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Home My WebLink About13601z 11-81 co -1 127j7/8" C L R T- COLUMN TOP VIEW FRONT VIEW #4 REBAR @ PERIMETER CENTER OF PANEL THICKNES 1%2" MIN. CLEAR ALL AROUND 3T COLUMN WITH FORM MOLDED � TEXTURE ON ALL SIDES. COLUMN ►RCEMENT PER MANUFACTURER OR IED DESIGN. UNDISTURBED NATIVE SOIL (1) #5 REBAR DOWEL W/ STD. HOOK TO POST OR PER SPECIFIED DESIGN NOTES: '10 12'-0" 0'-4 WALL TOP VIEW 10 Of Lo —12 1 1 � !it #4 PERIMETER _ LOOP INSERTS I I �=,!■I�I�IIi� �l, �i!(�III��Ili�l�lll�I�',I�I�I■��I�I 111111�I�I,I■'!!�I�I��I�I�I�; � ii' ■�■ .� ■ ■�■ ■ ■ ■ 1 ■�: ■�■7■��■ ll FENCE ABOVE PRECAST PANEL WITH FORM MOLDED LEDGESTONE TEXTURE ON BOTH SIDES. PANEL. REINFORCEMENT PER MANUFACTURER OR SPECIFIED DESIGN. WALL FRONT VIEW SECTION A 1. POST AND PANEL CONCRETE TO BE 4,000 PSI. 2. FOOTING CONCRETE TO BE 4,000 PSI OR AS DESIGNED. 3. FOOTING REINFORCEMENT PER MANUFACTURER OR SPECIFIED DESIGN. 4. PANELS MAY BE FIELD CUT TO FIT PROJECT REQUIREMENTS. 5. PANELS AND COLUMNS TO HAVE FORM MOLDED TEXTURE ON ALL SURFACES. 6. ONLY ARROWHEAD PRECAST, LLC (JENKS, OK) MAY PROVIDE THE STRUCTURE DESIGNED IN ACCORDANCE WITH THESE PLANS. CONTACT: RYAN DAVIS (918) 857-3460 ` #5 i� SECTION B TYP. 8' PANEL, PIER & POST CONCRETE f c = 4,000 PSI FINISH: PAN: LEDGESTONE, COL: ASHLAR ARROWHEAD PRECAST 2135 NORTH ELM STREET JENKS, OKLAHOMA PHONE: (918) 995-2227 FAX: (918) 995-2228 SHEET TITLE: VERTI-CRETE 8' FENCE DRAWN BY: RCD DATE: CHECKED BY: SK SHEET # F-5s2 4-25-13 / EL/328.48' EL335.53 EL337.40 EL337.87 A TRACT OR PARCEL OF LAND SITUATED IN THE ROBERT STEVENSON SURVEY, ABSTRACT NO. 54, CITY OF COLLEGE LL. EL,334.93 STATION, BRAZOS COUNTY, TEXAS, SAME BEING ALL THAT 0 :2 0 ACCORDING TO ITEMS IN SCHEDULE B (EXCEPTIONS FROM COVERAGE) OF THE COMMITMENT FOR Z CALLED 1.498 ACRE TRACT CONVEYED TO DISCOUNT — 0 TITLE INSURANCE, GF NO. BC1401557, ISSUED FEBRUARY 3, 2014 BY STEWART TITLEk GUARANTY L40 4jr COMPANY; 'THE PROPERTY SHOWN HEREON IS SUBJECT TO THE FOLLOWING: jo FUELS, LI.C., BY MARK CARROL LENZ AND MARY JANE .4 0 0 Z > ok LENZ, BY DEEDS RECORDED IN VOLUME 9853, PAGE 11 > W "I US loc. EASEMENT-q FROM IRVIN A. CARROLL TO SINCLAIR REFING COMPANY, DATED 27, 1947, W 2 . . . . 0: A/ I AND VOLUME 9853, PAGE 17 OF THE OFFICIAL PUBLIC 4 Lj La 0 t= RECORDED IN = 132. PAGE 117, DEED RECORDS OF BRAZON COUNTY, T4S. AND 5F SURVEY''PLAT ASSIGNED TO PIPE LINE COMPANY BY INSTURMENT DATED DECEMBER 3�, 1950, RECORDS OF BRAZOS COUNTY, TEXAS, CONTAINING 1.499 RECORDED IN VOLUME 147, PAGE 415, DEED RECORDS OF BRAZOS COUNTY, TEXAS. width or sp*clflo location cited) 4 ACRES OR 65,300 SQUARE FEET OF LAND AND BEING LLJ MORE PARTICULARLY DESCRIBED BY METES AND BOUNDS /This is to certify that I have this date made an accurate and 6 10d. EASEMENT FROM IRVIN A. CARROLL TO CITY OF BRYAN, DATED DECEMBER 20.%. 1949. ATTACHED: careful survey of the herein described property: 335.05 RECORDED IN VOLUME 141, PAGE 340. DEED RECORDS OF BRAZOS COUTNY, TEXke� (20' 0 BEING ALL THAT CERTAIN TRACT OR PARCEL OF LAND SITUATED IN EL-3,33.73 WILLIAM D FITCH PKwy THE ROBERT STEVENSON SURVEY, ABSTRACT NO. 54, CITY OF too. RIGHT-OF-WAY EASEME0 FROM DONALD F. CARROLL TO WELLBORN WATER SUPPLY CORPORATION DATED OCTOBER 6e, 1965. RECCORDED IN VOLUME 254, PAGE 285, DEED RECOPDS COLLEGE STATION. BRAZOS COUNTY, TEXAS, SAME BEING ALL THAT OF BRAZO COUNTY. TEXAS. (20' easement with no specific location cited) > CALLED 1.498 ACRE TRACT CONVEYED TO DISCOUNT FUELS. LLC., BY gq , ELEC. Z SE MARK CARROL LENZ AND MARY JANE LENZ, BY DEEDS RECORDED IN lot. RIGHT-OF-WAY EASEMENT FRO4% EUGENE HENRY LENZ ET US TO WELLBORN WATER SUPPLLY 1. FL 0 CORPORATION, DATED OCTOBER 6,196'5. RECORDED IN VOLUME 254, PAGE 327. DEED RECORDS, 101. 06 R114 VOLUME 9853, PAGE I I AND VOLUME 9853, PAGE 17 OF THE OF BRAZOS COUNTY. TEXAS. (20' eassinent with no specific location cited) RNA-_ I OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS, AND BEING F L = 3 2 �.2,1 2 ENT FROM DONALD F. CARROLL TO WELLBORN WATER SUPPLY -36TOP RIM=\3,35.06 /MORE PARTICULARLY DESCRIBED BY METES AND BOUNDS AS FOLLOWS: 109. RIGHT-OF-WAY EASEM k ;�Cl CORPORATION, DATED FEBRUARY 15, 11985� RECORDED IN VOLUME 767, PAGE 229, OFFICIAL 0 RECORDS OF BRAZOS COUNTY, TEXAS. (15' assment with no specific location cited) 1*1 - BEGINNING of a 1/2" iron rod found at the most easterly corner �of said Discount Fuels called 1.498 acre tract of land, for the 10h. EASEMENT FROM EUGENE HENRY LENZ 'ET UX TO WELLBORN WATER SUPPLY CORPORATION, DATED FEBRUARY 22, 1985, RECORDED IN VOLUME 768, PAGE 84, OFFICIAL RECORDS OF C, easterly corner of the tract of land herein described, some being it 20 SEMENr\ '1�3, bc MOM Tecifle location cited) at the north corner of Lot 9 of Block 1. Southern Trace EL.334.20 6< Subdivision, 101. RIGHT-OF-WAY EASEMENT FROM DONALD F.\CARROLL TO WELLBORN WATER SUPPLY an addition to College Station according to the CORPORATION, DATED JULY 3. 