESE PLANS WILL BE ALLOWED WITHOUT PR/OR WRITTEN NO DE IA TRANSPORTATION (!VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. APPROVAL THE OWNER, ENGINEER AND AFFECTED GOVERNMENTAL AGENCIES. 2.00 2.50' 2. ALL PAVING DRA/iNAGE RELATED MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT 4. CLEAR/NG AND GRUBB/NG SPECIFICATIONS AND STANDARDS OF V.D. O. T. UNLESS OTHERWISE NOTED. A. ALL GROWTH OF TREES, OTHER VEGETATION AND OBJECTIONABLE DEBRIS J. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVAL SHALL BE CLEARED AND GRUBBED FROM THE PROPOSED PAVED AND BUILDING EROSION CONTROL! PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEAR/NG, GRADING OR OTHER AREAS AS WELL AS AREAS INDICATED TO BE GRADED ON THE PLANS CONSTRUCTIONN, B. ALL CLEARING AND GRUBBING WITHIN THE UT/L/TY EASEMENTS AND SPECIAL 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM FILL AREAS SHALL BE TO THE LENGTH AND WIDTH NECESSARY TO CONSTRUCT THE ALLOWABLE SLOPE" /S 2:1 (HORIZONAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF IMPROVEMENTS SHOWN ON THE PLANS. 4.• 1 OR BETTER ARE TO BE ACHIEVED. �• 5• PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE C ALL TREES, BRANCHES, VEGETATION AND DEBRIS SHALL BE DISPOSED OF ALBERMARLE COUNTY DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED INA LEGAL MANNER ACCEPTABLE TO THE OWNER AND ENG/NEER. BURNING PERM/TS NECESSARY /N ORDER TO STABILIZE A DRAINAGE CHANNEL. WILL BE OBTAINED BY THE CONTRACTOR AT HIS EXPENSE. 6. ALL TRAFFIC CONITROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UN/FORM TRAFFIC D. ALL TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD CONTROL DEVICES. INTERSECT/ONS SHALL BE REMOVED SO AS TO OBTAIN THE MAXIMUM SIGHT 7 UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS R. DISTANCE AT EACH INTERSECTION. 0.13 3.16 B. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR 5. TOPSOIL STR/PP/NG THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). CONTRACTOR SHALL REMOVE TOPSOIL TO ITS ENTIRE DEPTH FROM ALL AREAS 11 1/4 TD BE GRADED AND OR FILLED. HE SHALL STOCKPILE OR REMOVE THE TOPSOIL 2.16 FROM THE SITE AT OWNERS DIRECTION. 0.13 6. GRADING A. ROADWAYS, EASEMENTS, AND SPECIAL FILL AREAS TO BE GRADED AND COMPACTED TO THE FINISHED SUBGRADE OR GRADES AS SHOWN ON THE 90 PLANS. CONTRACTOR OR OWNER SHALL HAVE REPRESENTATIVE SUBGRADE 3.83 CBR TEST RUN AND SHALL REPORT TO THE OWNER, ENG/NEER, AND ANY 0.83 AFFECTED GOVERNMENTAL AGENCIES ANY TEST WH/CH SHOW A CBR OF LESS THAN 10. IN SUCH CASE ROAD PAVEMENT DESIGN MAY HAVE TO BE RE- DESIGNED TO MEET WITH THE ACTUAL SOIL CONDITIONS ENCOUNTERED 45 B. IF UNSUITABLE MATERIAL IS ENCOUNTERED WITHIN THE ROADWAY, PARKING 3.58 AREA OR ANY SPECIAL FILL AREA, IT SHALL BE REMOVED FROM THE ENTIRE 0.43 PROPOSED PAVED AREA OR FILL AREA AND REPLACED WITH SELECT BACKFILL WHICH IS SUITABLE FOR ROADWAY (OR BUILDING SITE) CONSTRUCTION AS PER 'ROOT' REQUIREMENTS AND ANY SPECIAL REOUIREMENTS OF THE COUNTY 22 1/2 OWNER, ENG/NEER, AND ANY AFFECTED GOVERNMENTAL AGENCIES. 2.58 C. FILL AND BACKFILL MATERIAL SHALL BE COMPACTED TO 95�' STD. PROCTOR 0,24 DENS/TY AT OPTIMUM MOISTURE f-23' UNLESS SPECIFIED OTHERWISE ON THE 4.OQ PLAN. 0.572 D ALL GRADING OPERATIONS SHALL BE DONE IN SUCH A MANNER SO AS TO 11 1/4 PROVIDE POSITIVE DRAINAGE AT ALL TIMES. 2:33 E. AT ALL ROAD INTERSECTIONS IN A CUT SECTION, THE BACK SLOPES AND 0.18 VEGETATION SHALL BE CUT BACK WITH AT LEAST 3.'1 BACK SLOPES SO AS TO PROVIDE THE BEST POSSIBLE SIGHT DISTANCE F. STANDARD SPRING BOXES (SB -1) AND UNDERDRAIN SYSTEM (UD -1 UO -2) WILL BE INSTALLED AT LOCATIONS SHOWN ON THE PLANS AND WHEREVER FIELD CONDITIONS WARRANT. 7 DRAINAGE STRUCTURES AND MINOR EXCAVATION A. ALL PIPE CULVERTS AND STORM SEWER SYSTEMS SHALL HAVE A MINIMUM COVER OF I FOOT AND BE MADE OF THE MATERIAL SPECIFIED ON THE PLANS. 1F THIS PROJECT IS LOCATED IN HENRICO COUNTY, ALL STORM SEWER SHALL HAVE A MINIMUM OF 4" INCHES AGGREGATE BEDDING MATERIAL. B. BACKFILL FOR ALL UTILITIES WITHIN PROPOSED STREETS SHALL BE PLACED GENERALLY /N ACCORDANCE WITH ALBEMARLE COUNTY UTILITY SPECIFICATIONS AND THE FOLLOW/NG CRITERIA: 1) NO TRENCH SHALL BE BACKFILLED UNTIL AUTHOR/ZED BY THE INSPECTOR OR OWNER OR HIS AUTHORIZED REPRESENTATIVE. MATERIALS USED FOR BACKFILL FROM THE TRENCH BOTTOM TO 12 INCHES ABOVE THE PIPE' SHALL BE SELECT MATERIAL, FREE FROM FROST, LARGE CLODS, STONES, AND DEBRIS. IT SHALL BE THOROUGJIL Y AND CAREFULLY COMPACTED TO INSURE A SOUND BACKF/LL AROUND AND OVER THE PIPE. 2) BACKFILL SHALL BE COMPACTED BY MECHANICAL TAMPING THROUGHOUT THE DEPTH OF THE TRENCH TO OBTAIN 959 DENSITY AT OPTIMUM MOISTURE* -29>: THIS IS TO INSURE A SUITABLE SUBBASE ACCEPTABLE FOR PROPOSED STREETS AND PARK/NG AREAS 3) /F /N THE OPINION OF THE OWNER, THE ENGINEER OR ANY AFFECTED GOVERNMENTAL AGENCY THE MATERIAL TAKEN FROM THE 917'CH IS NOT SU/TABLE FOR BACKFILL, IT SHALL BE REMOVED AND ACCEPTABLE MATERIAL USED FOR BACKFILLING SHALL BE OBTAINED C. TRENCHES SHALL BE EXCAVATED TO A MINIMUM OF 4 INCHES BELOW THE BOTTOM OF THE BARREL OF THE PIPE AND A BEDDING SHALL BE PROVIDED AND INSTALLED OF SELECT MATERIAL SUITABLE TO MEET VDOT PB -1 PIPE INSTALLATION REQUIREMENTS. TRENCHES SHALL NOT BE CUT OVER 16 INCHES WIDER THAN THE OUTSIDE DIAMETER OF THE PIPE UNLESS AN UNSUITABLE FOUNDATION MATERIAL IS ENCOUNTERED 8. BASE AND PAVEMENT ITEMS A. SUBGRADE MUST BE CHECKED BY AFFECTED GOVERNMENTAL OFFICIALS, AND OWNER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS APPLIED. B. BASE AND PAVEMENT MATER/ALS SHALL MEET ALL 'VDOT' SPECIRCATIONS AND SHALL BE APPLIED IN ACCORDANCE WITH THE CURRENT 'VDOT' SPEC!- FICATION•S. ALL MATER/ALS MUST BE TESTED AND APPROVED BY 'VDOT' OR APPLICABLE GOVERNMENTAL AGENCY OFFICIALS PRIOR TO EMPLACEMENT. C. PAVING OPERATIONS SHALL NOT BE STARTED BETWEEN NOVEMBER 15 AND APRIL I WITHOUT WRITTEN AUTHORIZATION OF ALBEMARLE COUNTY OFFICIALS AND THE OWNER D. WHEN US/NG PUG MILLED AGGREGATE BASE MATERIAL WHICH /S TESTED BY 'VDOT' OFFICIALS AT THE PLANT, THE TEST WILL BE GOOD FOR 90 DAYS ONLY. ADDITIONAL %N PLACE" TEST SHALL BE MADE AFTER 90 DAYS. E WHEN LOCAL BASE MATER/AL (TYPE //) IS PROPOSED FOR ROAD BASE, IT SHALL BE TESTED AND APPROVED BY 'VDOT' OFFICIALS PRIOR TO BEING USED. OWNER AND ANY AFFECTED GOVERNMENTAL OFFICIALS SHALL ALSO CHECK AND APPROVED LOCAL BASE MATERIALS FOR DEPTH, COMPACTION, AND CONSISTENCY ONCE IT HAS BEEN PLACED IN ROADWAYS. 9. SEEDING AND MULCHING, ETC. A. ALL FERTILIZING, SEEDING, LIMING, AND MULCHING WILL BE DONE AT THE FOLLOWING RATES UNLESS SPECIFIED OTHERWISE IN PLANS.' 1) LIMESTONE -2000 LBS PER ACRE 2) FERTILIZER -1000 LBSS, PER ACRE (10-10-10) OR EQUIVALENT 3) KENTUCKY 31 FESCUE -150 LBS. PER ACRE 4) ANNUAL RYEGRASS-100 LBSS, PER ACRE 5) MULCH (STRAW OR APPROVED EQUIVALENT) -4000 LBS. PER ACRE 10. ALL ENTRANCE PERMITS TO PUBLIC ROADS MUST BE OBTAINED. BY THE CONTRACTOR AT HIS EXPENSE PRIOR TO CONSTRUCTION. ALL OTHER PERMITS NECESSARY TO UNDERTAKE THIS PROJECT MUST BE OBTAINED BY THE CONTRACTOR PRIOR TO CONSTRUCTION (AT THE CONTRACTORS EXPENSE). /1. ELEVATIONS ON THE PLANS ARE TO DATUM ESTABLISHED BY THE N.G.S. OF THE N.0.A.A. 12. A LONGITUDINAL DROP INLET (ON GRADE) SHALL BE POURED WITH THE THROAT ON THE SAME GRADE AS THE ADJOINING CURB AND GUTTER UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS 13. ALL CONSTRUCTION STAKING WILL BE AT THE CONTRACTORS EXPENSE UNLESS AGREED UPON BY THE OWNER /N WRITING 71- OWNER RAW ME ►!'4p ��� ��W� ��rr ���� ���i 'W��W:•W�`WAjM9f . C /QW Lggwig -woo KENNEDY GUARDIAN (K -81A) MUELLER CENTURION (A-423) 1 OR APPROVED EQUAL 6' MIN (270 ) 7 CU. FT, GRAVEL -, M07E PROVIDE TRANSVERSE CONTRACTION JOINTS EVERY 5' AND EXPANSION JOINTS AT NO MORE THAN 20' INTERVALS. JOINT SEALING -� MATERIAL VARIES 5" CONCRETE BROOM FINISHED -.t -- 0.25'.• 1' MIN. ° d d < E e a d. 4" 2" RADIUS 6; 2' - 0" 2" 2" RADIUS : ' I FACE OF CONC. TO BE CLASS A-3 BUILDING lF CAST /N PLACE, I CLASS A4 IF PRECAST oo D SURFACE d I) N '. BASE ISOLATION JOINT W/ 0.5" 4 THICK PREFORMED JOINT FILLER SUBBASE 4" 57 STONE 0" if COMPACTED SUBGRADE --� �• BEDDING 4" GRANULAR FILL �ID.O..._ ��. ('G�� �� T. �+ /^+/t �+ ' 0.5" THICK PREFORMED / �• V.D. O. ! . J TD. t�V �V JOINT FILLER NO SCALE NO SCALE SIDEWALK DETA/L 10' PER 10' NO SCALE RAMP DOWN PLAN RAMP DOWN PRECAST CONC. HITUM. CONC. CURB STOP •----- TIENT 75" . ..777 7' ----� �I CROSS SECT/ON 3000ps1 AIR ENTRAINED CONCRETE PA !/EVENT MARK/NG DETAIL NO SCALE NOW! HYT)MANt M11 -11T nr EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. LENGTH OF BRANCH VARIES - 2' TO 10' ---•►; 36"MIN : � � •' 25100 P.S.I. CONCRFTE- - - -- BASE ANO THRUST BLOCK AGAINST rr •-,r UNDISTURBED STABLE SOIL STEEL PILE - WHIEN THE SOIL IS CISTURBED OR WHEN A IHYDRANT IS LOCATED IN A RLL. ANCHOR THIE VALVE TO THE HYDRANT WITH 2-3/4' THiREAOED RODS IN ,ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHIALL BE USED AS ADDITIONAL SUPPORT 6' GATE VALVE 8•x6' TEE 3/4' THREADED RODS TO MAIN IN ALL INSTALLATIONS. RODS SHALL BE GALVANIZED OR ASPHALT COATED 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, 2. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH, SIGNS SHALL BE AT LEAST FOUR (4) FEET ABOVE -GRADE, BUT NO HIGHER PLANTHAN SEVEN (7) FEET ABOVE -GRADE. PLAN HANDICAPPED ROM SIGN (USE "VAN" ACCESSIBLE SIGN WHERE HAND/CAPPED ACCESS CURB CUTS DESIGNATED ON PLANS) NO SCALE FIRE LANE LOCATIONS SHALL SE CLEARLY INDICATED ON THE SUBMITTED SITE PLAN. YELLOW CURB MARKING AND A---- - VL �l n' fir-r/Tvu JrvrvJ, r-vOrcu fir fJ TO 100 //V/tf1VfIL5 ARE THE STANDARD MEANS SY WHICH TO DELINEATE FIRE LANES. 1"1 NO PARKING FIRE , LANE N ------ _ REFER TD THE VIRGINIA MANUAL TOWING - FOR BENDS 8" SMAUER OF UNIFORM TRAFFIC CONTROL ENFORCE USESTRAP ON B NO WITH DEVICES FOR STREETS AND ANf.HOR BOLT ON CENTER LINE HIGHWAYS OF BEND. -,FOR BENDS 10' THROUGH 12' USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18' SEND 'QSE 3 STRAPS AS SHOWN. USE BRACING STRAPS ON ALL PIPE SIZES ELEVATION PAINT ALL EXPOSED STEEL 'ATH 2 COATS OF BITUMINOUS PAINT. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 DIRECTED. LACE 5' GALV, WITNESS " POST PAINTEDLUE TO INDICATE VALVE LOCATION AS o MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. a FINISHED GRADE - -� WATER 2500 P.S.I. CONCRETE THRUST BLOCK -- -AIIJI 11 TAnir VAI Vr MnX W/ in nINU11AM b LA rI On YlO rll1. 400M (:.IVY W r Y1'r.) Ori At. 91 Vt 1.1 1'.01)Ao.. M.J. GATE VALVE LINE 2'x 2' BEARING.AREA. CHART FOR UPPER VERTICAL BLOCKING 3' THREAD IN NOMINAL INSIDE' DIAMETER EXTRA STRONG STEEL PIPE 8 WIDTTH DIM, TH+C;KNES', of STRAP i/4 STA R H 1/4" TH'Ct -�-P-L-A�TT wA: NI 3/4' ANCHC SIGN COL ORS: RED LETTERS & BORDER ON A WHITE REFLECTORIZED BACKGROUND R O� r PIP 8 :LATER FO :NDS & CONCRETE CLASS 'B" R'"`', Model 870V SECTION N -Shape Position NOTE• STANDARD 90' NOOK ON ENO OF ANCHOR BOLTS TO FACE CENTER OF IBLOCKS. CONCRETE BrCKING FOR UPPER VERTICAL BENDS N.T,s. FIG. W -3A FOR ALL BENDS WIDEN TRENCH TO �p ACCOMMODATE ANCHOR IF REQUIRED. BEDDING AS REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS 111 TEE AND PLUGS VOL'. SIZE OF (FEET) CU. YO. (FEET) CU.'YD, 1 BEND ANCHOR BARS CG -2/6 (TYP.) OR MONOLITHIC L H T L H T 9 114 20 314 33 112 41 112 90 2.50 POUR SIDEWALK 3.01 0.24 1 ' 2.5' 2.5' J ' ��CD n poU51_C CNecy_ AS,SEM bL Y (tiJTE>�L1012� MODE 1- 0Y z 1% /CURB 4'' dt 6" 45 HANDICAPPED 2.25 2.60 0.15 CURB STOP DETA 22 1/2 HP CUR CUT __CONCRETE NO SCALE PARK/NG 0.10 2.00 2,25 2.50 O.tl5 11 1/4 1.50 2.00 2.50' .' SIIIEWAZK'. 90 3.66 �` 3,21 r�CQNCR£TE CURB & GU77ER HANDICAPPED SPACES SHALL BE IDENTIFIED BY ABOVE GR4DE SIGNS AS h `` �• a5 2.66 2.66 2,77 0,26 RESERVED FOR PHYSICALLY HANDICAPPED PERSONS. THE LOWER EDGE OF 221/2 1.66 PA !/EVENT MARK/NG DETAIL NO SCALE NOW! HYT)MANt M11 -11T nr EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. LENGTH OF BRANCH VARIES - 2' TO 10' ---•►; 36"MIN : � � •' 25100 P.S.I. CONCRFTE- - - -- BASE ANO THRUST BLOCK AGAINST rr •-,r UNDISTURBED STABLE SOIL STEEL PILE - WHIEN THE SOIL IS CISTURBED OR WHEN A IHYDRANT IS LOCATED IN A RLL. ANCHOR THIE VALVE TO THE HYDRANT WITH 2-3/4' THiREAOED RODS IN ,ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHIALL BE USED AS ADDITIONAL SUPPORT 6' GATE VALVE 8•x6' TEE 3/4' THREADED RODS TO MAIN IN ALL INSTALLATIONS. RODS SHALL BE GALVANIZED OR ASPHALT COATED 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, 2. MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH, SIGNS SHALL BE AT LEAST FOUR (4) FEET ABOVE -GRADE, BUT NO HIGHER PLANTHAN SEVEN (7) FEET ABOVE -GRADE. PLAN HANDICAPPED ROM SIGN (USE "VAN" ACCESSIBLE SIGN WHERE HAND/CAPPED ACCESS CURB CUTS DESIGNATED ON PLANS) NO SCALE FIRE LANE LOCATIONS SHALL SE CLEARLY INDICATED ON THE SUBMITTED SITE PLAN. YELLOW CURB MARKING AND A---- - VL �l n' fir-r/Tvu JrvrvJ, r-vOrcu fir fJ TO 100 //V/tf1VfIL5 ARE THE STANDARD MEANS SY WHICH TO DELINEATE FIRE LANES. 1"1 NO PARKING FIRE , LANE N ------ _ REFER TD THE VIRGINIA MANUAL TOWING - FOR BENDS 8" SMAUER OF UNIFORM TRAFFIC CONTROL ENFORCE USESTRAP ON B NO WITH DEVICES FOR STREETS AND ANf.HOR BOLT ON CENTER LINE HIGHWAYS OF BEND. -,FOR BENDS 10' THROUGH 12' USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18' SEND 'QSE 3 STRAPS AS SHOWN. USE BRACING STRAPS ON ALL PIPE SIZES ELEVATION PAINT ALL EXPOSED STEEL 'ATH 2 COATS OF BITUMINOUS PAINT. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 DIRECTED. LACE 5' GALV, WITNESS " POST PAINTEDLUE TO INDICATE VALVE LOCATION AS o MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. a FINISHED GRADE - -� WATER 2500 P.S.I. CONCRETE THRUST BLOCK -- -AIIJI 11 TAnir VAI Vr MnX W/ in nINU11AM b LA rI On YlO rll1. 400M (:.IVY W r Y1'r.) Ori At. 91 Vt 1.1 1'.01)Ao.. M.J. GATE VALVE LINE 2'x 2' BEARING.AREA. CHART FOR UPPER VERTICAL BLOCKING 3' THREAD IN NOMINAL INSIDE' DIAMETER EXTRA STRONG STEEL PIPE 8 WIDTTH DIM, TH+C;KNES', of STRAP i/4 STA R H 1/4" TH'Ct -�-P-L-A�TT wA: NI 3/4' ANCHC SIGN COL ORS: RED LETTERS & BORDER ON A WHITE REFLECTORIZED BACKGROUND R O� r PIP 8 :LATER FO :NDS & CONCRETE CLASS 'B" R'"`', Model 870V SECTION N -Shape Position NOTE• STANDARD 90' NOOK ON ENO OF ANCHOR BOLTS TO FACE CENTER OF IBLOCKS. CONCRETE BrCKING FOR UPPER VERTICAL BENDS N.T,s. FIG. W -3A FOR ALL BENDS WIDEN TRENCH TO �p ACCOMMODATE ANCHOR IF REQUIRED. BEDDING AS REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL'. SIZE OF (FEET) CU. YO. (FEET) CU.'YD, 4" 14 7 718 26314 13 314 23 114 BEND 7 15 112 24 31 300 L H T L H T 9 114 20 314 33 112 41 112 90 2.50 2.50 3.01 0.24 Weights do not include risers cr optional valve setter. Lay length with optional MJ x FL valve setter, -With NRS Gate Valves _ Refer to Specification Sheet SS VS for details on valve setter. ��CD n poU51_C CNecy_ AS,SEM bL Y (tiJTE>�L1012� MODE 1- 0Y z 1% 4'' dt 6" 45 2.00 2.25 2.60 0.15 22 1/2 1,50 2.00 2.52 0.10 2.00 2,25 2.50 O.tl5 11 1/4 1.50 2.00 2.50' 0)0 90 3.66 3.16 3,21 0.48 g' a5 2.66 2.66 2,77 0,26 221/2 1.66 2,16 2,69 0.13 3.16 2.91 2.66 0.332 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10* k 12" 45 3.33 3.58 2.95 0.43 22 1/2 2.33 2.58 2.86 0,24 3.83 4.OQ 2.83 0.572 11 1/4 1.83 2:33 2.84 0.18 7 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPEUNE CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. NCDTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. 2• USE 2500 P.S.I. CONCRETE. '3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4, THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF TYPICAL GATE VALVE ALL THRUST BLOCKS. NTS CONCRETE THRUST BLOCKS Rc. w-5 NTs FlG. W-3 LETTERS.' TWO (2) INCH "C" SERIES YELLOW CURB MARKING FIRE LANE DESIGNATION DETAILS NO SCALE NOTE: The Model 870V is shipped in the N -shape position as shown above - Dimensions Model 870V Vertical Position E E1 MRS Side View M Size I A 11 C E E1 NRS C5RY Kull Open F to K •LL M NET •'VVT Approwimete 2 1t2' 121/2 25 314 24 114 12 1/4 153/4 16 518 6 114 13 5/0 NIA 271/4 190 3- 12 112 25 314 24 3/4 /2 112 22 114 165/6 6 1/4 1t 118 21 1/2 28 t/4 280 4" 14 7 718 26314 13 314 23 114 1711M6 7 15 112 24 31 300 6" 16 323116 32 114 17314 30 _21i12 t 9116 8 18 518 29 37 114 0 8 7917- 33 11116 38 5118 7 314 21 518 9 114 20 314 33 112 41 112 780 10' 21 43 e0 314 27 47 271/2 10 ld 45 48 1320 Weights do not include risers cr optional valve setter. Lay length with optional MJ x FL valve setter, -With NRS Gate Valves _ Refer to Specification Sheet SS VS for details on valve setter. ��CD n poU51_C CNecy_ AS,SEM bL Y (tiJTE>�L1012� MODE 1- 0Y z 1% L I Sj1'24j7V 16. 00 ` L2 N69*35'07V 26.82' �j SJ4 * 11:28 "W 5727' L 4 S48*2J'12 V J1.91, �5 568'0j'07V 50.62' L 6 S84 '25J4 V 5j. 6 1' - L7 SJ4'02'1 6 V 7 ��6,47' L 8 S59 100 101 11w 81.47' L 9 SJ8 * 17'0 7 V 84.45' L 10 S66J4'18 V 43. J9' L11 S5244'1 I V 107jj' L 12 SJ6J2'12 V 59.72' L 13 SJ6'00'58 V 44.80' L 14 SJ730 , I 1'�_ 52. J6' L 15 Sj 1'/ 649 V 4329' L 16 S48'5 I 'J2 V 45.54' L 17 S64 *2J'l 5 V YJT 3-2---r- L 18 NJ4'00 �a3 V 25.17' L 19 N8J*50'41 V 49.51' L20 S56*4j'13V J7 6J' L21 N65J2'59 V 26.79' L22 S58 '5442 V 89.67' L2J S025 1'44 V 47 96' L24 S85J 7 '55 **W 26.72 " L25 54 P48"I 4 V J2. 00' L26 N62*02`06V J4.12' L27 S27*06'09 V 5714' L28 N64*50'07"W 4399' L29 S7026:22 V 66.52' LJO N88*40'14 V 112.92' LJ1 I S55 -2447"W. L_ 45.9j' Nlf - WRIGHT, JOSEPH W. dR. USE- UNDEVEL OPED TAX MAP IIJ2-41-E ZONED: CO M S-1 N T LAUREL HILL"RAPTIST i-711URCH177" USE- CHqRCff1 V AIAO 7 �9 10 co cq S1 Tf - S TA TIS TICS I. T.E. TRIP GOOM5106-1 C-1 C, [�_ z .;;i OWNER: 0 WEEKDA Y 7 RIP Ll VQ GENERA LIGHRM NO 7. THE SPILLOVER OF LIGHTING FROM PARKING AREA LUMINARIES ONTO PUBLIC ROADS AND UNITED LAND CORPOM TION OF AMERICA 00 00 5 PROPERTY IN RESIDENTIAL OR RURAL AREA ZONING DISTRICTS SHALL NOT EXCELcD ON -HAL FOOT CANDLE. clo GOLD LEAF LAND TRUST NO. J A _j --�,_j z Nlf - WRIGHT, JOSEPH W. dR. USE- UNDEVEL OPED TAX MAP IIJ2-41-E ZONED: CO M S-1 N T LAUREL HILL"RAPTIST i-711URCH177" USE- CHqRCff1 V AIAO 7 �9 20,000 SO t-1 (GALLl CONTRACT PURCHASERIDEVELOPER.- SUBURBAN Of-FICE1710 VALUE AMERICA, INC. 10,000 50 fT (CAFE)140 EMP 55(5)=275 VTD NO 1560 INSURANCE LANE 10,000 SO. FT (GY1V)110 EMP. ANY f 'UTURE OCCUPANT OF AN INDUSTRIAL CHARA CTER SHALL C01VFL Y CHARL077FSVILLE, VIRGINIA 22911 WITH THE PERFORIVANCE STANDARDS SET f-ORTH IN SECTION 4.74. 10,000 SO. FT (SERVER 5 EMP. ICE -PRESIDENT A7TV: MR. NEAL HARRIS, EXEC. V TOTAL VTD 2195 PHONE: (804) .951-4260 fA-)(.* (804) 817-8911 TA MAP,- ZJ2-17 ZONING: L / & RA OVERLAY DISTRICT- AIRPORT PROTECTION AREA (AIA) MAGISTERIAL DISTRICT: RIVANNA LAND AREA.- 34.14 ACRES (29.0 AC. (Lo & 5.14 AC, (AA)) SITE COVERAGE: bLDG.1PARA<1NG 9. 8 ACRES OPEN SPACE., 23.2 ACRES (707v) D USE- OFFICE & CORPORATE HEADOUARTERSICAMPUS . ....... PROPOSE M4 IN HEA D 0 UA R TERS. 88, 000 SO FT (NET) I 10, 000 SO. FT. (GROSS), 5'STORY OFFICE 0 65 HEIGHT EAST ANCILLARY BUILDING. 0 ,0NffRkA RT 5 Cf _NTER 0 28' HT. 20,000' SO. FT.(GROSS), 2 57Y CA (CLI Nf S CA (MAIN LEVfL) 8000 SO FT (NET) FITNESS CENTER (8000 SO. FT. (NET fWEST AMCILLARY BUILDING. till, SO AR 30 .000 SO fT(GROSS), 2 STY CALL CENTf RICOUPUTf R RVf R EA 28' HT fill CALI- CENTfR (MAIN Li-VELS) 16,000 SO. FT. (NET) COMPUTER SERVER AREA (SUB -LEVEL ASEMENT) 8000 SO FT (NET) TOTAL NET BUILDING ARLA= 148,000 SO FT fCOUNTY ERVICE A UTHOR17-Y fSEWER & WA TER. - A L SEMA RL i WATER RESOURCE AREA: DEVE OPMENT AREA DESIGNATION 'Jill AI(RpORT S1 TE IS NO T W1 THIN A DES46-,AA TED RESf R VOIR WA TERSHED CLFIVTER INDI i,5T RIAL ROAD ACCESS. AIRPORT ROAD, STATE ROUTE 649 V.D. 0. T RIW 5MVIBUP PER COUNTY ORDINANCE STORYWATER MANAGEMENT RARK RARKING REOUIREMENTS: - ----- ------- IF 128, 000 NET AREA1200=640 PARKING SFACE5 MIN REOUIRED PER Co. CODE o 'ARA, -/V PIETSCH, CHARLES F LJR.,, -5 PROPOSED EMPLOYEE COUNT IN Of FICE & CALL CENTER=900 TOTAL IETSCH�, CHARLES F OR SAI?A,H"- OR DE801fAH 7 925 SPACES REOU11M D ir �7, ROUTE 2, 80, 8, NIF FOSTER, DONAZD W C. EARL YS 'A RAH CHAkZLS�,, F 0/? 4 7 SPA CES PRO VlDf D (W1 20 HP INCL UQED) j4L7�C 3705 D05LEANN DRIVE USE., ON P, OX 7�� P, Q. SOX 7077 LL VA 18 SE RVICLS SPACES fiE -OUIRf -D Of _FICEI�SH P N V 'VA. .... ... CHARLIOTTESVIL CI-IARLOTTL-SV14 1LchA1,A`tOT7E5V14/E, 1 USE: SE R ICES SPACES PRO VIDED FFICEIXARSHOUSL USE: OFF SHOP U/y TAX IVAP ;O�J2 -'RE,_i5R0VCE-- D.R. 1745, PG. 696 �EV Ti, l, POj� --T 'P 2­`� 7--iiE T AX )i(i4P(XQ4 Ll DATA COLLECTION JORDAN CONSULTING ENGINEERS ZONED-: Z04' cs�ITER L AIRPORT"CENTER "L 0 T X ORT C�71VTE ?T I R CHFIELD CORP.. --N T F08, _VE� OPED S Fir AA)c 2 C 0 77, :5' -P4 4 VE �NPE 1C L CC r4__sN .... .. .... . NG XISTING DWEL41 (70 --BE -71 PA P SqA/ COMPI Y 4,��E�ICA gR K-, VA -4 Ny 0 P, T TYPE -1 PA JU N11,_ 4Z �k ZONf D.- 'uIr ,�w " I 1� . L 9- 4 I'UNDIS�TYR, Zt, 'UT _4� 7-k 14 - STS L sus - ink J /k __94 K LJ'Al y. HE j Lij oW . ..... -VP,,VF 011k 'o L) PA N7 y V IF) i v/ �5, 4 0 A3 A V 7Z v, 8hF c &W .... .... ... z Tylo" 4 I�G �E T4A 7 77 17 V, P" _10 L _7 --f rn 2�, 7� too,",, .77 7— -7 7 777 7 7 7f �7 A�_ _C, E p 160 _'V 80 0 40 80 RE4L t5rATE 'COUNDA7'10 N F U. V�' �N- 320 F U /)OCT) RFA I X, /cc IAII �ijN Q (j 10 co cq S1 Tf - S TA TIS TICS I. T.E. TRIP GOOM5106-1 C-1 C, [�_ z .;;i OWNER: 0 WEEKDA Y 7 RIP Ll VQ GENERA LIGHRM NO 7. THE SPILLOVER OF LIGHTING FROM PARKING AREA LUMINARIES ONTO PUBLIC ROADS AND UNITED LAND CORPOM TION OF AMERICA 00 00 COIVIVf RCIAL OFFICE1700 15 TE PER 1000 SO. FT15 TE PER EMPLOYEE PROPERTY IN RESIDENTIAL OR RURAL AREA ZONING DISTRICTS SHALL NOT EXCELcD ON -HAL FOOT CANDLE. clo GOLD LEAF LAND TRUST NO. J A _j --�,_j z (112) 2JJ5 SEMINOLE LANE �fJOO 6 (40", E &A s 2 2. EACH OUTDOOR LUMINAIRE EOUIPPED WITH A LAMP WHICH EIV17S JO00 OR MORE INITIAL CHARLOTTESVILLE, VIRGINIA 22901 0 acsim1cooE t1pA LUMENS SHALL BF A FULL CUT OFF LUIVINAIRE OR A DECORATIVE LUIVINAIRE WITH FULL SUBURBAN OFFICE1710 CUT OFF OPTICS A TTN.- IVR. WENDELL WOOD, PRESIDENT :_m 0) IN, , I 10, 000 50. FT (HO) 1,5(1J0,000)11000=1_Q50 VTD PHONE.- (4�04) 975—JJJ4 F4Y- IRIId) 07,q -179R7 0, .��Ivo , 0 20,000 SO t-1 (GALLl CONTRACT PURCHASERIDEVELOPER.- SUBURBAN Of-FICE1710 VALUE AMERICA, INC. 10,000 50 fT (CAFE)140 EMP 55(5)=275 VTD NO 1560 INSURANCE LANE 10,000 SO. FT (GY1V)110 EMP. ANY f 'UTURE OCCUPANT OF AN INDUSTRIAL CHARA CTER SHALL C01VFL Y CHARL077FSVILLE, VIRGINIA 22911 WITH THE PERFORIVANCE STANDARDS SET f-ORTH IN SECTION 4.74. 10,000 SO. FT (SERVER 5 EMP. ICE -PRESIDENT A7TV: MR. NEAL HARRIS, EXEC. V TOTAL VTD 2195 PHONE: (804) .951-4260 fA-)(.* (804) 817-8911 TA MAP,- ZJ2-17 ZONING: L / & RA OVERLAY DISTRICT- AIRPORT PROTECTION AREA (AIA) MAGISTERIAL DISTRICT: RIVANNA LAND AREA.- 34.14 ACRES (29.0 AC. (Lo & 5.14 AC, (AA)) SITE COVERAGE: bLDG.1PARA<1NG 9. 8 ACRES OPEN SPACE., 23.2 ACRES (707v) D USE- OFFICE & CORPORATE HEADOUARTERSICAMPUS . ....... PROPOSE M4 IN HEA D 0 UA R TERS. 88, 000 SO FT (NET) I 10, 000 SO. FT. (GROSS), 5'STORY OFFICE 0 65 HEIGHT EAST ANCILLARY BUILDING. 0 ,0NffRkA RT 5 Cf _NTER 0 28' HT. 20,000' SO. FT.