1986, RECORDED IN VOIUME 902, PAGE 502. OFFICIAL RECORDS 0 Amending Plot thereof recorded in Volume 7289, Page 243, Official 23. ow 1�) 0 OF BRAZOS COUNTY, TEXAS. (4' easement with no specific location cited) 0 \ Co /Records of Brazos County, Texas, some being the east comer of a EL.334.13 N 10j. RIGHT-OF-WAY EASEMENT FROM DONALD F. CARROLL,..ET UX TO FERGUSON BURLESON called 1.53 acre tract of land described in a deed to Mark Carroll\, N EASE NT LOCATION MAP COUTNITY GAS GATHERING SYSTEM, DATED NOVMEBER 29, 1993, RECORDED IN VOLUME 2047, t2 Lenz and recorded in Volume 4736. Page 204, Official Records of PACE 178, OFFICIAL RECORDS OF BRAZOS COUNTY. TEXAS. (no specific location cited) 00 1 Brazos County, Texas, and being In the southwest line of State EL.335.76 NTS Highway No. 40, a variable width right-of-way as recorded in EL.334.55 Pooe 255 Official Records of Brazos Countv Texas! 0. IRON PIPE FOUND 2 TRE, PROPERTY SHOWN HEREON IS CURRENTLY 24 >0 THENCE South 41'53'311, West 41 *50'11 " W Record) a distance ZONED POD (PLANNED DEVELOPMENT DISTRICT) Co 0 0 IRON ROD FOUND of 385.14 feet (385.00' RecordT along the southeast line of said ORDINAkqE NO. 2010-3242. DATED APRIL 22. " / ,� -�z VO 0 IRON ROD SET :3 C L_ Discount Fuels, LLC called 1.498 acre tract, the southeast line of 2010. WITH SETBACKS, BUILDING HEIGHTS AND A PK FOUND RESTRICTIONS DEFINED THEREIN. said Mark Carroll Lenz called 1.53 0 CALCULATED POINT northwest line of Lots 9 through 5 of Block 1 of said Amended CONCRETE MONUMENT acre tract and common NOTES: EL-332. 1 333 59' v , GRAPHIC SCALE: 1 209 j 00 Southern Trace Subdivision to a 1/2" iron rod at the south corner 5t J�) 10, FIRE HYDRANT co of said Discount Fuels, LLC called 1.498 acre tract and a common WATER METER C" 1) BEARING BASIS DERIVED BY GPS EL333.24 +41 41 0 0 WATER VALVE westerly corner of said Lot 5, some being in the east line of F.M. MEASUREMENTS ADJUSTED BY HARN (HIGH 1. \ .., \ EL.335.62 Highway No. 2154 — Wellborn Road, a variable width right—of—way, ACCURACY REFERENdE NETWORK) & PROJECTED 33.8 Q POWER POLE - Lj I a) 0 WATER WELL //— WOOD FENCE 'Ej as widened. and being the southeast corner of that certain called EL335.08 CHAIN LINK FENCE 0 0.41 acre tract out of the said Mark Carroll Lenz called 1.53 acre 2) ACCORDING TO `%THE NATIONAL FLOOD EL.333.76 _x— WIRE FENCE C-4 INSURANCE I EL-334.57 E — OVERHEAD ELEC. LINE 0 RATE MAP PANEL NO. 0 N1 tract conveyed to the Texas Department of Public Transportation EL.332.5 0 0 C-4 (TXDOT) in Volume 6515. Page 241, Official Records of Brazos 48041CO32SE, DATED 05/).6/12; THE PROPERTY ie' a4K SHOWN HEREON IS LOCATED IN ZONE *X" C— DOWN GUY (UNSHADED). WHICH IS AN 'AREA OUTSIDE THE P.U.E. PUBLIC UTILITY EASEMENT THENCE North 00*48'37" West (N 00*51'35" W Record) along the B.L. BUILDING LINE east line of sold F.M. Highway No. 2154 — Wellborn Road, at a (BRO.-DIST.) RECORD CALL M TELEPHONE PEDESTAL distance of 262.4 feet passing a northwest line of said Mark KU GAS METER Carroll Lenz called 1.53 acre tract and the common southeast line 0 0 L".. of a called 0.697 acre tract of land described in a deed to Mary EL.334.6 12' OW LIj i Ib CONTROL POINT Jane Lenz recorded in Volume 4736, Page 204, Official Records of 0 0 UNDGRND. CABLE MARKER SIGN Brazos County, Texas, some being of the northeast corner of sold �b UNDGRNID. u-nL. TEST STA. M (TXDOT) called 0.41 acre tract and the common southeast corner GI SIGN POST of that certain called 0.32 acre tract out of the said Mary Jane rn SSMH 0 SANITARY SEWER MANHOLE I At 15* OAK A LIGHT POLE 329.04 Lenz called 0.697 acre tract conveyed to the Texas Deportment of 0 0 41 COO CLEANOUT Public Transportation (TXDOT) in Volume 6515, Page 241, Official Records of Brazos County, Texas, and continuing on for a total 0 - :* EL.333.30 GVO GAS VALVE distance of 457.02 feet (456.98' Record) to a (TXDOT) concrete monument found In the north line of said Mary Jane Lenz called ELECTRIC METER V) 0 La 0.697 acre tract. some being of the northeast corner of said la ELECTRIC GROUND (TXDOT) called 0.32 acre tract, and being of the common STMH 0 STORM SEWER MANHOLE ELECTRIC TRANSFORMER northwest corner said Discount Fuels, LLC called 1.498 acre tract, EL.330.76 20* OAK r for the northwest corner of the tract of land herein described, and It also being at the intersection of the east line of said F.M. Highway \No. 2154, with the southeast line of aforesaid State Highway No. 16 .0 EL.334-'i_1 (A JI THENCE along and with the southeast line of said State Highway', 61 T?