(GROSS), 2 57Y CA (CLI Nf S CA (MAIN LEVfL) 8000 SO FT (NET) FITNESS CENTER (8000 SO. FT. (NET fWEST AMCILLARY BUILDING. till, SO AR 30 .000 SO fT(GROSS), 2 STY CALL CENTf RICOUPUTf R RVf R EA 28' HT fill CALI- CENTfR (MAIN Li-VELS) 16,000 SO. FT. (NET) COMPUTER SERVER AREA (SUB -LEVEL ASEMENT) 8000 SO FT (NET) TOTAL NET BUILDING ARLA= 148,000 SO FT fCOUNTY ERVICE A UTHOR17-Y fSEWER & WA TER. - A L SEMA RL i WATER RESOURCE AREA: DEVE OPMENT AREA DESIGNATION 'Jill AI(RpORT S1 TE IS NO T W1 THIN A DES46-,AA TED RESf R VOIR WA TERSHED CLFIVTER INDI i,5T RIAL ROAD ACCESS. AIRPORT ROAD, STATE ROUTE 649 V.D. 0. T RIW 5MVIBUP PER COUNTY ORDINANCE STORYWATER MANAGEMENT RARK RARKING REOUIREMENTS: - ----- ------- IF 128, 000 NET AREA1200=640 PARKING SFACE5 MIN REOUIRED PER Co. CODE o 'ARA, -/V PIETSCH, CHARLES F LJR.,, -5 PROPOSED EMPLOYEE COUNT IN Of FICE & CALL CENTER=900 TOTAL IETSCH�, CHARLES F OR SAI?A,H"- OR DE801fAH 7 925 SPACES REOU11M D ir �7, ROUTE 2, 80, 8, NIF FOSTER, DONAZD W C. EARL YS 'A RAH CHAkZLS�,, F 0/? 4 7 SPA CES PRO VlDf D (W1 20 HP INCL UQED) j4L7�C 3705 D05LEANN DRIVE USE., ON P, OX 7�� P, Q. SOX 7077 LL VA 18 SE RVICLS SPACES fiE -OUIRf -D Of _FICEI�SH P N V 'VA. .... ... CHARLIOTTESVIL CI-IARLOTTL-SV14 1LchA1,A`tOT7E5V14/E, 1 USE: SE R ICES SPACES PRO VIDED FFICEIXARSHOUSL USE: OFF SHOP U/y TAX IVAP ;O�J2 -'RE,_i5R0VCE-- D.R. 1745, PG. 696 �EV Ti, l, POj� --T 'P 2­`� 7--iiE T AX )i(i4P(XQ4 Ll DATA COLLECTION JORDAN CONSULTING ENGINEERS ZONED-: Z04' cs�ITER L AIRPORT"CENTER "L 0 T X ORT C�71VTE ?T I R CHFIELD CORP.. --N T F08, _VE� OPED S Fir AA)c 2 C 0 77, :5' -P4 4 VE �NPE 1C L CC r4__sN .... .. .... . 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I -- /- I I- I- I/ � r � I I- /- . " / -- -- -- -- -1 . \---- �, /- /- - --1 . . . --- 0 0 1 0 1 - - - . NQ TE. ALL RADII ARE 5' UNLESS OTHERWISE NOTED ON PLANS 0 0 0 I114, , I , r� � q 04 Lo co N M Go 00 C6 t',- rg W W 0 J--� E=4 1� �D v g� -4 vo 9 0 4 f ,-- �o ca 0 X . c� N �e.. � (J) p �,- ' i c,j I- cq 0 () . ,-.=A C) U 0 P4 ,-� .. W I u z .� A _0 m 61 4) ,8 i. 04 0 v n - , (-. E5 �R a) -4 W E- w _0 1- F-) I 0 . . I I Z' Al a�0 I 1` .. U/ U/ 0 MH f2 2 STAI.2*80. 17 D ,go =0*00 00WRT. /V/F LAUREL HILL BAPTIST CHURCH 8/ 1308. 75 U/ IV07-2J56r d/ 0 °; r; Q� l ld/dl �1 �� ldl /............... U/ .......... ...... NIF WRIGHT, JOSEPH W. JA MH ,f2 STA. 2+80.17 ... ...... ...... ........... qo el f4. PROP. 20EASEMEIVT .. ........ .. "R MH ,fJ STA.5*50.17 TIE TO EX WA / EN11L 10' D=0*00-007T 12-X12" TAA�;IittdI5t EEVE & V,411L VE .... ... ............ ............. .............. ....... ..... ...... ..... ....... ..0 ... 0 ... la, 95 < i:: . . . . . . . . . . . . . . ... ........... ...... ........... .. L ....... .... ... . . . . . . . . . . . . . . . . . . . . . . . . ..................... . . . . CASING DETAIL NOTES: r 3'M IN. ....... .. ....... ...... (TYR) ........ ..... ......... B ....... ....... 1 Ty CASING PIPE SHALL BE SEALED By USE OF MODEL CCES WRAPAROUND RE CASING r CASING PIPE END SEALS AS MANUFACTURED BY CASCADE WATERWORKS MFG. CO. OF YORKVILLE, IL. ...... CARRIER PIPE OR AN APPROVED EQUAL/OR WRAP ENDS OF CARRIER PIPE WITH TAR PAPER AND ... ..... ...... ..... .. ... I ... . INSTALL 4!' THICK BRICK AND MOTAR PLUG IN THE ANNULAR SPACE WITH A 1 WEEP ..... ... 4 WOOD BLOCKING HOLE. .... .......... ...... SHALL BE 2. THREE CASING SPACERS SHALL BE ATTACHED TO EACH JOINT OF CARRIER ........ ... ................ PRESSURE TREATE PIPE WITH ............... ....... .. .... ONE AT THE CENTER AND ONE NOTMORI THAN 24� FROM EACH END. •......... YELLOW PINE, OR -Lr ...... .... ................ ............ ........... .............. I ....... ....... ... ..... . . . .............. ............. APPROVED EQUAL. 8' THICK BRICK 3* ONE. CASING SPACER SHALL BE LOCATED NOT MORE THAN I Z FROM EACH APPROVED ............ ....... .. ............. ...... .... ... STAINLESS STEEL CASING SPACER. ;t• ....................... . ...... ... ...... & MORTAR PLUG ............ • ........ . .......... ..... ... ...... ... A WITH GRADE REQUIREMENTS BY AN APPROVED STAINLESS STEEL �CASING SPACER. .... ... ...... :L• L ... ....... A STAINLESS- 4. CARRIER PIPE SHALL BE POSITIONED AND RESTRAINED WITHIN CAISING TO COMPLY ........................ ............. STEEL STRAP t' WEEP HOLE . ......... .............. ... ....... SECTION A -A CORROSION PROTECTION. ....... 5. STEEL CASING SHALL HAVE A MIN. YIELD STRENGTH OF 35,000 P I AND s UFFICIENT SECTION B -B 6. CASING SHALL HAVE A MIN. SLOPE OF 0.507. 'Q_ ................. . ........ . ....... 7. LINES TO BE ENCASED UNDER STATE ROADS/RAILROADS WILL COfMPLY WITH COUNTY ..... ... .... ...... .... ....... ........ .... .... ... .................. AND ANY APPLICABLE VDOT/AMERICAN RAILROAD ENGINEERING SPIECIFICATIONS, ..... I .............. .......... ...... ...... :7. .......... r WHICHEVER IS MORE STRINGENT. ....... .... ....... . .................................... ..... ... ... ........ ...... NOTE ....... 10 ........ ...... ............. .... ... ... ...... . . .......... ... . ... ...... .. 2. CARRIER PIPE WITHIN BORES FOR SANITARY SEWER INSTALLATION SHALL 9. REINFORCED CONCRETE CASING PIPE SHALL BE ASTM C-76, CLASS III STEEL CASING .. ...... .... .. ...... ------ ---- BE DUCTILE IRON (CLASS 52) AND IS TO BE USED FROM MANHOLE PIPE SHALL BE ASTM -139, GRADE B. ..... .. ...... ... .. ..... ......... S 1 . THREE POINT BLOCKING SHALL BE USED FOR D.I. PIPE, ARE ALWAYS BEING COMPRESSED. Clq 8. WHEN INSTALLING CARRIER PIPE, CONTRACTOR SHALL PUSH SO THAT PIPE JOINT TO MANHOLE- .... ........... 10. CARRIER PIPE WITHIN BORES FOR SANITARY SEWER INSTALLATION SHALL BE DUCTILE . ......... 3. ENTIRE' LENGTH OF CASING SHALL BE GROUTED. IRON (CLASS 52) AND IS TO BE USED FROM MANHOLE TO MANHfOLE. C-900 PVC, 50 DR -18 PIPE (CLASS 150) MAY BE USED AS AN OPTION, PROVIDEED THERE ARE NO 4. FOR ALTERNATE METHOD OF INSTALLATION SEE CAS -3. PROPOSED OR FUTURE HOUSE LATERALS CONNECTED DIRECTLY INTO THIS PIPE. A -DUTrl <Z0 AT _W F7_ 8/ 40 0 20 40 80 160 —III I— JO' UNDIS 'URBE CASING DETAIL FOR CASING DETAIL SEWER ALTERNATE METHOD FOR GRAVITY SEWER ILINES IN FEET - ------- 1 inch 40 f -------- --------- S10152:21 V 2421.00 SDP 99-132 N07 -23'566E ....._ TRANSITION W UNDER ='': -, N�pG-pATE w w FIRE FLOW ESTIMATE FORM ISO (Insurance Service Office) Method of Calculating NFF(Needed Fire Flow) ENGINEER: JORDAN CONSULTING ENGINEERSDATE: 9-28-99 PROJECT NAME: VALUE AMERICA - CAFETERIA/FITNESS CALC. BY: MMM (WEST ANCILLARY BUILDING) TYPE OF CONSTRUCTION: CLASS 3 (NON-COMBUSTIBLE) Class of Construction Coef. = F: 0.80 GROUND FLOOR AREA = 10.543 # of Stories 2 10,543+1/2 10,543 Total Floor Area = Ai (effective area): 15.815 FIRE AREA CONSIDERED Construction Factor Ci = 18(F)(Al)0.5 Ci = 1750 (ROUNDED TO NEAREST 250 GPM) TYPE OF OCCUPANCY: G-3 (COMBUSTIBLE) (Worst Case) Occupancy Factor = Oi: _ 1.00 EXPOSURE (X) AND COMMUNICATION (P): X1 + P 1 = 0.12 X4 + P4 X2+P2= 0 X5+P5= X3+P3= 0 X6+P6= n (X+P)i=1.0+E (X+P)i= 1.12 (I=11 [MAX. (X=P)i = 1.75] (n = NUMBER OF SIDES OF SUBJECT BUILDING) FIRE FLOW ESTIMATE FORM ISO (Insurance Service Office) Method of Calculating NFF(Needed Fire Flow) ENGINEER: JORDAN CONSULTING ,ENGINEERS DATE: 9-28-99 PROJECT NAME: VALUE AMERICA HEADQUARTERS CALC. BY: MMM (CORPORATE OFFICES) TYPE OF CONSTRUCTION: CLASS 3 (NON-COMBUSTIBLE) Class of Construction Coef. = F: 0.80 GROUND FLOOR AREA = 20,787 # of Stories 5 20,787+(4)(1/2)20,787 Total Floor Area = Ai (effective area): 62,361 FIRE AREA CONSIDER® Construction Factor Ci = 18(F)(Ai)0.5 Ci =-Z750 (ROUNDED TO NEAREST 250 GPM) TYPE OF OCCUPANCY: C-2 (LIMITED) (Worst Case) Occupancy Factor = Oi: 0.85 EXPOSURE (X) AND COMMUNICATION (P): X1 + P1 = 0 X4 + P4 =-D-12- X2 + P2 =_.Q. 12 0.12X2+P2=0.12 X5+P5= X3 + P3 = 0 X6 + P6 = n (X+P)i=1.0+E (X+P)i= 1.24 (I=1) [MAX. (X=P)i = 1.75] (n = NUMBER OF SIDES OF SUBJECT BUILDING) -ikIA2 00 t -A m 1 Z w i w w W 1A 0 ty T 0 CD a CV N 3 t ,. , rrcel NO: or ... .a Subdl Is1on. Lot No. Blk. No. Subdiyiglon: Lot No. Blk. No. —�— �, • OO J ......... �X.................... 'T -CALL CENTER ANCILLARY ARY B 1 DIN u P anc Y, -HFADOQARTERS............ ................. rcri.c .................... 4 ... TYPe.4t Occ ... ........................ _ ................... .0 ............... .......................................................................................... .. Fixture Value Fixture _. .. FI Value u f ........................................................... ........ .............. ....... al No. of � � Fixture Val No of Fixture ;± .. ......... .... ......' '...'.................... ..IFIxtur __ 35 psi _ Fixtures Value psi Fixtures Value ,I rrnkln Foun am Cooler 1 x 1 = 1 Dnnkrn Fonhtoin - Gboler ' x Y R T W �.......... x = x ........ ., �....'.'.'.'.'.'.'.. ' Public 2 x 4 - 8 -- - Public 1 x 10 = 20 12 x6 TE 6 GATE _. = Kitche�r, Slnk.-.._.?: 2".Connecti6h x x = x s , m_._,;k_,_„._.... _..,. ,.,.._ 5r ._..w,f .... Connection 7 = 14 34” Connection - I l/AL !/E X TRANS IQLV'. W .':O!%ER'.. ......... x 2 - x 5 - 35 4 _.. • i then •Sin t f. :' _ 7 r. T$° ection 2 x x = x Lavatory .._ _3/8„ Connection x x = x ............ Lavato 3' nn _...__ 12 11 BE/�D INTER/OR BFP t y .......T. nnection 4 x 10 = 40 �.._1/2 - Connection . 2 x 36 = 144 �4 i ;' NCE........... Service Sink . -. '1.'. Connection = S n!iceF Sink m -,.-1 "Connection = �I' .�- ,w;, ......:.'.. ....................... .............. .......... 3 x x x /2,.. x x x .4,. 3, J i( j ia� W 1A 0 ty T 0 CD 0 CV N 3 510'52 21 1Y 2421.00 0 0 0 0 0 0 O o 0 0 0 0 0 40 r -RAPHTC SUALE 0 20 40 80 ( IN FEET ) 1 inch = 40 ft. 160 ON 82.00 �.F OF 15 RCP CLASS N .......... ........ ........ ........ ........ ....... ...... Z Dl- I INV /N 581.97 INV OUT 578.09 S= 4.73q TA lyr- ....... + 59C WES 411 ........ 10 TOP -576.55 o il C. . T 36 ypx U. T . . . . . F. =5,92. 00 .......... 00 L.F OF 15 RCP CLASS //K INV IN=,572.6,5 INV OUT=571.39,,',-f I S 4,1 7, TYPE GRATE .... 0,j T 95.00 L.F. OF 12- RCP CLAS!!�,,111 .......• NV N=586. 00 INV OUT=581.,97 ...... TOP 591.50 ;9 .. ........... Z, . . . . .. 5, TOR Y, 0cA1............. ..... ....... ..... ............. . .......... ...... .... ......... ...... wommommom .......... .... '77 5' ....... ....... loo OFF—rE Dl- 7 TY /GRATE ......... ....... ......... QUARTEM5 HMV N, TOP=578. 010,11 ....... ........ .. .. ... ... AA 4:0 .......... h. ...... .... .... 88. 00 L. F OF 2. ?CP CLA ..... .. ......... Z�n ........... .......... Ycp C 4 ............ ..... . ...... ....... .......... ...... ....... . ... ..... . ...... sem. ............ ........ 'F. F. E'.'- -IN=57 ............ ............. 1jV-V OUT 6A - 41 INV =0. 50Z ... ......... ............. —5.02,00 .......... , ...... ...... ol ..... ....... ...... . .... gQA --(M N L EV,4�) ..... ... ... ... ........ ... =61 ...... D/ 2B - - ,�4/ L %, . .4.. ..... ....... ....... ... .... 17 TOP ON SLOPE Ir ........... ASS 85. 00 L. F OF 24 RCP Cl, ilzOIVIN,(�� V 1WRY,4t .- ....... INI/N-573.87 INV OUT 73.4 X ... ........... ....... . ------- .......... . .... .... ........... EMEN T - (BA S ........ ... ... ....... x," .F.E." 57 j,. r/ .... .. ff D TOP=58J.2J UN, 1-2C --777 L=10' 24 1. 00 L, F OF 24� Rcp ...... OUT, 7 INV IN=573. J4 11YV 711.IJ9 �19 S=0.81Z ........... Dl- I -+9x 4,4. TOP=576.55 0 -Y xx .. ........ ......... ... 62.00 L.F. -"'Of- 15 `RCP YZACIQ v 5. 0 INV IIV=572.6J IN O�ItI4571.39 • ......... op Al" IT DI -2C, L=20' TOP=577 06 ......... .... TOP 578. 00 d. fa tQt� i I liz, 4 11,1mi • 11=14' DI -JB, t=14' 27 TOP ON SLOPE 15"' RCP CLASS .... ... IFCP CLASS 00 t. F OF 15 IN V IN=- -5 7 1. - =560,7J . .............. 5 OUT IN=564.55 INV OUT560.73 . ......... .. '7\A IN ti o 26. 1. Top M TOP SLOPE .......... R. 96.00 L.F OF 15" I?cp cLASS 4�t ......... 640 'V ------ MMj ... .. -55 INV IN=564.55 INV OUT=560.7J 00 S=J. 98X .... ..... ...... H 7OP= 77, "N -D1- ... -17 ...... TOP=555. 00fl . . . . . . . . . . . . . . . . . $ A '57 RC 7J.00 L.F OF JO" RCP CLASS IN V IN= 29, 2jJT=�=5 INV IN=541.90 INV OUT=540. 00 S�2.52,. S= 1.239' DI -2b =20',' H 72 ZZ \� s ; >, , . ,. />,; \-r-r,r� �,-J- ,,,, v� ;H�Mmqmm�_Ik asaaEramb,will�ams swung SERVE ENRON IMMENIMMIS2 NNErAm ILMMIMIL ROME MINE, _. , M—.0�mmmWAph—b- I NNOW AV! . P'ldm;do SMANIM15046-1W it • 11=14' DI -JB, t=14' 27 TOP ON SLOPE 15"' RCP CLASS .... ... IFCP CLASS 00 t. F OF 15 IN V IN=- -5 7 1. - =560,7J . .............. 5 OUT IN=564.55 INV OUT560.73 . ......... .. '7\A IN ti o 26. 1. Top M TOP SLOPE .......... R. 96.00 L.F OF 15" I?cp cLASS 4�t ......... 640 'V ------ MMj ... .. -55 INV IN=564.55 INV OUT=560.7J 00 S=J. 98X .... ..... ...... H 7OP= 77, "N -D1- ... -17 ...... TOP=555. 00fl . . . . . . . . . . . . . . . . . $ A '57 RC 7J.00 L.F OF JO" RCP CLASS IN V IN= 29, 2jJT=�=5 INV IN=541.90 INV OUT=540. 00 S�2.52,. S= 1.239' DI -2b =20',' H 72 ZZ \� s ; >, , . ,. />,; \-r-r,r� �,-J- ,,,, v� ;H�Mmqmm�_Ik asaaEramb,will�ams swung SERVE ENRON IMMENIMMIS2 NNErAm ILMMIMIL ROME MINE, _. , M—.0�mmmWAph—b- I NNOW AV! . P'ldm;do SMANIM15046-1W 600 595 590 585 580 575 570 565 566 555 556 595 596 586 586 575 576 56.,54 566 55� 556 54� 546 536 590 585 580 575 570 565 560 555 550 545 540 535 530 525 590 585 580 575 570 565 560 555 550 545 540 535 530 525 N 585 J v 580 O 575 570 CL 565rn L 560 555 550 545 605 600 595 590 585 580 575 570 585 h 0580 WA 570 565 E1%�] 555 550 545 w F75 F70 F65 F60 F55 F50 F45 .540 585 580 575 h 565 560 c 57511 570 `c 565 560 555 0 h 0 585 v 580 O 575 1 570 N 565 590 585 580 575 570 565 560 h 585 h Q! 580 0 �7 570 565 X0575 k X70 1565 560 555 SDP 99- 132 Ke; AA �Do ©� 0) y �Oa � 590 585 580 575 570 565 560 555 550 545 540 535 530 525 555 550 545 540 535 530 525 520 515 510 545 500 495 490 485 T/l r] / r' X17 r-Vr-)/i VV ^GATED REBAR 'D TYPE 'B' RIP -RAP LINED DITCH W/ FILTER FABRIC LAYER UNDER STONE 9 1.00q VALUE AMERICA SWM/BMP BASIN OUTFALL -- 10 YEAR STORM Worksheet for Trapezoidal Channel Project Description Project Description Worksheet VALUS BMP OUTF/ Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Bottom Width 2.00 ft Input Data 23.50 cfs Mannings Coefficient 0.030 Slope 0.124300 ft/ft Left Side Slope 0.40 V: H Right Side Slope 0.40 V: H Bottom Width 2.00 ft Discharge 23.50 cfs - 9.94 ft/s Results Depth 0.65 ft Flow Area 2.4 ft2 Wetted Perimeter 5.51 ft Top Width 5.26 ft Critical Depth 1.07 ft Critical Slope 0.016026 ft/ft Velocity 9.94 ft/s Velocity Head 1.53 ft Specific Energy 2.19 ft Froude Number 2.61 Flow Type Supercritical Worksheet Flow Element Method Solve For VALUS BMP OUTF/ Trapezoidal Channel Manning's Formula Channel Depth Section Data Inlet CA (acres) Mannings Coefficient 0.030 Slope 0.1243W fttft Depth 0.65 ft Left Side Slope 0.40 V: H Right Side Slope 0.40 V: H Bottom Width 2.00 ft Discharge 23.50 cfs WAX. STORM STAGE=548.74 YR. STORM=547.44 ELEV. =544.00 ?E OUTLET F/L ® 544.00 7ATED RE -BAR ON 6'x6" ^HORED TO RISER ® 2'x4' SRED OUTS /DE OUTLET7 4' NOTE SOIL MATERIAL AND COMPACTION, AND FINAL KEYWAY DEPTH MUST BE TESTED AND CERTIFIED BY LICENSED PROFESSIONAL GEOTECHNICAL ENGINEER. VALUE AMERICA SWM/BMP BASIN OUTFALL -- 10 YEAR STORM Inlet Area (acres) Worksheet for Trapezoidai Channel Inlet CA (acres) Pipe Flow Time (min) To I (min) (in/hr) Project Description Length (ft) Slope (fttft) Project Description Worksheet VALUS BMP OUTF/ Worksheet VALUS BMP OUTF/ Flow Element Trapezoidal Channel Flow Element Trapezoidal Channel Method Manning's Formula Method Manning's Formula Solve For Channel Depth Solve For Channel Depth 1 Input Data Cn 0 Section Data 15.00 Mannings Coefficient 0.030 Mannings Coefficient 0.030 Slope 0.090000 ft/ft Slope 0.010000 fttft Left Side Slope 0.40 V: H Depth 1.20 ft Right Side Slope 0.40 V: H Left Side Slope 0.40 V: H Bottom Width 2.00 ft Right Side Slope 0.40 V : H Discharge 23.50 cfs Bottom Width 2.00 ft 0.44 0.24 Discharge 23.50 cfs Results Depth 1.20 ft -- - __- Flow Area 6.0 ft2 ' Wetted Perimeter 8.45 ft Top Width 7.98 ft 0.65 ft Critical Depth 1.07 ft Critical Slope 0.016026 ft/ft Velocity 3.93 ft/s Velocity Head 0.24 ft 2.44 ft Specific Energy 1.44 ft Froude Number 0.80 Flow Type Subcritical Project Engineer. John R. Jordan c:\haestad\fmw\valus bmp outfali.fm2 JORDAN CONSULTING ENGINEERS FlowMaster v6.0 [614b] 01/05/00 04:58:46 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 rt o 1 .20 ft L TOP OF #3 EXPDXY COATED - RE -BAR TRASH RACK. REBAR ON 6'x6" WELDED GRID I' HIGH x 2' W UTLET F/L 0 544.00 W/ #3 COATED RE -BAR ON 6'x6" W GRID ANCHORED TO RISER 9 2W' /MENS/ON. CENTERED OUTS/DE OUTLET NORMAL POOL ELEV. =544.00 Lk 541.10 GHT SEAL O CONNECTION �D SEE TEMP. SEDIMENT BASIN DESIGN O'HES/VE CLAY CORE FOR FIRST SECTION OF RISER 959 COMPACT/OR 538.00 W1 6 " MIN. AEYWA Y :f 535.00 8'x8' CONC. CLASS A ' ANCHOR BL OCK BUOYANCY �4L Y5/S 6' MIN. VOL = (9.5 V. F 9 60'� (19.64 S.F.)=186.5 C.F. DISPLACEMENT= 186.5(64.2#)=12, 000# RISER WT.: 9.5V. F 9 6010 CL. IV RCP 2 1499#/FT. = 74,200# ANCHOR BLOCK.- 9610x24" DEPTH=100 C.F. © 125#=12, 500 Scenario: VALUE AMER.(Q10) J(CE DRAINAGE ANALYSIS Label Inlet Area (acres) Inlet C Inlet CA (acres) Pipe Flow Time (min) To I (min) (in/hr) Section Size Length (ft) Slope (fttft) Addi- tionai Flow (cfs) Total Syst. Flow (cfs) Qd (cfs) Avg Vel (ft(s) Slot L (ft) Gutter Depth (ft) Gutter Cross Slope (ft/ft) Capture Eff. (°h) Gutter Spread (ft) Bend Angle (degrees) Hydraulic Grade In (ft) Hydraulic Grade Out (ft) Rim Elev (ft) Invert In (ft) Invert Out (ft) Excd Cap Inlet 1 0.99 Cn 0 5.00 7.10 15.00 15.00 4,70 U 0.00 2.18 0.00 2.06 0.00 6.00 0.24 0.020 100.0 11.80 586.63 584.63 584.57 588.63 583.96 583.96 8A Curb DI -3C TYPE B 1A 0.14 0.47 0.44 0.44 0.24 4.70 15 inch 43.00 0.0051 3.67 2.06 4.62 3.02 20.06 586.63 582.89 3.33 584.57 584.52 false 583.96 583.74 false 2 0.32 5,00 5.00 4.66 3.30 0.00 3.33 0.020 100.0 6.00 0.23 0020 100.0 11.35 581.97 584.52 584.38 588.63 583.64 583.64 0.71 Curb 01-3C TYPE B 2A 15 inch 0.85 0.27 0.92 4.66 15 inch 197.00 0.0198 3.33 9.10 3.57 0.00 582.70 579.34 581.97 62.49 584.38 581.18 4 583.64 579.73 false 6.05 3 2.82 3.25 10.00 4.53 0.00 12.11 20.00 0.32 0.0`20 100.0 16.22 581.18 580.88 584.84 579.63 579.63 5.00 7.10 Curb 01-3C TYPE B 3A 0.69 1.95 0.51 4.53 24 inch 150.00 0.0107 100.0 12.11 23.44 4.91 573.15 576.55 572.63 572.63 31.67 580.88 579.89 0.85 579.63 578.02 false 62.00 4 0.85 1.70 9.14E 2.47 10.00 4.45 3.25 17.63 573.15 572.64 10.00 0.22 0.020 100.0 11.12 5 579.89 579.43 583.23 577.92 577.92 Curb DI -3C TYPE 8 4A 1.67 0.65 0.55 0.78 4.45 24 inch 294.00 0.0222 17.63 33.71 6.27 571.29 571.29 11 0.19 579.43 573.36 8.00 6.15 577.92 571.39 false 0.00 5 0.15 0.00 8.00 4.35 100.0 0.00 1.67 19.40 578.00 574.08 20.00 0,09 0.020 98.1 4.73 0.35 573.36 572.87 577.06 571.29 571.29 Curb DI -3B TYPE B 5A 1.58 0.66 0.10 0.39 4.35 24 inch 160.00 0.0282 574.59 19.40 38.02 6.75 false 12 0.29 572.87 568.70 571.29 566.77 false 12 0.33 5.50 5.50 6.93 574.59 574.59 0.86 2.40 573.49 6.00 0.19 O.C2O 100.0 9.72 5.50 6.93 574.19 574.11 585.50 573.49 573.49 Curb DI -3C TYPE B 12A 0.22 0.67 0.22 107 6.93 15 inch 214.00 0.0085 564.55 2.40 5.94 3.34 27A 0.86 0.61 0.22 6.93 3.77 574.11 572.52 573.49 571.68 false 6 0.30 0.00 6.00 4.30 561.22 564.55 0.00 20.09 14 20.00 0.14 0.020 79.3 6.91 568.70 568.28 572.44 566:67 566.67 Curb DI -38 TYPE B 6A 0.82 0.25 0.32 4.30 24 inch 131.00 0.0228 20.09 34.18 6.91 5.00 7.10 26.56 568.28 565.87 566.67 563.68 false 0.020 13 0.50 573.21 573.15 6.00 6.55 572.63 572.63 0.00 3.72 0.85 14.00 0.17 0.020 51.2 8.39 572.52 572.36 576.35 571.58 571.58 Curb DI -3B TYPE B 13A 0.00 0.83 0.42 0.45 6.55 15 inch 199.00 0.0545 20 3.72 15.08 7.40 7.02 57.08 572.36 561.15 571.58 560.73 false 7 0.37 571.76 577.06 571.29 6.00 4.26 23 0.00 21.08 8.00 6.15 20.00 0.16 0.020 70.5 8.03 565.87 565.22 569.35 563.58 563.58 0.00 Curb DI -3B TYPE B 7A 574.45 0.86 0.32 0.17 4.26 24 inch 101.00 0,0282 0.35 21.08 38.010 9.84 97.00 0.0051 0.90 4.593 4.48 565.22 561.82 563.58 560.73 false 574.45 14 0.72 574.08 573.59 false 6.30 4.24 24 4.22 31.90 20.00 0.22 0.020 100.0 10.99 560.45 558.29 566.40 556.40 556.40 573.96 Curb DI -3C TYPE B 14A 573.49 0.85 0.61 0.26 4.24 24 inch 160.00 0.0900 5.50 6.93 31.90 67.816 10.27 0.00 4.26 14.00 0.83 558.29 548.32 10.88 556.40 542.00 false 568.95 30 564.55 Curb DI -3C TYPE B 28A 4.21 " 0.61 0.22 6.93 15 inch 31.74 0.0398 4.26 12.89 .7.16 548.32 547.95 555.00 541.90 541.90 564.55 30A false 26 0.22 4.21 30 inch 85.00 0.0106 31.74 42.210 6.47 0.00 547.95 547.44 561.22 541.90 541.00 false 555.00 31 1 1 1 1 4.19 31.61 547.44 547.44 542.00 541.00 541.00 Label Inlet Area (acres) Inlet C Inlet Pipe CA Flow (acres) Time (min) To I (min) (in/hr) Section Size Length (ft) Slope (fttft) Add!- tionai Flow (ofs) Total Syst. Flow (ofs) Qd (cfs) Avg Vel (ft/s) Slot L (ft) Gutter Depth (ft) Gutter Cross Slope ( ) Capture Eff. (%) GutterBend Spread (ft) Angle (degrees) Hydraulic Grade In (ft) Hydraulic Grade Out (ft) Rim Elev (ft) Invert In (ft) Invert Out (ft) Exod Cap Inlet 8 0.15 2.75 Cn 0 5.00 7.10 15.00 4.70 U 0.00 2.18 0.00 10.42 0.00 0.020 100.0 0.00 100.0 586.72 586.63 591.50 586.00 586.00 574.41 Generic Default 100% 8A Generic Default 100% 0.90 0.14 0.47 7.10 12 inch 103.00 0.0382 24 inch 2.18 6.98 3.67 10.42 16.00) 4.35 20.06 586.63 582.89 61.29 586.00 582.07 false 574.41 9 0.32 15 8.00 6.15 5,00 0.00 3.30 6.00 0.18 0.020 100.0 9.15 0.00 582.89 582.70 586.37 581.97 581.97 586.41 Curb DI -3C TYPE B 9A 586.00 0.71 0.23 0.38 6.15 15 inch 82.00 0.0473 3.30 14.05 3.55 4.24 0.97 7.341 4.82 0.00 582.70 579.34 581.97 578.09 false 582.22 4 586.00 581.97 false 6.05 17 0.16 3.25 4.65 0.00 11.49 579.34 579.34 586.37 577.92 577.92 575.59 10 0.08 573.87 573.87 5.00 7.10 Curb DI -3C TYPE B 17A 0.00 110 4.65 24 inch 0.00 0.020 100.0 0.00 16.093 573.21 573.15 576.55 572.63 572.63 Generic Default 100% 10A 575.17 0.85 0.07 0.42 7.10 15 inch 62.00 0.0200 0.77 1.70 9.14E 2.47 4.60 0.00 0.00 573.15 572.64 10.00 572.63 571.39 false 10.41 5 575.17 574.67 583.23 6.95 573.34 Curb 01-3C TYPE B 18A 1.67 0.65 0.50 0.76 4.60 24 inch 241.00 0.81 572.64 572.64 577.06 571.29 571.29 11 0.07 574.67 573.37 8.00 6.15 573.34 571.39 false 0.00 0.90 0.12 0.00 0.020 100.0 0.00 574.65 574.63 578.00 574.08 574.08 0.09 Generic Default 100% 11A 4.61 0.35 0.02 1.03 6.15 12 inch 97.00 0.0051 0.90 2.533 1.58 0.77 0.09 0.37 4.49 24 inch 0.00 574.63 574.59 21.32 574.08 573.59 false 12 0.02 5.89 569.34 571.29 567.29 0.86 24 0.33 5.50 6.93 574.59 574.59 585.50 573.49 573.49 6.00 27 0.71 100.0 9.72 5.50 6.93 574.19 574.11 585.50 0.00 4.26 Curb 01-3C TYPE B 14.00 0.22 0.020 100.0 10.88 6.93 565.51 565.39 568.95 564.55 564.55 5.911 Curb 01-3C TYPE B 27A 0.86 0.61 0.22 6.93 15 inch 96.00 0.0398 4.26 12.89) 7.16 21 0.30 0.00 565.39 561.22 564.55 560.73 false 14 20.00 0.14 0.020 6.85 6.90 569.34 568.86 4.21 567.19 567.19 Curb DI -38 TYPE B 21A 0.82 0.25 0.27 561.22 561.22 566.40 555.00 555.00 21.93 19 0.08 5.00 7.10 24.02 0.00 1.70 567.19 564.20 0.00 0.020 100.0 0.00 573.21 573.15 575.55 572.63 572.63 Generic Default 100% 19A 0.85 0.07 0.22 7.10 15 inch 62.00 0.0200 1.70 9.14 4.62 571.58 571.58 Curb 01-3B TYPE B 25A 0.00 573.15 571.76 572.63 571.39 false 4.99 20 4.18 14.43 7.51 7.02 1.68 572.41 562.16 571.58 561.70 false 22 571.76 571.76 577.06 571.29 571.29 23 0.07 22.89 8.00 6.15 20.00 0.16 0.020 0.00 0.90 566.53 565.80 0.00 0.020 100.0 0.00 Curb 01-38 TYPE B 574.50 574.45 578.00 574.08 574.08 4.39 Generic Default 100% 23A 2.62 0.35 0.02 0.55 6.15 15 inch 97.00 0.0051 0.90 4.593 2.92 565.80 562.36 564.10 561.19 0.00 574.45 573.96 0.72 574.08 573.59 false 4.37 24 4.22 