( RCP (OU 18 27* OW No. 40 and the common line of said Discount Fuels, LLC called 23' OAK ro 1.498 acre tract, the following courses and distances numbered (1)/ for the northeast corner of said Mary Jane Lenz coiled 0.6 ELEV. 330.44' 0 Dft-COUNT FUELS, LLC 0 CNI tract, for a corner of the tract of land herein described; cp 0 io, a4K PRI) 0 ce of 19' OAK (9853/11) & EASE%MT 16.65 feet (16.62' Record) to a (TXDOT) brass monument found of GRAVEL DRIVE julf the northwest corner of aforesaid Mark Carroll Lenz called 1.53 IN acre tract, for a corner of the tract of land herein described COt4C. PAD Uj 233.81 feet (233.82* Record) to the POINT OF BEGINNING and 0 EL3 Ir OAK T) RIM ELEV- CONTAINING 1.499 ACRES or 65,300 SQUARE FEET OF LAND. Li 2A54 Uj Ld 15 FRO 24' OW 23' OAK 23' OAK 457.02 26.7 4- EL.331.55 EL 331LLI_�_ .331.28 __ __f_L.34UfL_ --o.3ig.80- itON EL.331.80 EL331.88 TO: STRIPES, LLC; DISCOUNT FUELS, LLC; STEWART TITLE I Q_H W A Y N 0 21 5 4 GUARANTY COMPANY (GF NO. BC1401557): Q:� THIS IS CERTIFY THAT THIS MAP OR PLAT AND THE EL.330.81 E 33o.s L B EL. "'o A EL.331,47 D EL.331.74 EL-531.92 EL.332.03 SURVEY ON WHICH IT IS BASED WERE MADE IN WITH THE 2011 MINIMUM STANDARDS DETAIL REQUIREMENT FOR ALTA/ACSM LAND TITLE SURVEY, 0 JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, 0 tM f IN A yo LL-1-W-04 (VARIABLE WIDTH P'U'Bt_t&—RI1GHT—OF—WAY) 2 1, AND 22 OF TABLE A THEREOF. THE FIELD WORK WAS 04/24/14 FM 2154 REGISTERED PROFESSIONAL LAND SURVEYOR NUMBER 3986 STATE OF TEXAS QF 1 a 3 0 a` co 0 0 0 0 1 Uj Or- 0 r / U U Os N I U 0 _9- N •U E. C c / C N � C so N +, O r3 L � N N N 1 O U oco to O N O O d6 o LoLo N I O 0j o SECTION "BB" DECELERATION LANE STATE HWY 40 NTS ECTION "AA" DECELERATION LANE WELLBORN ROAD NTS ROM HARRISON FRENCH & ASS 0 C I A T I' S, I. T D 1705 S. Walton Blvd, Suite 3 Bentonville, .Arkansas 72712 t 479.273.7780 f 479.273.9436 m,vAv.hfa-ae.com a z p < DG<Zo2a Npz W F: 0 C~ O Owgm jQ� %MOBW O Q Zvi 1-y�j Q W�O ��ZY Q. QaWya dZ. t\G NZ�(�ZgL FJNF-� �Kln O LJFj� I� a��ZU� ZQ i- pp lQQ-�i000�Q0 �O �O 4GJrraa�ioam • ®co 0 r- � C) I In r-I z o ■� co Eg-1 I" x Lm w o0 z rZ4 o a rU3 U ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 STORE NO.: 2468 Z(1( DOCUMENT DATE: 6/l/2015 CHECKED BY: PJM DRAWN BY: RDE V7-114 FOR PERMIT TEXAS COA #F-8576 SECTIONS SHEET: C7.4 rn O L IZ 00 0 0 0 O I u) I _o O C_ U U O N i to O Tf7 1 O U a 00 d• 0 N 0 0 00 O 0 to N p N j O 0 c 7 6" j� SIDEWALK (SEE WIDTH BUILDING ON SITE PLAN : EDGE OF SIDEWALK 6.5' �. ACCESSIBLE SIGN SEE SITE SIGN BASE DETAIL ACCESSIBLE PARKING SYMBOL LOCATED AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY VAN LETTERING TRAFFIC BLUE J \- 4" TRAFFIC ACCESSIBLE SYMBOL WHITE STRIPING (TYP.) AND LETTERING a TRAFFIC BLUE NOTES: STRIPING O 45. 2'-0' O.C. 1. SEE SITE PLAN FOR COMPLETE STRIPING LAYOUT. 2 THIS IS FOR REFERENCE AND DIMENSION CONTROL ONLY. 3. ALL DIMENSIONS ARE TO CENTERLINE OF STRIPE UNLESS OTHERWISE NOTED. 4. ALL COLORS AS SHOWN OR BY LOCAL CODES. C600 PARKING LOT STRIPING 4 N.T.S. P.C. CONCRETE FULL DEPTH OF FRAME HEIGHT TO OUTSIDE EDGE OF MANHOLE "P' = PAVEMENT THICKNESS "F' FRAME HEIGHT INSET "A" NEENAH R-1878-AlOG FRAME AND GRATE 2�� SEE INSET "A' 7:TCLOGGED 100YR WSE 333.22 100YR WSE 33296 P.C. CONCRETE SECTION "A" -"A" SHAPED W/2,500 PSI CONC. (MIN. 1' PER 12' SLOPE) A4 S O 10" O.C. �14'S O 9" O.C. ORIFICE PLATE -18' RCP PIPE .6' DIAMETER OS O 6- E.W. L - :A. PLAN NOTE: TOP OF MANHOLE TO BE LEVEL WITH FINISH GRADE UNLESS OTHERWISE NOTED OR DIRECTED BY THE ENGINEER. USE ADJUSTMENT RINGS AS REQUIRED BUT NOT TO EXCEED 12". 1'-0 'N" "W (4'-O')MIN. 'N 1'-0 ELEVATION GRATE INLET WITH ORIFICE PLATE N.T.S. NEENAH R-1878-A10G FRAME ANO GRATE J, -DIAGONAL /4'S O 8' E.W. Bicycle Parking Space Layout: BARS - SAME SIZE AND AS HORIZONTAL BARS 1020 11 CORNER BAR DRAWIN3 NOT TO SI:A I GENERAL NOTES: 1. ALL EXPOSED CORNERS TO HAVE 3/4" CHAMFER 2 ALL REINFORCING BARS TO HAVE 2' COVER. 3. SEE GRADING AND DRAINAGE PLAN FOR PIPE SIZES. LOCATIONS, AND FLOW LINES. 4. PIPES SHALL CONNECT TO THE ENDS OR SIDES OF THE INLET. CONNECTION SHALL NOT BE MADE AT CORNERS OF BOX. 5. ALL REINFORCING BARS TO BE GRADE 60. 6. PRECAST MANHOLE MAY BE USED UNLESS OTHERWISE NOTED OR DIRECTED BY THE ENGINEER. ASTM C478 CONCRETE: 4000 PSI AE (MIN.) JOINT: WATERTIGHT RUBBER GASKET TOP OF HDPE PIPE 1/4" CONCRETE ANCHOR BOLT 1/4" DIAMETER CONCRETE ANCHOR BOLT 4' FRONT VIEW OF PLATE e DIAMETER CONCRETE ICHOR BOLT 6" 0 beck aid 6X6 - W2.9 X W2.9 W. 2' FROM TOP FACE OF CONC. t0 `(0 -21 - Ali-- 36" --"-►� 24" !;Udk" Meung (")% v A • SECTION N.T.S. 3 ROAR O 18' O.C. 3" FROM BULL ROCK WHERE - ACE OF CONCRETE SPECIFIED ON PLANS .i CURB 5 - #3 ROAR p BULL ROCK WHERE I: SPECIFIED ON PLANS TURN DOWN EDGE THE FULL WIDTH OF CURB CUT VARIES PLAN N.T.S. a EDGE TREATMENT FOR CURB CUTS N.T.S. AGGREGATE HARE MESH CONCRETE BLOCKS 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 o 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 na.°,°5on* 2: �ono°On9°O°000�OQo °O°o°O°O°O°O°O°o°O°O°0°O°O n r �n�_e_��e-n_n.��e_e_ ;OoO 0 II I I II I I II I I II I I II i o000 00000 ill 0000 oo 000 0 0 0 • r'A ., FLUME PLAN WIRE MESH a FINISHED GRADE —CONCRETE BLOCKS o Fl1 LTERED WATER o RUNOFF z o„o AGGREGATE 1 FLUME SECTION 1. PLACE CONCRETE BLOCKS IN A SINGLE ROW AROUND PERIMETER OF INLET ON THEIR SIDES, NTH ENDS OF ADJACENT BLOCKS ABUTTING. 2. HEIGHT OF BARRIER VARIES. USE STACKS OF 4% W, OR 12' BLOCKS. MIN. HEIGHT OF BARRIER SHALL BE 12" AND MAX. HEIGHT SHALL BE 24'. 3- PLACE HARDWARE CLOTH/WARE MESH W/ MAX. 1/2" OPENINGS OVER VERTICAL FACE OF CONCRETE BLOCKS. 