6.01 20.00 0.21 0.88 100.0 10.43 560.54 558.31 566.40 556.40 556.40 573.96 573.96 585.50 573.49 573.49 0.61 0.25 28 0.71 160.00 9.00 5.50 6.93 33.84 67.86 10.86 0.00 4.26 14.00 0.22 0.020 100.0 10.88 556.40 565.51 565.39 568.95 564.55 564.55 Curb DI -3C TYPE B 28A 4.34 0.86 0.61 0.22 6.93 15 inch 96.00 0.0398 4.26 12.89 .7.16 547.93 547.93 0.00 565.39 561.22 564.55 560.73 false 26 4.34 30 inch 6.85 1.23 33.65 45.54 4.21 0.00 547.93 547.44 561.22 561.22 566.40 555.00 555.00 31 Label Inlet Area (acres) Inlet=ne C To (min) I (in/hr) Section Size Length (ft) Slope (°h} Addi- tionai Flow (cfs) Total Syst. Flow (cfs) Qd (cfs) Avg Vel (ftls) Slot L (ft) Gutter Depth (ft) Gutter Cross Slope (ftift) Capture Eff. (%) Gutter Spread (ft) Bend Angle (degrees) Hydraulic Grade In (ft) Hydraulic Grade Out (ft) Rim Elev (ft) Invert In (ft) Invert Out Excd Cap Inlet 16 2.75 Cn 0 15.00 4.70 U ® 0.00 10.42 04 0.00 0.020 100.0 0.00 ti 575.82 575.70 578,00 574.41 574.41 Generic Default 100% 16A 0.80 2.20 0.34 4.70 24 inch 88.00 0.50 10.42 16.00) 4.35 61.29 575.70 575.59 574.41 573.97 false 15 0.15 5,00 7.10 0.00 0.97 0.00 0.020 100.0 0.00 586.46 586.41 591.50 586.00 586.00 Generic Default 100% 15A 0.90 0.14 0.33 7.10 12 inch 95.00 4.24 0.97 7.341 4.82 2.04 586.41 582.22 586.00 581.97 false 17 0.16 6.00 4.65 0.00 11.49 6.00 0.12 0.020 100.0 6.25 575.59 575.31 586.37 573.87 573.87 Curb DI -3C TYPE B 17A 0.73 0.12 0.32 4.65 24 inch 85.00 0.51 11.49 16.093 4.36 80.26 575.31 575.17 573.87 573.44 false 18 0.77 10.00 4.60 0.00 13.69 10.00 0.21 0.020 100.0 10.41 575.17 574.67 583.23 573.34 573.34 Curb 01-3C TYPE B 18A 0.65 0.50 0.76 4.60 24 inch 241.00 0.81 13.69 20.35 5.26 0.25 574.67 573.37 573.34 571.39 false 20 0.12 8.00 4.49 0.00 21.32 20.00 0.09 0.020 98.9 4.61 573.37 572.94 577.06 571.29 571.29 Curb DI -3B TYPE B 20A 0.77 0.09 0.37 4.49 24 inch 159.00 2.52 21.32 35.883 7.23 0.02 572.94 569.34 571.29 567.29 false 24 0.33 5.50 6.93 0.86 2.40 6.00 0.19 0.020 100.0 9.72 574.19 574.11 585.50 573.49 573.49 Curb 01-3C TYPE B 24A 0.67 0.22 1.11 6.93 15 inch 216.00 0,84 2.40 5.911 3.25 4.56 574.11 572.58 573.49 571.68 false 21 0.30 6.00 4.43 0.00 21.93 20.00 0.14 0.020 79.3 6.90 569.34 568.86 572.44 567.19 567.19 Curb DI -38 TYPE B 21A 0.82 0.25 0.27 4.43 24 inch 119.00 2.51 21.93 35.86 7.39 24.02 568.86 566.53 567.19 564.20 false 25 0.50 6.00 6.54 0.00 4.18 20.00 0.17 0.020 68.0 8.39 572.58 572.41 576,35 571.58 571.58 Curb 01-3B TYPE B 25A 0.83 0,42 0.44 6.54 151nch 198.00 4.99 4.18 14.43 7.51 56.89 572.41 562.16 571.58 561.70 false 22 0.37 6.00 4.39 0.00 22.89 20.00 0.16 0.020 70.5 8.03 566.53 565.80 569.35 564.10 564.10 Curb 01-38 TYPE B .22A 0.86 0.32 0.18 4.39 24 inch 111.00 2.62 22.89 36.63 10.03 6.84 565.80 562.36 564.10 561.19 false 26 0.72 6.30 4.37 4.22 33.84 20.00 0.21 0.020 100.0 10.43 560.54 558.31 566.40 556.40 556.40 Curb 01-3C TYPE B 26A 0.85 0.61 0.25 4.37 24 inch 160.00 9.00 33.84 67.86 10.86 7.69e-11 558.31 547.93 556.40 542.00 false 29 4.34 33.65 547.93 547.93 555.00 541.90 541.90 29A 0.18 4.34 30 inch 73. 00 1.23 33.65 45.54 6.85 0.00 547.93 547.44 541.90 541.00 false 31 4.32 33.52 547.44 547.44 542.00 541.00 541.00 ..... .. .:. _-----`-- C._-: ---- AL.......Ai rrinklat Title: VOLUE AMER. c:yob\voiume ameAstm\storm16-26.stm Jordan Consulting Engineers StormCAD v3.0 [319b]- 01/07/00 02:02:25 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SDP 99 1 J2 10 40 'N- Q) 1-4 00 CV r c� --. V �a Z .o. 10 40 c 1-4 00 CV r c� --. �a Z .o. 0 Cn 0 d U ® 04 ti CU 605 600 595 590 585 580 575 570 565 v 560 ,555 k 605 600 595 590 585 580 575 570 565 560 555 600 595 590 585 580 575 570 565 560 555 550 545 Of 00 600 595 590 585 580 575 570 565 560 555 550 54510-50 i7 8" CL, 50 D.I. SANITARY SEWER PROFILE lizi 11595 j !SIA M&A 580 575 605 600 595 590 585 580 575 570 565 560 555 04-00 0-50 1 *00 1-50 24-00 12" CL. 51 D.I. & 8'11 PVC WATER LINE (NORTH) PROFILE 04-50 1-00 14-50 1-UU 11-00 11-50 12-00 12-50 ZILOU 600 595 590 585 580 575 570 565 < 560 j 555 550 545 J-�-Uu o-f-ou 4fuu Jfvu U7- vv U7 �)u -tuu i-t,?u trf-uu d --,SU 9--00 9-50 10-00 610 605 600 595 590 585 580 575 1 600 595 590 585 580 575 570 565 560 555 550 10-305 610 605 600 595 590 585 580 575 590 585 580 575 570 565 SDP 99-732 600 600 595 595 r� 590 590 585 585 580 580 575 575 570 565 560 555 8" CL, 50 D.I. SANITARY SEWER PROFILE lizi 11595 j !SIA M&A 580 575 605 600 595 590 585 580 575 570 565 560 555 04-00 0-50 1 *00 1-50 24-00 12" CL. 51 D.I. & 8'11 PVC WATER LINE (NORTH) PROFILE 04-50 1-00 14-50 1-UU 11-00 11-50 12-00 12-50 ZILOU 600 595 590 585 580 575 570 565 < 560 j 555 550 545 J-�-Uu o-f-ou 4fuu Jfvu U7- vv U7 �)u -tuu i-t,?u trf-uu d --,SU 9--00 9-50 10-00 610 605 600 595 590 585 580 575 1 600 595 590 585 580 575 570 565 560 555 550 10-305 610 605 600 595 590 585 580 575 590 585 580 575 570 565 SDP 99-732 2� 524 WET STORAGE CW ELEV.=525.10, VOL. =3,615 C.F. DRY STORAGE @ ELEV =526.50, VOL. =3, 497 C.F. 6' STONE FILTER OUTLET MIN. L =D.A. (6 )=2(6)= 12' '--- � 527.50 526.50 cALWALWALc� PtAT-_-_,! s' 585.50 584.50 DRY=582.80 ti ��rfi WET "- + - 580.00 ^ 4. =3.3 All O D STORAGE VOL. -T =J T(134)27CF/CY 1/2 =5,970 C.F. ?Y 3.3(134)(27CF/CYY1/2= 5, 970 C. F ONE FILTER OUTLET =D.A. (6)=3.3(6)=20' DRY=525.10_ WET _-- ELEVATION PLANIMETER AREA A 1-fA2*SQR(A 1 *A2) VOL UME VOLUME SUM 523.00 (FT.) (SO. IN) (SO. FT.) (SO. FT.) (CUBIC -FT ) (CUB/C-FT) 28' I 580.00 0.79 1,264 0 0 0 581.00 */* 1'8J5 4,622 1,541 1,541 582.00 1.57 2,512 5,558 3, 705 3, 705 583.00 */* 3,155 8,48J 2,828 6, 533 584.00 2.42 3, 872 91501 6, 335 10,040 ELEVATION PLAN/METER AREA A 1 *A2fSOR(A 1 *A2) VOL LIVE VOL UME SUM 585.00 2.77 4,4J2 12,447 4,149 14,189 (FT.) (SO. /N.) (SO. FT.) (50. FT) (CUB/C-FT.) (CUBIC -FT.) 523.00 0.69 1,104 0 0 0 524.00 1.10 1,760 4,258 7,419 1,419 */* INTERPOLATED AREA FROM CLOSEST TWO PLANIMETER READINGS 525.00 */* 2,161 5,872 1,957 3, 377 526.00 */* 2,604 6,505 4, 337 5,756 SILT TRAP 2 STORAGE VOLUME 526.40 */* 2,79J 6,770 5,416 6,8J5 526.50 */* 2,841 6, 837 5,697 7,117 52700 1.93 3,088 7,179 7,179 8,599- */* INTERPOLATED AREA FROM CLOSEST TWO PLANIMETER READINGS PA VED CONSTR UCIr TON ENTRAArri► ORAINAGE SWAt.E DIRECTS IROW SILT TRAP J1 STORAGE VOLUME %� To SEDIMENT BASH 593 ` 70' MIN. 3" Sit --2A ASPHALT TOP COURSE EXISTING 5 9 590 /2X Z- A PAVEMENT FILTER CLOTH 8' MIN. a'^tA AOGREGATE BASE 89 590 593 593 SIDE ELEVATION CURB OR EDGE OF PAYT -�� 592.0 EXISTING GROUND I \L 70' MIN. STONE FILTER OUTLET L=D.A.(6)=2.5(6)=15' N D.A. =2.5 AC. REO'D. STORAGE VOL. WET =2.5(134)27CF/CY 112)=4,52J C.F. DRY 2.5(134)(27CF/CY112)=4,52J C.F. DRY=590. 10 WET 6' T�Tt rr� 593. 00 592. 00 523.00 VOLUME SUM (CUBIC -FT.) 0 3, 338 7, 431 12, 373 18,222 2x a •a . .. f . +1 ALTER: CIOTH SECTION A 140TE A WNIULIN WAM TVAP OF 524111 (1') IS REWN0 WIM A IMMWM WASH HOSE CNA. CF MIUM (1.5') SOUKL- ADAPI>;D from 19U Wandod SImdarda Icr Sod 4t�4lLlt� S*dlnt*n�Cordrol. and Vo. OW Plate 3.02-1 MODIFIED WITH A` M1Ni " 1. BALL COCK_SHUT OFF" OVAL VE. VNN 7, ,-� ,.J AV4 �P yppvJ�od f i 1 EROSION CONTROL NARRATIVE PROJECT DESCRIPTION: Value America site improvements involves the disturbance of approximately 27± ac. of land to construct the 160,000 sq. ft. OFFICE HEADQUARTERS and 900± ac. parking stalls and access road. The site is located 1800± L.F. west of Rt. 29 on the north side of Airport Road (Rt. 649). The cut/fill operations will occur on- site and should not require import/export of earth material. EXISTING SITE CONDITIONS: This is a 34± ac. property that is 1/4 open pasture land and 3/4 wooded. The land rolls gently to unnamed tributaries to the North Fork (Rivanna River). One dwelling exists on the site that will be removed. The property west of this site is developed as the Airport Center Industrial Park. The property to the east and north is currently on undeveloped but is part of UREF and Crutchfield Corp. SOILS: The predominant soils on site are a Wedowee (94 S 8, C) sandy loam and Louisburg (47C) sandy loam. The Wedowee soil has moderate permeability and erosion hazard: The Louisburg soil has high permeability and erosion hazard. CRITICAL AREAS: The 100 -foot stream buffer along the north property and the 30' undisturbed buffer along the east property line are the most critical areas to protect from erosion. The major drainage ways exist along these buffers and must be protected. The silt traps and basin and diversion dikes and silt fence will be most critical in the control of site erosion. The second critical area is the construction access to Airport Road. The contractor must keep the Right of Way free of any off site dirt transfer or build up on the roadway. Elevation VALUE AMERICA HQ S.W.M./B.M.P. - - OVERALL BASIN STORAGE VOLUME, ! 22' (ft) ELEVATION PLANIMETER AREA A 1 *A24-SOR(A 1 *A2) VOL UME (FT.) (SO. IN.) (SO. FT.) (SO. FT.) (CUBIC -FT.) 589.00 1.87 2,992 0 0 590.00 2.J1 3, 696 10,011 3, 338 591.00 */* 4,504 12,280 4,09J 592.00 3.37 5,J92 I3, 552 9, 035 593.00 3.95 6, 320 17,550 5,850 *I* 9.28 */* INTERPOLATED AREA FROM CLOSEST TWO PLANIMETER READINGS 40,970 SILT TRAPS STORAGE VOLUME *I* VOLUME SUM (CUBIC -FT.) 0 3, 338 7, 431 12, 373 18,222 2x a •a . .. f . +1 ALTER: CIOTH SECTION A 140TE A WNIULIN WAM TVAP OF 524111 (1') IS REWN0 WIM A IMMWM WASH HOSE CNA. CF MIUM (1.5') SOUKL- ADAPI>;D from 19U Wandod SImdarda Icr Sod 4t�4lLlt� S*dlnt*n�Cordrol. and Vo. OW Plate 3.02-1 MODIFIED WITH A` M1Ni " 1. BALL COCK_SHUT OFF" OVAL VE. VNN 7, ,-� ,.J AV4 �P yppvJ�od f i 1 EROSION CONTROL NARRATIVE PROJECT DESCRIPTION: Value America site improvements involves the disturbance of approximately 27± ac. of land to construct the 160,000 sq. ft. OFFICE HEADQUARTERS and 900± ac. parking stalls and access road. The site is located 1800± L.F. west of Rt. 29 on the north side of Airport Road (Rt. 649). The cut/fill operations will occur on- site and should not require import/export of earth material. EXISTING SITE CONDITIONS: This is a 34± ac. property that is 1/4 open pasture land and 3/4 wooded. The land rolls gently to unnamed tributaries to the North Fork (Rivanna River). One dwelling exists on the site that will be removed. The property west of this site is developed as the Airport Center Industrial Park. The property to the east and north is currently on undeveloped but is part of UREF and Crutchfield Corp. SOILS: The predominant soils on site are a Wedowee (94 S 8, C) sandy loam and Louisburg (47C) sandy loam. The Wedowee soil has moderate permeability and erosion hazard: The Louisburg soil has high permeability and erosion hazard. CRITICAL AREAS: The 100 -foot stream buffer along the north property and the 30' undisturbed buffer along the east property line are the most critical areas to protect from erosion. The major drainage ways exist along these buffers and must be protected. The silt traps and basin and diversion dikes and silt fence will be most critical in the control of site erosion. The second critical area is the construction access to Airport Road. The contractor must keep the Right of Way free of any off site dirt transfer or build up on the roadway. Elevation VALUE AMERICA HQ S.W.M./B.M.P. - - OVERALL BASIN STORAGE VOLUME, (ft) Planimeter (sq. in.) Area (sq.ft) Al+A2+sgr(A1*A2) Volume Volume Sum --- -----_ -- __-_ . (sq.ft) ---------------------------------------- (cubic -ft) (cubic -ft) 535.00 4.72 7,552 TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL 536.00 537.00 *I* *I* 8,816 10,177 2452? , 8,176 0 0 8,176 538.00 539.00 *I* 636 11,193 26,496 28,563 17,664 28,563 ES -9. 