4• THE AGGREGATE SHALL BE 3/4'-Y ANGULAR CLEAN STONE. WHICH WILL SLOW THE FLOW OF THE WATER AND ALLOW IT TO FILTER THROUGH AND OVER THE MATERIAL BEFORE ENTERING THE FLUME. BLOCK AND AGGREGATE FLUME N.T.S. PROTECTION HARRISON FRENCH & ASSOCI A T EI S, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.Com • ® � o o y� E" I � o d+ z O o ■� co CQto0 �c ) aCQ z o Cl) w v a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 5 CCR5 04/28/15 8 CCR6 06/01/15 STORE NO.: 2468 ZI(1 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE OF 7=�41 d * .11t,' . .,: PAULJ. MOSS i aia� ........116731 -*. ��CENS��•G`��o /ONALE�_ FOR PERMIT TEXAS COA #F-8576 DETAIL SHEET SHEET: C7.3 3 0 L Q. DO 0 0 O 0 I U) I O_ O Of U U 0) N 1 Ln O s LO LO N p N 0 0 J NYLOPLAST ADAPT OR FINISHED GRADE 1 J NYLOPLAST BELL OT USED TYPICAL 7 6" HOPE PIPE TYP MOLDED, GASKETED 6' :HDPE PIPE (TYP) 6" HOPE PIPE TYP SPIGOT MOLDED WET 90' BEND MOLDED WT 90' TEE MOLDED WT 90' TEE GASKET CONNECTION GASKET CONNECTION GASKET CONNECTION TYPICAL TYPICAL I AL MOLDED WT 90• TEE BACK ELEVATION SIDE VIEW NOTE: INJECTION MOLDED FITTING ARE AVAILABLE IN TEES, WYES, REDUCERS, 45• BENDS AND BELL/BELL COUPLERS. WATERTIGHT (Wi) JOINTS SHOWN. SOIL -TIGHT (ST)FITTINGS ARE ALSO AVAILABLE. DOWNSPOUT CONNECTION TO STORM PIPE OT USED NOT USED N.T.S. t54" ANCHOR LOOP INSTALL EROSION EELTTM (4 PER 10 FT. BAG). SHEET FLOW PARALLEL TO THE SLOPE CONTOURS. PLACE 100 ft. OF EROSION EELTTM FOR EVERY 0.25 ACRE SMALL BAG DRAINAGE AREA. t120" El-C EEL BUTT JOINT EROSION EELS — EROSION EELTM FULL SIZE BAG BUTT ENDS OF EEL TOGETHER AND JOIN t9.5"0 El-C TIGHTLY WITH JUNCTION WRAP (PER DETAIL E1-B1 FOR SMALL 0 EEL THIS SHEET). DETAIL El-B: INTERCEPTING SHEET FLOW PERPENDICULAR TO FLOW PATH - PLAN VIEW NOMINAL DIAMETER NOTE; ALL EROSION EELSTM USED SEWN SEAM TIE -STRING EDGE END OF EEL FOR PERIMETER CONTROL t20"O SHALL USE MIXTURE FOR LARGE 0 EEL SPECIFICATIONS 1.1 AND 1.2. an NOMINAL DIAMETER TO FORM BUTT JOINT, PRESS TIED END OF EEL AGAINST SEWN EDGE OF ADJACENT EEL. DETAIL El -A: EROSION EELsTM DETAIL E1-B1 N.T.S. AagftN4TES 1. EROSION EELe USED IN PERIMETER CONTROL APPUCATONS SHALL HAVE A SPECIFrATION MIXTURE 1 A OR 1.2. a. MIXTURE SPECIFICATION 1.1. A FILTER MIXTURE COMPRISED OF SOX SHREDDED RUBBER AND SOX WOOD CHIP PARIMAES BY VOLUME. 7HE SH REDOW RUBBER SHILL. BE WASHED AND PROCESSED 70 REMOVE MOST, tF NOT ALL, METAL COMPONENTS. THE RUBBER SHALL SPACING RECOMMENDATIONS FOR THE BE DERIVED FROM RECYCLED W43 AND SOW BE SHREDDED TO PRODUCE A MA)WIM PMr1C1E SIZE OF + - 3 4 INCH. THE WOOD CHIPS SHALL BE PRODUCED FROM HARDWOOD TREES AND SHALL OWIRM 10 AASHM CERTIFIMaN SPECIFICATION MID 9-03. EROSION EELTM FOR PERIMETER CONTROLS AND 1/3 b �� 1HRFnom Rut SHALL BE WA%n MD SHREDDED P RUBBER,Tomm � ALL. METAL ►ETAL coMPomNm INTERCEPTING SHEET FLOW ON SLOPES 11E R11t SHALL BE DERIIVED FROM RECYCLED MRES AND BALL BE SHREDDEDTO PRODUCE A MAXIMUM PARTICLE SIZE OF +/- STACKED s//4 Wp1. THE woOD CF9P5 SHALL BE PRODUCED FROM HARDWOOD 7REEs AND SHALL CONFIRM TO AASHTO CERBF=11ON SPEOfF1GAW NP 9-03 THE SYNMETIO FIBERS SHALL BE PRODUCED FROM RECYCLED, MANUFACTURED W7ERLA11% SUCH A% BUT SINGLE EEL DUAL EEL HOT LIMITED 70. PRE -CONSUMER SCRAP CARPET. IRE CORD, AND TIRE IBM MATORALS SLOPE(%) SPACING(ft) SPACING(ft) 2, EROSION OLI" SHALL BE MANUFACTURED FROM A WOVEN GEDTIOCTILE COVERING WITH INTERIOR FILTER MATERIALS SUCH AS 10OX SHREDDED 0.5 300 N/A RUBBER (MIXTURE SPECIFICATION 1.0. 500E SHREDDED RUBBW30X AASH`10-CV?TFED WOOD CHIPS (M000RE SPECIFICATION 1.1). 1 200 N/A & LENGTHS OF EROSION EELe SHALL BE ETM A NOMINAL +/-10 Fr. OR +/- 4.5 FT. NOMINAL DWMEIER SHALL. BE +/-9.3 INCHES. 2 160 N/A 4. EROSION Ear CAN BE PLACED AT THE 70P. ON THE FACE, OR AT THE 7m OF SLOPES To wTERCEPT RUNOFF REDUCE FLOW vE1mw. 3 80 N/A RELEASE THE RUNOFF AS SHEET FLOW AND PROM REMOVAL OF SEDIMENT FROM THE RUNOFF. 4 50 5 40 N/A 3. ALONG EROSION EMe SHALL BE INSTALLED THE GROUND CONTOUR. AT 1HE TOE OF SLOPES, AT AN AKKrT.E 70 THE CONTOUR TO DIRECT IN WON A CHECK DAM TO HELP REDUCE SUSPENDED SOLIDS LOADED AND 6 35 N/A FLOW AS A DIVERSION BERM. AROUND INNEi' STRUCIURES, A AS RETAIN SEDIMENT. OR AS A G96W FILTER FOR ANY DISTURBED SOLL AREA 8 30 N/A 10 25 N/A & NO TRENC I NG IS REQUIRED FOR INSTALLATION OF EROSION EFTS~ 15 +17 N/A 7. PREPARE 80 FOR EEL INSTALLATION BY REMOVING ANT' LAM DEBRIS INCLUDING ROCKS, SOL CLODS, AND WOODY VEGETATION. EROSION EF1Sw CAN AL90 BE PACED OVER PAYED SURFACES INCLUDING CONCRETE AND ASPHALT WITH NO SURFACE PREPARATION REWIRkD. 20 +12 +25 25 N/A +15 8. RAKE BED AREA WITH A HAND RAKE OR BY DRAG HARROW. 33 N/A +10 9. DO NOT PLACE EFL DIRECTLY OVER RILL AND GUWES UNTIL AREA HAS BEEN HAND-EXCAVA1Tn AND RAKED 1O PROVIDE A LEVEL LINO 50 N/A +6 SURFACE ALL SURFACES SHALL BE UN FORMLY COMPACTED FOR MUNN SEATING OF EFTS IN PLACE 10. FOR LOCATIONS WHERE EELS WILL BE PLACED IN CONCENTRATED FL M5 (SUCH AS CHECK M11S• WLEr PR01EDIlOW) AND FOR PERIMETER CONTROLS AT PRIMARY DISCHARGE LOCA7ON5, BED TIE EELS IN A FLOCMIAT CRADLE PER THE DETAILED DRAWIIGS. I 11. FOR DITCH APPUCA710NS, THE MAXIMUM DRAINAGE ARFA SHALL L BE 10 ACRES. 12. IF MORE THAN ONE EROSION EEL" IS PLACED IN A ROW, INE EFTS SHNL BE OVE1tIAPPED A MINIMUM OF 12 INCHES 70 PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH THE FIELD JOINT. COwIP� THE TWO EEI S OF 7HE OVERLAP 7 GGH TLY TOGETHER ETHER BY HAND OR MANUSACAIRER-APPROVED MECHANIZED MEANS I& WHEN USED IN DITCHES AS A CHECK DAM, EROSION EELS~ SHALL BE mmm PER wmFACnwars DETAILS. 