27 664 , 540.00 *I* 9.28 13 14,84$ 30,727 40,970 THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL SE MADE IMMEDIATELY. 28,563 40,970 541.00 *I* 16 894 32,989 47 580 15 860 54,982 . 54,982. • 543.00 I1.92 14.48 19,072 23,168 50,748 33,$32' 70 842 88,814. 544.00 14.78 23,648 63,260 70,223 21,087 109,901' 545.00 19.12 30,592 81,137 shall be a minimum of 42 inches in height, a minimum of 14 gauge and shall 23,408 133,308' 546.00 547.00 *I* 33,65496,332 27,046 160,354. ,548. 00 *I* *I* 36,861 40215 101034 , , 67,356 Is used. Without the wire support fence, post shall not exceed 6 feet. 192,465 227,710 549.00 550.00: *T* , 43,714 lOS,882 110,876 105,882 147,834 266,236, stapled or wired directly to the post. 29.60 47,360 116,016 193,359 308,188 353,713 W DESIGN HIGH WATER 542.5 GENERAL EROSION AND SEDIMENT CONTROL NOTES ES -1. UNLESS OTHERWISE INDICATED, ALL VEGETAT/VE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES -2. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PR/OR TD THE F/NAL /NSPECT/ON. ES -3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP /N CLEARING. ES -4 A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON SITE AT ALL TIMESS, ES -5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON 1 SPILLWAY CREST=541. 10 PROPOSED W 60" CL. /V RCP RISER SECTION J. 1, 30" RCP HIGH PER FINAL DESIGN PLAN ATTACH, 102" CMP ANT/ -VORTEX DEVICE (TEMP) o FOR EROSION CONTROL tR 10" DEWATERING F/L ELEV. =538.60 31A CLEANOUT ELEV. =537.00 L8'x8' CONC. CLASS A' ANCHOR BLOCK SEDIMENT BASIN ,,J1 RISER DETAIL MANAGEMENT STRATEGIES 1. Construction will be sequenced so that grading operations can begin and end as quickly as possible. 2. Sediment trapping measures will be installed as o first step in grading and will be seeded and mulched immediately following installation. J. Temporary seeding or other stabilizaton will follow immediately after grading. 4. Areas which ore not to be disturbed will be clearly marked by flags, signs, etc. 0 5. The job superintendent shall be responsible for the installation and maintenance of all erosion and sediment control practices. MAINTENANCE In general, all erosion and sediment control measures will be checked daily and after each significant rainfall. The following items will be checked in particular.• 1. The sediment basin will be cleaned out when the level of sediment buildup reaches the cleanout point indicated on the riser pipe. 2. The sediment traps will be checked regularly for sediment cleanout. J. The gravel outlets will be checked regularly for sediment buildup which will prevent drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or replaced. 4. The silt fence barrier will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches half way to the top of the barrier. 0 5. The seeded areas will be checked regularly to ensure that a good stand is maintained. Areas should be fertilized and reseeded as needed. NOTE ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESUL TING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. THESE PLANS (/NCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE �7 /l� CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER �J/ .1t FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. Z ES -6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN 4 V APPROVING AUTHORITY. ES - 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. ES -8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES -9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL SE MADE IMMEDIATELY. SILT FENCE NOTES Silt fence and filter fabric must be entrenched. Post for silt fences shall be either 2.5 x 2 inch diameter wood or 1.25 pounds O per linear foot steel with a minimum length of 5 feet. Steel post shall have projections for fastening wire to them. Wire fence reinforcement for silt fences using standard strength filter cloth shall be a minimum of 42 inches in height, a minimum of 14 gauge and shall have a maximum mesh spacing of 6 inches. Post shall be spaced a maximum of 10 feet apart at the barrier location and driven secure/y into the ground ('min. of 12 inches) when extra strength fabric Is used. Without the wire support fence, post shall not exceed 6 feet. When extra strength filter fabric and closer post spacing are used, the wire mesh support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly to the post. Sediment must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence or filter barrier is no longer required shall be dressed to conform with the existing grade, prepared and seeded. Under no circumstances should silt fence be constructed in live steams. Silt fence shall be removed upon completion of the project. 0 SEEDING NOTES A// stabilization/seeding will be accomplished in accordance with the Virginic Erosion and Sedimentation Control Handbook. Any disturbed area not paved, sodded, or built upon, will have a minimum of SOX vegetative cover prior to final inspection, and in the opinion of the Environmental Engineer will be mature enough to control soil erosion sotisfactori/y and survive severe weather conditions. g Stream diversion areas, waterways, banks and related areas will be seeded and mulched immediate/y after work in watercourse is completed. In no case shall wetland areas be reseeded with any species of fescue. Winterization - any disturbed area not paved, sodded or built upon by October 15 is to be seeded and mulched on that date unless waived by the Environmental Engineer. Temporary seeding will be applied within 7 days to denuded areas which may not be at final grade but will remain dormant (undisturbed) for longer than 30 days. For temporary seeding use 509' of the recommended rates of fertilizer, 0 lime and full amount of seed and mulch required for regular seeding. Y� Electric power, telephone, and gas supply trenches are to be compacted, seeded and mulched within 7 days after backfill. All temporary earth berms, diversions, and silt dams are to be mulched and <4 seeded for vegetative cover immediately aftergrading. Straw or hay mu/ch is required. The some applies to all stockpiles, on site as well as soil (intentionally) transported from the project site. 1 SPILLWAY CREST=541. 10 PROPOSED W 60" CL. /V RCP RISER SECTION J. 1, 30" RCP HIGH PER FINAL DESIGN PLAN ATTACH, 102" CMP ANT/ -VORTEX DEVICE (TEMP) o FOR EROSION CONTROL tR 10" DEWATERING F/L ELEV. =538.60 31A CLEANOUT ELEV. =537.00 L8'x8' CONC. CLASS A' ANCHOR BLOCK SEDIMENT BASIN ,,J1 RISER DETAIL MANAGEMENT STRATEGIES 1. Construction will be sequenced so that grading operations can begin and end as quickly as possible. 2. Sediment trapping measures will be installed as o first step in grading and will be seeded and mulched immediately following installation. J. Temporary seeding or other stabilizaton will follow immediately after grading. 4. Areas which ore not to be disturbed will be clearly marked by flags, signs, etc. 0 5. The job superintendent shall be responsible for the installation and maintenance of all erosion and sediment control practices. MAINTENANCE In general, all erosion and sediment control measures will be checked daily and after each significant rainfall. The following items will be checked in particular.• 1. The sediment basin will be cleaned out when the level of sediment buildup reaches the cleanout point indicated on the riser pipe. 2. The sediment traps will be checked regularly for sediment cleanout. J. The gravel outlets will be checked regularly for sediment buildup which will prevent drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or replaced. 4. The silt fence barrier will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches half way to the top of the barrier. 0 5. The seeded areas will be checked regularly to ensure that a good stand is maintained. Areas should be fertilized and reseeded as needed. NOTE ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESUL TING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 0 s i 0 4 V NOTE I �-I ► I -Ill -I I ' =I I 1 -III -1 I I- NO OFF-SITE AREAS WILL BE DISTURBED AS PART OF THIS PROJECT. I I=III=III- DUST CONTROL: STD. 139 =) I I=I I I REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBANCE, _ DEMOLITION OR CONSTRUCTION ACTIVITIES IN AREAS SUBJECT TO DUST PROBLEMS IN ORDER TO PREVENT SOIL LOSS AND REDUCE THE PRESENCE OF POTENTIALLY HARMFUL AIRBOURNE SUBSTANCE. NO I=III= THE DEVLEOPER SHALL RESERVE THE RIGHT TO INSTALL AND MAINTAIN ALL I =III=I EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS 99- TOTHE -III-III- SALE OF ANY LOT. SDP IJ2 -I I I=I I I=I I -III=1 I I=1 11= EROSION CONTROL MEASURE 4 PS PEERIMIAMENT SEWING LL 5 M T U M IT J _5 Al lf-rCIFICATION LIST A(IF HRIGHT XSEPH W JR. ALL EASEMENT UMITS '[A CE PA VED W1 WASHDOWN SPEC J. 02-1 --**OL ob SEE SHEET 13 OF 16 THIS PLAN Lot Lot SPL C. J. 05, SEE VESCH N SX T FENCE DIVERSION DIKE OFF-SlTf SAMI-TARY "ER ESUT, CLEARING SPEC. J. 0-0, SEE VESCH* (D SCALE: 1" 80' hoo f V FILL DIVERSION XNSTRUCTION "7 SPEC. J. 10, SEE VESCH* t��7 4Z// Ir MA AD Z SPEC. J. 1,T, SEE VESCH* 1. 'Once released by Albemarle Co. inspector, the contractor sha install Ico nstruction entrance and culvert inlet protection SEDIMENT S41SIN N SPEC. J. 14, SEE VESCH* 2. (Contractor shall clear access to silt trap and sediment basin areas once 'S, perimeter silt fence is in place. Dt�,,",,',', I, IP CULVERT INLET PROTECTION 0 vi,""t, SPEC. J. 08, SEE VESCH xnt 3. (Contractor shall install silt traps and diversions dikes and fill diversion as �0 t necessary to direct drainage to appropriate silt trap or basin. Excavation of P 0 OUMET PR07FC770A( sediment basin will begin to provide run-off storage. U) SPEC. J. 18, SEE VESCH* E. P OA "A 11% E T PR 17, 4 Bulk clearing/grubbing and grading can begin once all tree save limits and 0 buffers are marked and protected in the field. SPEC. S& V&CH 10771t' 101, 1 X111111 5. 44. Contractor shall complete sediment basin excavation and fill and install riser TEMPOR4RY, SPEC. J. j I and outfall per plans. PER MANENT t 6. Building construction begin once subgrade is met. The remaining grading q C.J J2 c)peration and storm system can be installed with appropriate inlet �=j Protection. A Z�LS SEE THIS N z", - 411 A1 96T LS 7. The off -Site sanitary sewer easement can be cleared once utility contractor �i 0 f 1, is ready to begin installation and must be mulched and seeded permanently j o'; upon completion. V/ X� H, - Remaining on-site construction can be completed, (sanitary sewer, water, 0. —7 _4 777 curb, stone, asphalt) once fine grading is complete site can be landscaped and final seeding for stabilization completed. -71 ,,7,77 Once released by County inspector, contractor shall remove 1 bb CMP anti - vortex device frnm k CIO " Z)VI and dewatering tube to remove sediment -up and install final riser for SWM/BMP. build EFOSION CONTRO� DRAINAGE AREAS 10. All erosion control measures shall be installed and maintained per the latest oeJifinn f +t, v va. Erosion and oeriimi7�nf fnn+rr%1 W Ak vvr,, kvczov.,n). Q) PRIYE 0 V all r �,7 Q SILT TRAP I C01A % -46W "-mrr­sAyt:,,�72, A or, DXE,:� Q 0:,! f I, 1--__11__-_ 0046 > In k NO�A _4� 8 j" /'A. �j J j e 41 �3: N t 11'j"' 4 Jii, 0 k, tl trr A, M_ 4" i,i�T J!i_ y � A CC -F �'77�t­AAROOVSD;,�'�'� LL ESS TO S1 TE E) 0f P T OR -4701Z� a,., -PR07FC770N_ CONSVPI�CRON fNTAQVCt SHAL4,,6E 84OCKED, IN ""0 t NIF WRIOK JOSOW W. A. X, xlk�Dsp)y J"A g TH\A r wILL NOT ALLOW ACeESS rO Nt A NNO E TS qr01?