14. FOR CHECK DAM APPLICATIONS. EROSION EELS" SHALL BE PACED PERPEHOLWLAR 70 THE FLOW OF 7HE WATER EROSION Ole SHALL CONTINUE UP THE SIDES SLOPES A MINIMUM OF 3 FEET ABOVE THE OEM FLOW DEPTH. m EROSION EELS" SHALL Rom IN PLACE UNTIL FULLY ESTA&ISHED VEGETATION HAS COMPLETELY DEVELOPED OR UNTIL THE STORAGE CAPACITY/FUNCIONAL LIFE OF THE EEL HAS BEEN E70iA WED (REWIRING REPLACEMENT WITH NEW EELS). 1& ANCHORING POSTFOR CHECK LAM APPLICATIONS SHALL HAVE A MINIMUM WEIGHT of 1.23 L8S/fT STEEL T--POSTS (3 TO 7 FT. LENGTHS) ROLLED FROM HIGH CARBON STEEL. POSTS SHOULD BE HOT -DIP GALVMZED OR COATED WITH AWEATHER-RESISTANT PAINT FOR SIFJ1 APPLICA1 N. POSTS SHOULD BE EQUIPPED WITH A METH. ANCHOR PLATE INSTALL PER DETAILS ON THIS STET. 17. PLACE T-POSTS THROUGH HANDLE OF BAGS. CO NOT DRIVE POSTS THROUGH EROSION Ei]S~ T-POSTS ARE TU BE EMBEDDED A MINIMUM OF 2 FT INTO GROUND. EROSION EELs SEDIMENT BARRIER NOT USED NOT USED 2 1 N.T.S. HARRISON FRENCH & A SSOC Ia1TliS L1'D 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 ��v.hfa-ae.com AWA • eN O O I Ll� �z �o � o x ■� CID � Lm CQ 02 z O a m r2r. ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 STORE NO.: 2468 Z 44 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE ��zJlKy' FOR PERMIT TEXAS COA #F-8576 DETAIL SHEET SHEET: C7.2 rn 3 -v c v J 00 0 0 O 0 I I 0 O U v 0) N I U) 0 X, 1 0 U aOO � O � O 0 d6 O to In O N O Nj 00 C �j 7.54 7 1" WIM _® s is' ow("i 777 CAUTION: UNDERGROUND 8.75 8 GAS LINES t 149 PL TO 8C .V aw 1" if I STRIPES 4840 SF FFE 334.15 GENERAL IRRIGATION NOTE5: LINE LAYOUT AND EQUIPMENT PLACEMENT 15 DIAGRAMMATIC. ADJUST HEAD AND LINE LOCATIONS ON 51TE TO ACCOMMODATE EXISTING JOB CONDITIONS AND TO ACHIEVE 100% COMPLETE COVERAGE. ALL HEADS, LINES, VALVES, AND OTHER IRRIGATION EQUIPMENT SHALL BE LOCATED AND ROUTED THROUGH LANDSCAPE AREAS WHENEVER POSSIBLE AND SHALL BE LOCATED WITHIN THE BOUNDS OF THE PROPERTY. LOCATION OF IRRIGATION CONTROLLER * WEATHER STATION SHALL BE COORDINATED WITH THE GENERAL CONTRACTOR AND/OR OWNER. SEE CIVIL UTILITY PLANS FOR EXACT LOCATION OF WATER METER. SPRAY HEADS SHALL BE ADJUSTED 50 AS TO NOT SPRAY UNDER PRESERVED TREES. w 10 7.00 \\ 1 i• 12 12.4 1" PRNATE ACCES\�\ r,P.SEMENT /9• Q•A ' L PIPING PLACED AROUND TREES SHALL DONE WRH,211R SPADING AND HAND VATING. NO'ROOT PRUNi 1�G SHOULD FOR PIPE T�ACENENT. \ 13 16.9 mom Ed 4 BE PU igff, OUTSIDE OF TREE -•• • • r, FOR CLARITY ONLY. m 7.22 F G \ \� GoBlio 1 " 4r or 2 GT 9� \ k 1PING PLA= AROUND TREES SHALL WITH AIR�SPADING AND HAND EXCAVATiPIG. NO R00; PRUNING SHOULD OCCUR TOR PIPE P ENT. 27 \ � 15 7.75 1 1.@ 1 @ \ 30'PR TE ACCESS\ /GT EASEMENT \'�4„ 0 0 0 0 0 0 r• 7.37 • �� ° , ' �Illlllll�ll�l�lll�I 03rilll�►A�11111111111�1 ..___ �._ .. �� n ��.. 1/.,: e1.■.�...,"..1 �...■rr■ter, �....■....■.■�' - 130 TO BC _- -- -- --- CITY IRRIGATION NOTE5: THE DOUBLE CHECK BACK FLOW DEVICE SHALL BE INSTALLED PER CITY ORDINANCE 2394. ALL BACKFLOW DEVICES MUST BE INSTALLED AND TESTED UPON INSTALLATION AS PER CITY ORDINANCE 2394. \ 20"PR;VATE A1& E S / EASEMENT \ 1.0 x �W' z. O x 71' W l 18 5.56 17 4.13 -�- 1'_ GENERAL IRRIGATION NOTES: Z SCALE 30 0 30 60 1 inch = 30 ft. IRRIGATION SCHEDULE SYMBOL MANUFACTURER/MODEL OTY Rain Bird 1504 VAN Series 15 ® Ram Bird 1504 HE -VAN Series I G Rain Bird 1804-5AM-PR5 VAN Series 13 Ram Bird 1504-5AM-PR5 HE -VAN Series I Ram Bird 180G-1400 Flood 24 0 Ram Bird 180G-1400 Flood 42 SYMBOL MANUFACTURER/MODEUDE5CRIPTION CITY 1 @ Ram Bird 3504-PC 15 Turf Rotor, 4.0" Pop -Up. Adjustable and Full Circle. 1.5 Ram Bird 3504-PC I Turf Rotor, 4.0" Pop -Up. Adjustable and Full Circle. SYMBOL MANUFACTURER/MODEL/DE5CRIPTION QTY Ram Bird XCZ- 100-PRB-COM 8 Medium Plus Flow Drip Control Kit for Commercial Applications. I" Ball Valve with i " PE513 Valve and I " Pressure Regulating 40psi Qu•ck-Check Basket Filter. 3gpm to 20gpm. Area to Receive Dripline Ram Bird XF5-OG-18 (18) 5,512 s.f. XF5 Sub -Surface Pressure Compensating Landscape Dripline w/Copper Shield Technology. 0.GGPH emitters at 18.0' O.C. Dripline laterals spaced at 18.0" apart, with emitters offset for triangular pattern. UV Resistant. 5YM130L MANUFACTURER/MODEL/DE5CRIPTION QTY Ram Bird PEB 10 I " Plastic industrial Valves. Low Flow Operating Capability, Globe Configuration. Matco-Norca 759 1 Brass Shut Off Ball Valve, 112" to 4". Two Piece Body, Blow -Out Proof Stem, Chrome Plated Solid Brass Ball, Threaded, with PTFE Seats. Same size as mainline pipe. MV Ram Bird PEB 1-112" 1 1- 112" Plastic Industrial Valves. Low Flow Operating Capability, Globe Configuration. DCV Watts 007 Double Check Valve 1-1 /2" 1 max. flow rate is 7.5 ft/s. © Ram Bird ESP8LXME with (02) E5PLXM5M4 I I G Station Commercial Controller. Mounted on a Plastic Wall Mount. Ram Bird RSD-BFx I -__ Rain Sensor, with metal latching bracket, extension wire. FS Rain Bird F5-050-P I "-"- 1/2" Flow Sensor for use with Rain Bird Maxicom, Site -Control, and ESPAXD Central Control Systems. Plastic (PVC) Model. Suggested Operating Range of 1.9 GPM to 18.5 GPM. Sensors should be sized for flow rather than pipe size. n ••• . Water Meter I" I Irrigation Lateral Line: PVC Class 200 5DR 21 3,009 I.f. PVC Class 200 irrigation pipe. Only lateral transition pipe sizes I " and above are indicated on the plan, with all others being 3/4" in size. Irrigation Mainline: PVC Schedule 40 879.5 I.f. PVC Schedule 40 irrigation pipe. Pipe Sleeve: PVC Schedule 40 349.0 I.f. Typical pipe sleeve for irrigation pipe. Pipe sleeve size shall allow for irrigation piping and their related couplings to easily slide through sleeving - - material. Extend sleeves 18 inches beyond edges of paving or construction. Valve Gallout Valve Number # # ♦- Valve Flow #" Valve 51ze 1 °4 CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO STARTING WORK ON THE SITE. UTILITIES SHOWN ON THIS PLAN ARE APPROXIMATED, AND SHOULD BE VERIFIED ON THE CIVIL UTILITY PLAN AND IN THE FIELD. CONTRACTOR 15 RESPONSIBLE FOR ALL PERMITS, LICENSES, METERS, TAPS, AND IMPACT FEES REQUIRED TO INSTALL THE SYSTEM. CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR HEAD, LINE, AND VALVE PLACEMENT RELATIVE TO THE PROPOSED PLANTING PLAN. IRRIGATION SYSTEM SHALL PROVIDE 100% HEAD -TO -HEAD COVERAGE. CONTRACTOR SHALL ADJUST HEADS AND NOZZLES TO PROVIDE 100% COVERAGE IN THE AREAS INDICATED ON THE PLAN. AVOID CONFLICT5'NITH EXISTING AND PROPOSED PLANT MATERIAL, PAVING, STRUCTURES, AND UTILITY LINES. ADJUSTABLE ARC NOZZLES SHALL BE SUBSTITUTED IN PLACE OF FIXED ARC NOZZLES AS NECESSARY TO PREVENT OVER SPRAY ONTO PAVEMENT. IRRIGATION HEADS SHALL BE PLACED AND ADJUSTED TO PREVENT SPRAY ONTO BUILDINGS OR WALKWAYS. VERIFY IN THE FIELD, THE LOCATION OF LINES, HEADS, OR VALVES WITHIN THE DRIP LINE OF ANY EXISTING TREES. HAND EXCAVATE OR BORE WITHIN THE DRIPLINE OF ANY TREE. IRRIGATION CONTRACTOR SHALL COORDINATE INSTALLATION OF THE SYSTEM WITH THE LANDSCAPE CONTRACTOR 50 THAT ALL PLANT MATERIAL WILL BE WATERED IN ACCORDANCE WITH THE INTENT OF THE PLANS. THE LANDSCAPE ARCHITECT OR OWNER'S REPRESENTATIVE SHALL APPROVE THE FLAGGED LAYOUT OF THE SYSTEM PRIOR TO TRENCHING. ALL MAIN LINE PIPING SHALL BE BURIED TO HAVE A MINIMUM COVER OF 18". ALL LATERAL PIPING DOWNSTREAM OF THE MAINLINE SHALL BE BURIED TO HAVE A MINIMUM COVER OF 12". ALL WIRING FROM THE IRRIGATION CONTROLLER TO THE REMOTE CONTROL VALVES SHALL BE UF- 14 DIRECT BURIAL CABLE. ALL WIRE SPLICES SHALL BE MADE IN VALVE BOXES ONLY. THE IRRIGATION CONTRACTOR 15 RESPONSIBLE TO COORDINATE THE PLACEMENT OF SLEEVES PRIOR TO PAVING. SLEEVE MATERIAL SHALL BE SCHEDULE 40 AND AT A MINIMUM DEPTH OF 18". THE IRRIGATION CONTRACTOR 15 REQUIRED TO REPAIR WITH APPROVED IN KIND MATERIALS ANY DAMAGE INCLUDING BUT NOT LIMITED TO: THE BUILDING, STRUCTURES, PAVING, OR PLANTINGS. DAMAGE TO UTILITIES BY THE IRRIGATION CONTRACTOR SHALL BE REPORTED TO THE OWNER'S REPRESENTATIVE, AND THE REGULATING UTILITY PROVIDER. THE IRRIGATION 5Y5TEM SHALL BE DE51GNED TO OPERATE BASED ON AN AVAILABLE WATER PRESSURE OF 41 P51. IF PRESSURE 15 LE55 THAN 41 P51, CONTRACTOR 5HALL CONTACT THE ENGINEER OF RECORD. IF PRESSURE IS GREATER THAN 100 PSI, A PRESSURE REDUCING VALVE SHALL BE INSTALLED FOR SAFE OPERATION OF THE IRRIGATION SYSTEM. CONTRACTOR SHALL NOT WILLFULLY INSTALL THE IRRIGATION SYSTEM WHEN IT 15 OBVIOUS IN THE FIELD THAT OBSTRUCTIONS, GRADE DIFFERENCES OR DISCREPANCIES IN EQUIPMENT USAGE, AREA DIMENSIONS OR STATIC WATER PRESSURE EXIST THAT MIGHT NOT HAVE BEEN PRESENT OR KNOWN INFORMATION IN THE DESIGN. SUCH 0135TKUCTION5 OR DIFFERENCES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. IN THE EVENT THIS NOTIFICATION 15 NOT PERFORMED, THE CONTRACTOR SHALL A55UME FULL RESPONSIBILITY FOR ANY REVISION NECE55ARY AT NO ADDITIONAL C05T TO THE OWNER. IRRIGATION CONTRACTOR 15 RESPONSIBLE FOR REPAIRING ALL LAWNS DISTURBED OUTSIDE OF OF CONSTRUCTION D15TURBANCE AREAS. ALL IRRIGATION DISTURBANCE OUTSIDE OF CONSTRUCTION DISTURBANCE SHALL HAVE THE TRENCHES BACKFILLED WITH TOPSOIL, AS DE5CRIBED IN THE GENERAL LANDSCAPE NOTES AND BE GRADED SMOOTH PER THE GRADING PLAN. IRRIGATION CONTRACTOR SHALL FOLLOW THE GENERAL LANDSCAPE NOTES FOR SEEDING OR SODDING FOR REPAIRING REQUIRED LAWN AREAS. HARRISON FRENCH & A S S 0 C I AI'L'S, LT I) 1705 S. Walton Blvd., Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com O yW O wW6Z N Z Na '•' a x hall XWZ K G w n a44. �a U.6NOW=Z<'ZXCN3 O aaa..<F>. �Po iE<o OF XW 3tny0 oyv�No,�iao a c� �' W jcOm Zhi \ZaLjUALj�.�� u�a SI U CLZ -8F6l- ffihl_ zh� 00 <a_10:9LaWoam ® In O 00 O � I CL I 0 "-1 -.4 a' N E- M LN CQ z o 0 0 coo a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 1 CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 6 CCD1 05/04/15 STORE NO.: 2468 Z,tf DOCUMENT DATE: 6/2/2015 CHECKED BY: PJM DRAWN BY: RDE NDS . 4, �o O e a`6f Ns rn9 �•C�i o 2RAA a°r a► 4 FOR PERMIT TEXAS COA #F-8576 IRRIGATION PLAN SHEET: C6.0 01 3 O a 00 0 O O 0 1 U) I 0 0 D_ U U 0) N 1 U) O N, NOT USED 2' TYP. rn o� I 4" I I M TYP. I TI NOTE: ALL TRAFFIC FLOW ARROWS TO BE REFLECTIVE YELLOW PAINT PER SPECS. 52R 1' TYP. LEFT TURN I Ir. RIGHT TURN s NT$ TRAFFIC FLOW ARROW .t NOT USED \ �� NOT USED � I 4 NOT USED GENERAL NOTES: 1. ALL EXPOSED CORNERS TO HAVE 3/4' CHAMFER 2. ALL REINFORCING BARS TO HAVE 2' COVER. 3. SEE GRADING AND DRAINAGE PLAN FOR PIPE SIZES, LOCATIONS, AND FLOW LINES. 4. PIPES SHALL CONNECT TO THE ENDS OR SIDES OF THE INLET. CONNECTION SHALL NOT BE MADE AT CORNERS OF BOX. 5. ALL REINFORCING BARS TO BE GRADE 60. 6. PRECAST MANHOLE MAY BE USED UNLESS OTHERWISE NOTED OR DIRECTED BY THE ENGINEER. ASTM C478 CONCRETE: 4000 PSI AE (MIN.) JOINT: WATERTIGHT RUBBER GASKET V-0" GUTTER DEPRESSION ENAH R-1773-A RING AND COVER 2`� 4' GUTTER DEPRESSION 8' 6' { W z `1 _U 4' W a a + �Cr i0 1' QR SECTION "A" -"A" INVERT CHANNEL AP 0 W/2,500 PSI CONC. (MIN. 1' PER 12' SLOPE) CURB INLET N.T.S. -3500 PSI P.C. CONCRETE VERTICAL jwS O 10' O.C. HORIZONTAL #44•S O V O.C. BASE JWS O 6' E.W. 10-" 1'-3" cPs. gO ��- #4 REINF. BAR x O #4 REINF. BAR N "J" BAR "L" BAR COMPACT SUBGRADE To SOX s PROCTOR NEENAH RING PLAN TOP CURB __ NORMAL GU �-- gOTM CURB 4 IH -I-1-4 �- TI F1 -r I: ELEVATION \GONAL 'S O 6' EX , NOT USED HARRISON FRENCH & ASSOCIATES, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com W Uj Uf OZ��0 VI co- WQzoo y�pa 60 L �� k' BW �0Wo�S O Q�1//l� '17U�WVf�?ap F 3� - izl`�cc`a10 Jz�Za�Na TFzW8S ZU) tpp'* �§ ga$m ® o y o z �o H a ■� o n Lm "t00 c%2 z o 10) caw0 a 1-- A ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 STORE NO.: 2468 Z1+C DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY. RDE FOR PER TEXAS COA #F-8576 DETAIL SHEET SHEET: C7.1 cp 3 'r3 O a` to O O O O I I O_ Cfl 0_ U U O 04 I tfT O X, O i ,_ U O c 0 U F, 0) C O Z CU W N c n N �U _ % C O t t O O 0 L N Q O N 1 O U E O N O N O O 665 0 0 j O O c OT USED FINAL BACKFILL INITIAL BACKFILL HAUNCHING 4' BEDDING (MIN.) 4" WATER LINE N.T.S. PIPE DIA. W S32- O.D. OF PIPE + 12" TO 18" >12' L O.D. OF PIPE + 18' GENERAL NOTES 4' SANITARY SEWER N.T.S. 1. BEDDING SHALL BE CLASS I -A WORKED BY 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN HAND. IF GROUNDWATER IS ANTICIPATED, BE CLASS IV -A COMPACTED TO 95% STANDARD THEN BEDDING SHALL BE CLASS 1-B PROCTOR. COMPACTED TO 85% STANDARD PROCTOR. 7. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM D 2321-89. 2. HAUNCHING SHALL BE WORKED AROUND THE PIPE BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS 8. ALL MATERIALS SHALL BE INSTALLED IN 1-A OR CLASS I-B OR CUSS II COMPACTED TO MAXIMUM 8' LOOSE LIFTS IN ACCORDANCE 85% PROCTOR. WITH ASTM D 698. CUSS III AND IV -A MATERIALS SHALL BE COMPACTED NEAR 3. INITIAL BACKFILL SHALL BE CLASS I -A OPTIMUM MOISTURE CONTENT. WORKED BY HAND, OR CLASS 1-8 OR CUSS 11 COMPACTED TO 85% STANDARD PROCTOR. 9. FILL SALVAGED FROM EXCAVATION SHALL BE FREE OF DEBRIS, ORGANICS AND ROCKS 4. INITIAL BACKFILL NOT UNDER PAVED AREAS LARGER THAN 3. CAN BE CUSS III COMPACTED TO 90% STANDARD PROCTOR. 10. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE S. FINAL BACKFILL SHALL BE CUSS 1, 11, OR SUPPORTED IN COMPLIANCE WITH OSHA III COMPACTED AS NOTED IN NOTES 3. AND REGULATIONS AND LOCAL ORDINANCES. (SEE 4. SPECIFICATIONS) THREADED PVC CLEANOUT PLUG (BOTH CLEANOUTS) GRADE SURFACE AWAY FROM CLEAN OUT (BOTH CLEANOUTS) ADJUSTABLE HEAD HEAVY DUTY FRAME AND COVER W/ LETTERS "C.O." CAST IN COVER (BOTH CLEANOUTS) 1' IN GRASSY AREA 0' IN PAVED AREA 4" MIN. 2500 PSI P.C. CONCRETE COLLAR 12' 1Y (BOTH CLEANOUTS) NOTE SEE APPLICABLE DETAIL FOR BACKFILL AND BEDDING INSTRUCTIONS. II II II II SIZE OF RISER PIPE PER LOCAL CODES 45' BEND 11111 IIIII IIIII 1111 45' BEND o�°p O �1 0 ° oo e0 °0 0 o ° o ° o p0 0 ° op oo Oa ° o li o q°moo / CRUSHED STONE PER LOCAL CODES 00C;0°O 0;, « QeQ°V OOOQOO.p 00�ft Q ° °e°o eVee/ 60 00e O o 0 00 o°Qo 0e 00° C eOOo °p�O o°O C 0 OO O Z epQ 00 e0o\ \ Oo O ° 00 e0 *weep Oo '0 o ° �e0e o QpeO 0°O, o0 eo QOo 00 o° eo° eo° 00�° eo0e0 00 00 o o 0 00 °p O e e o \0 p0e �e OOo0 000 0 e 0 oe o pe CQ0 a DIRECTION OF FLOW p e o O - oe o O e 0 = - O e O O00% = 00.0 0 00 O ° O Op p0o O O Oe 0 0°Oe ° O 000 0 op Oo o e0e0 p O « 45 WYE NOTE: SEE PLAN FOR PIPE SIZE, TYPE, AND INVERTS TWO WAY SANITARY SEWER 17 CLEAN OUT N.T.S. (ZURN Z1370) SET IN GRADE CANOPY i•. . . . . . . . . . ii•�i �i�i�i��i • . i•�i•�•�i �i �i••i .•-�-•-•Y- •-•-•-•.• :.liar;%.: ��►: G O ECS GRADE MOUNTED HOSE BIB N.T.S. RESERVED PARKING VAN GALVANIZED STEEL - 2-3/8" ROUND SIGN POST (2 LBS./FT.) (CONTRACTOR TO FURNISH) 3000 P.S.I.- P.C. CONCRETE SIG A GE OTHER THAN (PED RING, STOP, ETC.) NOTE: THE MIN. HEIGHT OF THE BOTTOM OF THE LOWEST SIGN SHALL BE z_ 7'-0'. u O ALL SIGNS SHALL COMPLY WITH U.S. DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION'S "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES",LOCAL CODES AND AS SPECIFIED. MOUNT SIGNS TO POST IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. UTILITY TRENCH AND BEDDING /� SITE SIGN BASE DETAIL N.T.S. "1' N.T.S. NOTES: 1. BACKFLOW ASSEMBLIES MUST BE TESTED BY A CERTIFIED TESTER THAT IS RECOGNIZED BY THE GOVERNING CITY OR COUNTY. 2. COPPER FITTINGS SHALL BE CONNECTED WITH LEAD FREE SOLDER JOINTS OR APPROVED EQUAL 3. ALL NIPPLES TO BE COPPER OR BRASS. 