\,SHALL PRO14DE 7H MPOR4RY RU S /X J W, �4 9b LONG 7XF r0f EDGE OF RLL AREA hE MD­4��:-64CH WORKING DAY rO PR07FOr It Ila -ZROSION. *VD 17' 4, 1Ht,Std#E -FROW 06NMCE UM17S < GO X TME IT (TY �W, LA 71? LL v:: 0Z 4v," LDL 5� 7 _Affl) 19 J, 14, 2A y -0,340 LF OF _j L SIL IT FENCE j 7RAP PS R0 SESDIN'e% it J, 1-1 tfl 7- 597 _X X K,Y V ut 25t j j DO *)?V D/ VER,516 4� LIN 260 L. OF Z" f ENC, COINC) T ALONG 7REE AREA LDL 1,4 LAtVD D1S77JR8NVCE LAND DIS7UR84INCE LIM17VVEE SVE LJMIT A Lluffs 'T 7? j W k;�' co 04 Cq 00 16 1, i 0 45 9, P� % g 60 lip 0 U Z r V7-, + C) @ C) j" U I IJ Z "X & 0 1411/ 1' 1 1� 0 �D rj� Cq 7&2 Z U zi il, A� i ;hi ii, rn , " , , , -­ `�_ , � ��: -, _,-, _ , ', 'v� TH 0 ,VOW Z a "V "r , � - A -176 �V �)e SE T54C F .777 V, IWASI-b ---- l - U -7-7 t. K 7-7 10 Cq JX lt� X�. A V.1 L -w 7--77-, 7 7 _- - --- 77 '360 L -F --- ---- �CjIA019E ENCE 6 WERS F &F7 - 5Xi - Up NT -F F D 'I N,X �_S A -G-RAPH X CALE, 9VT t' r- -, - so 40 80 160 320 0 % - ----- - 7 :7= IN FEET 1 inch = 80 ft. SDP 99-132 PRE % POST STORMWA TER ANALYSIS Quick TR -55 Ver.5.46 SIN: Executed: 11:50:38 12-30-1999 VALUE AMERICA HQ SWM/BMP PRE -DEVELOPMENT STORMWATER RUN-OFF * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 10 years `C' adjustment, k = 1 -_-Adj. ICI = Wtd. ' C' x 1 Subarea Runoff AreaTc Wtd. Adj. I Total Peak Q Descr. 'C'_____acres_ (min) 'C' 'C' in/hr acres (cfs) ON-SITE PRE 0.380 19.60 3 .10 0 .380 0.380 3.155 19.60 23.50 POST_DEVELOPMENT y * * * * * * SUMMARY OF RATIONAL METHOD -PEAK DISCHARGES Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency VALUE AMERICA HQ STORMWATER MANAGEMENT, S.W.M./B.M.P. BASIN ROUTING DESIGN 10/10 POST -DEVELOPMENT * RETURN FREQUENCY: 10 yr I Allowable Outflow: 23.50 cfs * 'C' Adjustment: 1.000 Required Storage: 1.348 ac-ft *-------------------------------------------------------------------* * Peak Inflow: 34.20 cfs Inflow HYD stored: VALUS010.HYD I Td = 53 minutes /------- Approx. Duration for Max. Storage ------ Tc= 18.00 minutes I = 4:292 in/hr Q = 63.93 cfs W Return Freq : 3.0 yr. C adj . factor: 1.00 Area (ac) : 19-60 Weighted C: 0 7 Adjusted C: 0 .76 L g, = RETURN FREQUENCY UENCY 1 0 years Y Required Storage `C' adjustment, k = 1 Elevation 0 Adj. 'C' = Wtd.'C' x 1 Subarea Runoff Area Tc Wtd. -- Adj I Total Peak Q Descr. 'C' acres (min) 'C' 'C' in/hr acres (cfs) ON-SITE DEV Elevation I = 2.296 in/hlr 47C 1 Souinburg wandy loam, 7 to 15 percent elopes I 0760-__19+60- xxxxxxxxxxxxxxxxxx -------- Elevation (ft) Q (cfs) Q = 34.20 -__--------- 18.00 0.760 -------- -------- 0.760 4.292 .18,60 63,.93 Q (cfs) S.W.M./B.M.P. BASIN ROUTING DESIGN 10/10 544,00 0.0 POST -DEVELOPMENT. < E1=544.5 **** Modified Rational Hydrograph ***** Weighted C = 0.760 Area= 19.600 acres Tc = 18.00 minutes Adjusted C = 0.760 Td= 53.00 min. I= 2.30 in/hr Qp= 34.20 cfs RETURN FREQUENCY: 10 year storm Adj.factor = 1.00 Output file: VALUS010.HYD 0.0 E < .E.1=547.5 Elevation -Discharge HYDROGRAPH FOR MAXIMUM STORAGE o Q= 23.50 cfs For the 10 Year Storm Time x Time increment = 0.050 Hours Hours --------------------------------------------------------------- Timeonleft _- represents time for first Q in each row. 0.000 0.00 -- 5.70 11.40 17.10 22.80 28.50 34.20 0.350 34.20 34.20 34,20 34.20 34.20 34.20 34.20 0.700 34.20 34.20 34.20 34.20 321.30 26.60 20.90 1.050 15.20 9.50 3.80 VALUE AMERICA HQ STORMWATER MANAGEMENT, S.W.M./B.M.P. BASIN ROUTING DESIGN 10/10 POST -DEVELOPMENT * RETURN FREQUENCY: 10 yr I Allowable Outflow: 23.50 cfs * 'C' Adjustment: 1.000 Required Storage: 1.348 ac-ft *-------------------------------------------------------------------* * Peak Inflow: 34.20 cfs Inflow HYD stored: VALUS010.HYD I Td = 53 minutes /------- Approx. Duration for Max. Storage ------ Tc= 18.00 minutes I = 4:292 in/hr Q = 63.93 cfs W Return Freq : 3.0 yr. C adj . factor: 1.00 Area (ac) : 19-60 Weighted C: 0 7 Adjusted C: 0 .76 L g, ! Wedowee anile are deep and Well drained. Permeability Required Storage Outflow Rating Table for Structure #2 Elevation 0 #1 Elevation -- 1.348 ac -ft Td= 53 minuttes W on Area and Datum Elevation 1.36 2.17 3.05 Elevation I = 2.296 in/hlr 47C 1 Souinburg wandy loam, 7 to 15 percent elopes I 1 xxxxxxxxxxxxxxxxxx 4.01 Elevation (ft) Q (cfs) Q = 34.20 cfs c Q (cfs) Computation Messages outlet= 544,00 0.0 E < E1=544.5 .61 f 0.0 x Cross sectional 544.25 0.0 x < E1=544.5 s 544.25 0.0 E < .E.1=547.5 Elevation -Discharge 544.50 o Q= 23.50 cfs =0..0 545.72 x G.0 E < E1=547.5 o 544,75 x (Allow.Outiflow) H =.25 x o 0.0 E < E1=547.5 549.39 545.00 7.1 H x o NOT TO SCALE 0.0 x spillway crest 545.25 x o =.7-50 Spillway type: 545.25 0.0 E < E1=547.5 0,60-2.00 545.50 10.1 H =1.0 545.50 0.0 E < E1=547.5 2.5 ----------------------------------------------------- 11.3 H =1.25 0.281 0.2Pj ----------- 58.63 minutes 0.0 * Table MODIFIED RATIONAL METHOD =1.5 548.33 * ---- Grand Summary For All StormFrequencies ---- 546.25 13.4 H POST-DEVELOPMENT 548.89 546.25 0.0 E < E1-=547.5 Area 19.60 acres 546.50 Tc, 18.00 mini:ates H =2.0 130.09 546.50 0.0 VOLUMES Frequency Adjusted Duration Intens. Qpeak Allowable Inflow Stcorage (years) ' C' minutes in/hr cfs cfs (ac -ft) (ac -ft) --------®----------- 2 0.760 --------------------------------- 53 1.543 22.98 16.21 1.678 0,.885 5 0.760 54 1_938 28.87 20.52 2.147 1..130 10 0.760 53 2-296 34.2.0 23.50 2.497 1..348 50 0.912 46 3.292 58.85 37.05 3.728 2..095 100 0.950 47 3.659 68.13 43.05 4.411 2..483 RETURN FREQUENCY: ----------------------------------------------------------------------------- 10 yr "C' Adjustment = 1.000 Allowable Q = 23.50 (cfs Hydrograph file duration= 53.00 minutes 548.25 0.0 E Hydrograph file: VALUS010.HYD 548.25 25.6 Tc = 18.00 minut{es ............................................ 0.0 E ,.................VOLUMES...... E2=547.5 548.50 39.4 Weighted Adjusted Duration Intens. Areas Qpeak Inflow Storage C' ICI in/hr acres =1`.25 549.00 (ac-fit) 0.760 0.760 18 4-292 19-60 _-cfs-- 63.93 __-(ac-ft) _- 1.585 1.0(02 0.760 0.760 20 4.020 19.60 59.88 1.650 1.035 0.760 0.760 30 3,210 19.60 47.82 1..976 1.199 0.760 0.760 40 2.710 19.60 40.37 2.224 1.205 0.760 0.760 50 2.380 19.60 35.45 2.442 1.341 0.0 Storage Maximum 0.760 0.760 53 2.2.96 19.60 34.20 ( 2.497 1.348 15,860 = r Weir Cw 2.5 Wei length = 15.77 ft g 0.760 0.760 60 2.100 19.60 31.28 ( 2.585 1.323 BASIN STAGE / OUTFLOW ANALYSIS SUMMARY OUTLET RISER CONTROL DESIGN SWM/BMP - g, ! Wedowee anile are deep and Well drained. Permeability SSB 1 pacolet sandy loam, 2 to -7 percent slopes _ _ . is moderate and available waCcr capacity is low, The Outflow Rating Table for Structure #2 Elevation Outflow Rating Table for Structure #1 Elevation INLET BOX Weir & Orifice defined by length and area. ORIFICE Orifice - Based on Area and Datum Elevation 1.36 2.17 3.05 Elevation 549.00 550.00 47C 1 Souinburg wandy loam, 7 to 15 percent elopes I 1 ***** INLET CONTROL ASSUMED ***** 4.01 Elevation (ft) Q (cfs) Computation Messages Elevation (ft) Q (cfs) Computation Messages outlet= 544,00 0.0 E < E1=544.5 .61 544.00 0.0 E < Inv.El.= 547.5 Cross sectional 544.25 0.0 E < E1=544.5 1 65c pacolet sandy loam, 7 to 15 percent slopes 1 I 544.25 0.0 E < .E.1=547.5 Elevation -Discharge 544.50 0.0 H =0..0 545.72 544.50 G.0 E < E1=547.5 0.0000 544,75 5.1 H =.25 Elevation 544.75 0.0 E < E1=547.5 549.39 545.00 7.1 H =.5 20.24 545.00 0.0 E < E1=547.5 spillway crest 545.25 8.8 H =.7-50 Spillway type: 545.25 0.0 E < E1=547.5 0,60-2.00 545.50 10.1 H =1.0 545.50 0.0 E < E1=547.5 2.5 545.75 11.3 H =1.25 0.281 0.2Pj 545.75 0.0 E < E1=547.5 Table 546.00 12.4 H =1.5 548.33 546.00 0.0 E < E1=547.5 5.75 546.25 13.4 H =1.7-5 548.89 546.25 0.0 E < E1-=547.5 550.00 546.50 14,3 H =2.0 130.09 546.50 0.0 E < E1=547.5 546.75 15.2 H =2.25 546.75 0.0 E < E1=547.5 547.00 16.0 H =2.5 547.00 G.0 E < E1=547.5 VOLUME 547.25 16.8 H =2.75 547.25 0.0 E < E1=547.5 547,50 01.0 E = or > E2=547.5 547.50 G.0 Weir-. H =0.0 547.75 0.0 E = or > E2=547.5 547.75 4.9 Weir: H =.25 548.00 0.0 E = or > E2=547.5 548.00 13.9 Weir: H =.5 548.25 0.0 E = or > E2=547.5 548.25 25.6 Weir: H =.7-50 548.50 0.0 E = or > E2=547.5 548.50 39.4 Weir: H =1.0 548.75 0.0 E = or > E2=547.5 548.75 55.1 Weir: H =1`.25 549.00 0.0 E = or > E2=547.5 549.00 72.4 Weir: H =1.5 549.25 0.0 E = or > E2=547.5 549.25 91.3 Weir: H =1.75 549..50 0.0 E = or > E2=547.5 549.50 111.5 Weir. H =2.0 549.75 0.0 E = or > E2=547.5 549.75 133.1 Weir: H =2.25 550.00 0.0 E = or > E2=547.5 550.00 0.0 E = or > E2=550 _ C .63 _ A 2 sq.ft 47,580 15,860 = r Weir Cw 2.5 Wei length = 15.77 ft g H (ft) = Table elev. - Datum elev. ( 544.5 ft ) Orifice Co = .63 Orifice area = 19.64 sq.ft. Q (cfs) = C * A * sgr(2g * H) 543.00 Q (cfs) = (Cw * L * H**1.5) or (Co * A * sgr(2*g*H) ) 63,260 21,087 109,901 No transition used, transition zone ends below 550.0186 ft 14.78 23,648 70,223 Weir equation = Orifice equation @ elev.= 550.0186 ft SCS, TYPE # STORM ROUTING _ ANALYSIS Date: 12-30-1999 Project: VALUE AMERICA RT.649 Description: 10/10 STORMWATER DETENTION AND BEST MANAGEMENT PRACTICE BASIN, -ROUTING ANALYSIS r Units.: Drainage area acres Precipitation depth inches Length, elevation feet Flow cubic feet per second Storage volume acre-feet Time minutes Total Precipitation (inches): 2.65�IQ e, Total Storm Duration (hours): 1 Precipitation distribution: SCS Type II Reservoir Routing Title: ON-SITE OUTFLOW g, ! Wedowee anile are deep and Well drained. Permeability SSB 1 pacolet sandy loam, 2 to -7 percent slopes _ _ . is moderate and available waCcr capacity is low, The -- I Pacolet soils are deep.and well drained. Permeability Elevation -Storage Table l shrink-eweil potential. The root zone extend& to a Elevation 544.00 545.00 546.00 547.00 548.00 Storage 0.0000 0.6209 1.36 2.17 3.05 Elevation 549.00 550.00 47C 1 Souinburg wandy loam, 7 to 15 percent elopes I 1 Storage 4.01 5.06 ! 1 Culpeper soils are deep and well drained. Permeability (_Louisburg *Oils are deep and well drained. Permeability Centerline elevation for low-level outlet= 544.5 1 subsoil .has very low shrink -Kwell ry potential. The root Orifice coefficient= J zone extends to a depth of about 40 inches. The organic .61 1 matter content and natural fertility are low. The evil variable in the surface layer because of local liming. Iis ■tray 1 acid or very 4 Y ry strongly acid choughout, but Cross sectional area= 2 l is generally at a depth of more than 48 inches. aubooil has moderate shrink -swell. i potential. - 1 65c pacolet sandy loam, 7 to 15 percent slopes 1 I 21C + Culpeper fine sandy loam, 7 to l5 ;percent slopes Low-level Outlet Elevation -Discharge Table Elevation 544.50 545.11 545.72 546.33 546.94 Discharge 0.0000 7.65 10.82 13.25 15.30 Elevation 547.56 548.17 548.78 549.39 550.00 Discharge 17.10 18.74 20.24 21.64 22.95 Principal spillway crest elevation= 547.5 Spillway type: Broad crested weir 1 35-4511.30-1.501 0,60-2.00 (0.12-0.1elLow Weir crest length= 15.708 1 1 Weir coefficient= 2.5 1 15-3011.20-1.501 0,60-2 -00 10,08.0:151Low 10.0-0.51 0.281 0.2Pj Principal Spillway Elevation -Discharge Table Elevation 547.50 547.78 548.06 548.33 548.61 Discharge 0.0000 5.75 16.26 29.87 45.99 Elevation 548.89 549.17 549.44 549.72 550.00 Discharge 64.28 84.50 106.48 130.09 155.23 Top of dam elevation (ft)= 550 Length of dam crest (ft)= 400 Weir coefficient for flow over dam crest= 3.2 Initial reservoir volume (acre -ft)= 0 Hyd. Brch Peak Time Volume Basin Maximum Pipe No. No. Flow of Area Stage size Peak 1 1 112.4 42.00 3.36 19.60 2 1 16.8 69.00 2.96 19.60 547.44 Total Precipitation (inches}: 6.9100 ya k Total Storm Duration (hours)': 12 14AX, 57' AQe Precipitation distribution: SCS Type II` *************************************************************** Hyd. Brch Peak Time Volume Basin Maximum Pipe No. No. Flow of Area Stage size Peak 1 1 146.7 367.50 10.08 19.60 2 1 74.6 381.50 9.77 19.60 548.74 *************************************************************** SO/LS MAP SCALE.- 1 "=500' NONTRCENICAL SOILS rNSCRIPTION REPORT Value America Soil name and description M 94C wedowee sandy loam, 7 to 15 percent slopes g, ! Wedowee anile are deep and Well drained. Permeability SSB 1 pacolet sandy loam, 2 to -7 percent slopes _ _ . is moderate and available waCcr capacity is low, The -- I Pacolet soils are deep.and well drained. Permeability i hazard of erosion`ie moderate. The subsoil hag moderate I i■ moderate, and available water.. capacity, is low_ l shrink-eweil potential. The root zone extend& to a I Erosion hazard varies from moderate to severe. The l depth of 30 inches or more. The organic matter content (. subsoil has law -brink-swell potential. The root zone 1 and the natural fertility are low. Theis soil is i extenda to a deprh of 30 inchea�oz more. The organic ! commonly strongly acid or very strongly acid I matter content and natural fertility are low. This soil l throughout, but reaction in the surface layer is l commonly is medium acid to very strongly acid, but variable because of local liming.Tht depth to bedrock i reaction in the surface layer in variable because of is more than 6o inches. + local lifting. Bedrock is generally at a depth of more ! 1 than 4 feat. 47C 1 Souinburg wandy loam, 7 to 15 percent elopes I 1 212 I Culpeper fine sandy loam, 2 to 7 percent elopes 47D 1 louisburg sandy loam, 15 to 25 percent slopes I ! 1 Culpeper soils are deep and well drained. Permeability (_Louisburg *Oils are deep and well drained. Permeability I and available water capacity are moderate, Runoff l ie rapid, and the available Water capacity in law. ! erasion hazard vary with elope from medium to severe_ 1 Erosion.hazard varies from severe to very severe, The 1 Tilth in good. The organic matter content and the 1 subsoil .has very low shrink -Kwell ry potential. The root ! natural fertility are low. Reaction commonly is very J zone extends to a depth of about 40 inches. The organic 1 strongly acid or strongly acid throughout, but isI 1 matter content and natural fertility are low. The evil variable in the surface layer because of local liming. Iis ■tray 1 acid or very 4 Y ry strongly acid choughout, but i The root zone extends to a depth of 36 inches. Bedrock reaction is variable because of local liming. Bedrock I is generally, at a depth of 50 inches or more. The l is generally at a depth of more than 48 inches. aubooil has moderate shrink -swell. i potential. - 1 65c pacolet sandy loam, 7 to 15 percent slopes 1 I 21C + Culpeper fine sandy loam, 7 to l5 ;percent slopes I Pacolet evils are deep and well drained. Permeability soils are Culpeper deep and well drained. PerrOeability, 1 is moderate, and available nater capacity is low. 1 and available water capacity are mnoderate, Runoff l Erosion hazard varies from moderate to severe. The I' erosion hazard vary with slope from medium to severe, i subsoil hay low ehsiapotential. The .root zone. I Tilth is good. The organic matter content and thek-dwell l extends to a depth of 3o inches or more. The organic l natural fertility are low. Reaction commonly is very . { matter content and natural fertility are low. This soil strongly acid or strongly acid throughouc, but isI I eommonlY is medium acid to vary strongly acid, Dut variable in the surface layer because of local liming. lThe reaction in the surface layer i& variable because nP root zone extends to;k depth of 35 inches. eedroek 1 local liming, Bedrock is generally at a depth of more I in generally at a depth of 50 incihee or more. The 1 than 4 feet. I subsoil has moderate ehrink-swell potential. ALBERMARLE COUNTY STORMWATER MANAGE (WATER QUAL/TY� ANAL PSIS COI, 10 FOR NEW DEVELO " T - No EidctingTm rvio �. ov r � LpRE = 1.41(A) for development areas 3.07(A) for infill & redevelopment 0.15(A) for drinking water watersheds 0.21(A) for other rural land LposT = 6.14 x [0.05 + 0 009(1,,Sz)] x A for development areas .14 x (0.05 + 0.009(IPosT)l x A for infill & redevelopment 3.07 x [0.05 + 0.009(4osr)] x A for drinking water watersheds 3.51 x. [0.05 + 0.009�I)] x A for other rural land Q Calculate Pre -Development Phosphorus Load - L(pre) DRAINAGE AREA # ON-SITE AREA =Z_8_t ACRES (on-site drainage area size) L(pre) Pre -Development Phosphorus Load (pounds/year) I(pre) = Pre -Development Equivalent Impervious Cover (% expressed in whole numbers from Worksheet 2) A, = On -Site Drainage Area (acres)' Use the following table to calculate L(pre) based on. the water resources area the project is within. v;> "::K'tc g, : • 1 I I 1.41 x A I I I IEroeion factorvfWimd 1wind ` Kap symbol 1 Depth l Clay I Hoist I Permea- IAvaiiablel shrink- lorgani.cl Ierwdi-Ierodi- and soil name I 1 l bulk ) bility I water I swell I matterl I I 1bi71itylbility ! i ( i density 1 i I Icapacity 1p"entlall I R .! X I T IgrouP luta I In I i Pct ( g/cc 1 In/hr ► l I In/in ) ( ! 1 Pct i Ivf 94c: WEnOWEE---------I 0-7 5-2011.25-2.601 2.00-6..00 10:20-O.SB1Low 10.5-3.010.341 0,241 3 1 3 1. 7-11 114-3011.30-1.551 0.60-2.00 10.12-0.18ILow IO.o-0.51. 0.281 0.211 1 1 1 11-30 1 35-4511.30-1.501 0,60-2.00 (0.12-0.1elLow 10.0-0.51 0.281 0.281 1 1 130-60 1 15-3011.20-1.501 0,60-2 -00 10,08.0:151Low 10.0-0.51 0.281 0.2Pj _I I 47c: I 1 I I 1 i I I 11 LOUISBURG---..,..1 0-5 1 5-1511.25-1.451 6,00.20.0010.09-0,121Low 10,6-2.01 0.241 0.241 3 1 3 1--- 15-60 1 7-1811.30-1.501 6.00-20.0010.10-0.121Low 1 -r- 1 0.141 0.241 1 I 1 60-154 SWM 1 BMP BASIN STORAGE VOLUME TABLE VALUE AMERICA HQ S.W.M./B.M.P. -- OVERALL BASIN STORAGE VOLUME Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) --------------------------------------------------------------------------- (sq. in. ) (sq. ft) (sq. ft) (cubic -ft) (cubic -ft) 535.00 4.72 7,552 0 0 0 536.00 *I* 8,816 24,527 8,176 8,176 537.00 *I* 10,177 26,496 17,664 17,664 538.00 *I* 11,636 28,563 28,563 28,563 539.00 *I* 13,193 30,727 40,970 40,970 540.00 9.28 14,848 32,989 54,982 54,982 541.00 *I* 16,894 47,580 15,860 70,842 542.00 11.92 19,072 50,748 33,832 88,814 543.00 14.48 23,168 63,260 21,087 109,901 544.00 14.78 23,648 70,223 23,408 133,308 545.00 19.12 30,592 81,137 27,046 160,354 546.00 *I* 33,654 96,332 32,111 192,465 547.00 *I* 36,861 101,034 67,356 227,710 548.00 *I* 40,215 105,882 105,882 266,236 549.00 *I* 43,714 110,876 147,834 308,188 550.00 29.60 47,360 116,016 193,359 353,713 S.W.M./B.M.P. ---STORM ROUTING ANALYSIS Elevation Planimeter. Area Al+A2+sgr(Al*A2) Volume Volume Sum (ft) _-- _-__-- (sq_____in.) (sq - -____ft) (sq -----_--_.ft) (cubic-ft) (cubic -ft) 544.00 14.78 23,648 0 0 0 545.00 19.12 30,592 81,137 27,046 27,046 546.00 *I* 33,654 96,332 32,111 59,156 547.00 *I* 36,861 101,034 67,356 94,402 548.00 *I* 40,215 105,882 105,882 132,927 549.00 *I* 43,714 110-,876 147,834 174,880 550.00 29.60 47,360 116,016 193,359 220,405 ALBERMARLE COUNTY STORMWATER MANAGE (WATER QUAL/TY� ANAL PSIS COI, 10 FOR NEW DEVELO " T - No EidctingTm rvio �. ov r � LpRE = 1.41(A) for development areas 3.07(A) for infill & redevelopment 0.15(A) for drinking water watersheds 0.21(A) for other rural land LposT = 6.14 x [0.05 + 0 009(1,,Sz)] x A for development areas .14 x (0.05 + 0.009(IPosT)l x A for infill & redevelopment 3.07 x [0.05 + 0.009(4osr)] x A for drinking water watersheds 3.51 x. [0.05 + 0.009�I)] x A for other rural land Q Calculate Pre -Development Phosphorus Load - L(pre) DRAINAGE AREA # ON-SITE AREA =Z_8_t ACRES (on-site drainage area size) L(pre) Pre -Development Phosphorus Load (pounds/year) I(pre) = Pre -Development Equivalent Impervious Cover (% expressed in whole numbers from Worksheet 2) A, = On -Site Drainage Area (acres)' Use the following table to calculate L(pre) based on. the water resources area the project is within. v;> "::K'tc g, : • Development Area, where I(pre) is 1.41 x A Jf less than or equal to 20% ` L(pre) _ pounds per year (annual loading) 0 Calculate Post -Development Ultimate Impervious Cover -- I(post) DRAINAGE AREA # ON-SITE AREA =Qa ACRES (on-site drainage area size) Use the following worksheet to calculate I(post)using assumed figures for build -out of the project, including roads, houses, driveways, yards, etc. ► Roads: length (ft) x width (ft) for all roads = square feet Driveways: average length (ft) x average width (ft) x number of driveways = ZZ'5,(cq(o Z?3� square feet Parking Lots: square footage = Z z ]agog aZ j,ac8_ square feet * Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses = square feet Yards & areas of cultivated turf, areas to remain in active pasture: actual square footage of areas x 0.08, OR assumed average yard area in a sbdivision x number of yards x 0.08 = 2,ZZiZ_(O �Q,O$> 177 "h4square feet Areas to remain in active crop land: square footage x 0.25 square feet ► Other Impervious Areas = IS17W �JDJWAL�# 45,7_6_,Q_ square feet - TOTAL EQUIVALENT IMPERVIOUS COVER = --square feet (sum of all -the above values) 12 Z60 nc. ��rJ. I(post) = Total Equivalent Impervious Cover (sq ft/43560 sq ft per acre/on- site drainage area in acres x 100 IZ.z a Jmt = 4z,.( I(post) = hat % 0 Calculate Post -Development Phosphorus Load - L(post) DRAINAGE AREA # ON-SITE AREA =4.8 ACRES (on-site drainage area size) L(post) = Post -Development Phosphorus Load (pounds/year) I(post) = Post -Development Equivalent Impervious Cover (% expressed in whole numbers from Worksheet 4) A = On -Site Drainage Area (acres) Use the following table to calculate L(post) based on the water resources area the project is within. Development Area 6.14 x [0.05 + (0.009)(Ipost)] x A Water Supply Protection Area 3.07 x [0.05 + (0.009)(Ipost)] x A Other Rural Land 3,51 x [0.05 + (0.009)(Ipost)] x A L(post) 2) pounds per year (annual loading) . 111 (Wf1te)6'. , = ZZ,2s,� Calculate Pollutant Removal Requirement DRAINAGE AREA # OF RR = (Pollutant) Removal Requirement = L(post) - L(pre) 41 1,3 - 40•(o RR = �'� pounds per year %RR = Overall BMP Pollutant Removal Efficiency = RR x 100/L(post) %RR=k_Z�% SDP 99- 1 32 WE ass U t • Q) .• s_ 04 U in co Q) .• s_ 04 ti W � V U in co _ .• s_ 04 / - - /64 / :n s + - .f• - .;• i - � 1-4 ____� v �� ___ D.A.=0.99 AC. (2) C=O. 44 tc= 15 MIN. ( )D.A. =2.75 AC. C=0.80 tc= 15 MIN. 0 D.A. =0. 32 AC. C=0.85 6 =5 M/Al D.A.=0.50 AC. Ag C=O. 83 �j 00 & nn i tc = 6 MIN. <3 '0111 01 (on I - 4 `�40 "� , 11 0 1 �� I � "_G 11Aj 40 11'� , , I _` 1C_ I , ) _ I _j � 110 ::� - _!_'j -L, . �:m !� f4m 0 , D.A.=0.50 AC. -1 " _ z 14 . I�A_ --:m . . m �� 6 C=0.8J � *1 m M a) . (v - ij:: (B 041- V03 Of V 00 tc = 6 MIN. ,7. (�%,4�rl OND.A. =0. 72 C=0.85 I . ----__ I I tc=613 MIN. U) \ . . � . . D.A. =2.82 AC. z . \ . C=O. 69 D.A. =0. 72 C) . I 0 hnr 117 AMMA. C=0.85 �V== (8. =� I � ho&J AMM4. ') I U/ I ����� �5i � � D.A. =0.85 AC. 1:=� - - _--a I J 1 1 C=O. 65 D.A. =0. 77 AC. ��> - � 1 T. . 4 , ," 0 C=O. 65 P== � li t:__� �, ej 1 ( tc = I 0 MIN. " � C 0 "I 1 44. ;�!, � ""'.- j.A.v, "I'll",', ,'_ �,_11 _��, . tc = I 0 MIN. 0 1 1 � � , , , ", "" , ,7 \ " - , , � , ��" 1.1" �`:­�` , �,, 11 \ , ", I - - , _ - - �� I I , . ..... -, � 1,� I ", I, � � ; - - 0 � ..: , , � , -1 1� I\_ ------ ____ ,,, ,� � / , ,� \ \ D.A. =0.32 AC. m , , I _ ­`_ I � , , , 'i, \ \ -,,,' - ,- ­­ � I � 11 1 __,,i'--_,, f_)�,,"-!,,'­��,­,� _­--------------------­ .. .... � 1. \ . ,, 'i� �� � , I.- 1�­ _� .11, ,___�,", -b \ ", ""' f C=O. 71 D.A. =0. 16 AC. " _`_ - , . , , , � , " I, , "" , � I " , . I I " , - -, . �_:Z�, , � "I" n , `111�­� - ; Ll `-111 �., I 11 � � � -1 I np --' __­ I , 1. 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