4. INLET / OUTLET PIPING MUST BE TYPE 'K' HARD COPPER. 5. CALL FOR UNDERGROUND INSPECTION BEFORE BACKFILLING TRENCH. 8. APPROVALS FOR BACKFLOW ASSEMBLIES MUST HAVE SEAL APPROVAL FROM THE AMERICAN SOCIETY OF SANITATION ENGINEERS. 7. THIS PLAN REPRESENTS AN ACCEPTABLE METHOD FOR PLACEMENT OF A BACKFLOW PREVENTER do VAULT, HOWEVER, ALL LOCAL CODES VARY AND MUST BE ADHERED TO FOR VAULT & VALVE/METER ASSEMBLY. 8. SEE IRRIGATION PLAN FOR SIZE AND TYPE OF DOUBLE CHECK VALVE DOUBLE CHECK VALVE ASSEMBLY V % N.T.S. ARE LANE STRIPING SHALL BE 8' RED STRIPES NTH 4" INCH WHITE LETTERS READING "FIRE LANE - NO PARKING - TOW AWAY -ZONE STRIPING SHALL BE PLACED ON THE TOP EDGE OF THE SIDEWALK ABUTTING THE PAVED DRIVE OR AS SPECIFIED BY LOCAL REQUIREMENTS. Fir ( 25' FIRE LANE - NO PARKING -TOW AWAY -ZONE FIRE LANE - NO PARKING - TOW AWAY - ZONE SPECIFIED BY LOCAL REQUIREMENTS. 8' I 25' FIRE LANE - NO PARKING - TOW AWAY -ZONE FIRE LANE - NO PARKING - TOW AWAY - ZONE F IRE LANE MARKING 11 N.T.S. NOT USED 7' s" Tn n SIDEWALK (SEE WIDTH BUILDING ON SITE PLAN _r nC' eview°l v 6.5' ACCESSIBLE SIGN SEE SITE SIGN BASE DETAIL ACCESSIBLE PARKING SYMBOL LOCATED AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY VAN LETTERING TRAFFIC BLUE J ACCESSIBLE SYMBOL AND LETTERING NOTES. 1. SEE SITE PLAN FOR COMPLETE STRIPING LAYOUT. 2. THIS IS FOR REFERENCE AND DIMENSION CONTROL ONLY. 3. ALL DIMENSIONS ARE TO CENTERLINE OF STRIPE UNLESS OTHERWISE NOTED. 4. ALL COLORS AS SHOWN OR BY LOCAL CODES. 4" TRAFFIC BLUE STRIPING 0 45' 2'-0" O.C. PARKING LOT STRIPING N.T.S. 4' TRAFFIC WHITE STRIPING (TYP.) �-WELDED CAP 3 1/2" HW STEEL PIPE • WELDED BOLLARD INTO CUT °i iv 1/4" A.F.F. PAVEMENT OR 16 z FINISHED GRADE O Z 3- COVER I ( 1 OVER FOOTING 4. °U 4' SCH. 40 STEEL PIPE 3000 PSI P.C. CONCRETE MINIMUM (TYP.) u 1 1 NOTE: ALL PIPES SHALL BE PRIMED & EPDXY PAINTED STRIPES RED 10 REMOVABLE PIPE BOLLARD N.T.S. FILLED WITH CONCRETE ROUNDED SMOOTH AT TOP. BOLLARD SLEEVE 00 l 4" SCH. 40 STEEL PIPE SLOPE CONCRETE AWAY FROM PIPE 1/4' PAVEMENT OR ° ADJACENT CONCRETE FINISHED GRADE OF PAVING 3' CO OVER FOOMN ° Q r v 3000 PSI P.C. qt a CONCRETE I 'A MINIMUM (TYP.) V-6" NOTE: ALL PIPES SHALL BE PRIMED do EPDXY PAINTED STRIPES RED PIPE BOLLARD 7 N.T.S. 2-#3 REBAF #6 ® 2'-6- LONG SECTION SEAL 1/2" DEEP HOLE W/ BUYTL RUBBER 2 PRECAST CONCRETE WHEELSTOP N.T.S. w a a 4" SCH. 40 STEEL PIPE ti 2.5" m MIN. ap I 2 - �b4 BARS 6" lV PAVEMENT OR FINISHED GRADE ALL POST w/ CONCRETE N 3' COVER o ° °• OVER FOOTING a- 3000 PSI P.C. CONCRETE a MINIMUM (TYP.) 3'-6" e NOTE: GUTTER SLOPE TO MATCH ADJACENT PAVEMENT, TRAVERSE AND LONGITUDINAL 112' MIN. RADIUS 1 MAX. RADIUS P.C. CONCRETE PAVING SEE PAVING DETAILS FOR PAVEMENT • -. SECTIONS n SUBGRADE NOTE: IF NEEDED, DOWEL IN TO ADJACENT CONCRETE SLAB PER THE PAVEMENT EXPANSION JOINT DETAIL NOTE: ALL PIPES SHALL BE PRIMED do EPDXY PAINTED STRIPES RED TYPE " B " 14 U-PIPE BOLLARD INTEGRAL CURB 15 N.T.S. AND GUTTER N.T.S. 6' PCC SURFACE COURSE MEDIUM DUTY MIN. 7" PCC SURFACE COURSE 6` BASE. COURSE 8" COND. SUB GRADE BARS #4 BARS - 18" O.C.E.W. �2- MOISTUREa .. • •• - '. ° . HEAVY DUTY *NOTES. 1. DESIGN PER GEOTECH REPORT BY GEO SERVICES LLC ENGINEERING DATED JUNE 2014. 2. PAVEMENTS AND SUBGRADES INCLUDING MATERIALS & COMPACTION SHALL MEET STANDARDS do SPECIFICATIONS OF THE TEXAS DEPARTMENT OF TRANSPORTATION. 3. JOINTING AND SPACING SHALL BE PER CONCRETE JOINT DETAILS. CONCRETE PAVING DETAIL N.T.S. OT USED OT USED IHARRISONFRENCH I & ASSOCIATES, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 ,vwNv.hfa-ae.com m vl`li IOn bl<Zow 41511 F12 �a<�a ��oi o: Lo86 1 Z K<<} !P ILXq11 iEw 0 3�v~i� o�v�jsL^i�if��<o J ZI m < �Z° 41�a O:gzar-zLn �zog O ,o F��o }yt�_ N N< �� c 7dcg�aCLW^Q m ® OD O O Ifs O `0 z O I o �- � cq�0 z N C4 O E-wu a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 STORE NO.: 2468 ��TL DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE . * .:...............I................ ��.°� PAUL I MOSS s .........116731........' 4 f 01 �� 0NALE W FOR PERMIT TEXAS COA #F-8576 DETAIL SHEET SHEET: C7.0 rn 3 c 0 J 00 0 0 0 0 I 0 co U U rn N I U) 0 91 0 co c m U 0 0 C 0 U c 0 1 0 U 0 00 00 d O O 66 o 10"X15" RECTANGULAR BOX WITH 6" EXTENSION. ISOLATION BALL VALVE AS SPECIFIED, SAME SIZE AS MAIN LINE. SCHEDULE 80 THREADED NIPPLE AS REQUIRED. ADAPTER. PVC MAIN LINE. -� TWO 6X2X16 CONCRETE BLOCK CAPS, ONE ON EACH SIDE OF BOX. BRASS BALL ISOLATION VALVE 1 1/2" = l'-O" 6" CLEAR TO FENCE OR HARDSCAPE, WHERE APPLICABLE. FINISHED GRADE. I E=1 I I-=1 11=1 I I- .1117711 I=1 I F, 1=1 I I-III=1 11 I ►-III-III � � III -III -I i !-I w 11-III-I � I=:1 1I- TURF ROTOR POP UP. c� SET BOX FLUSH TO GRADE. 0 J W m MARLEX STREET ELLS, INLET SIZE DIAMETER. z IN 328406.33-03 SCHEDULE 80 PVC NIPPLE AS REQUIRED, SET AT 45 DEGREE ANGLE. TURN ROTOR MARLEX ASSEMBLY 3" = 1'-0" TYPICAL OFFSET 2" FROM HARDSCAPE, 4" FROM -� PLANTED AREA. PVC MAINLINE. TYPICAL FPT ADAPTER AND --- COMPRESSION COUPLER. I I DRIP VALVE / FILTER REGULATOR. 3/4" PVC LATERAL PIPE. I I TYPICAL OFFSET 328403.16-01 NOTES: 1. BACKFLOW ASSEMBLIES MUST BE TESTED BY A CERTIFIED TESTER THATIS RECOGNIZED BY THE GOVERNING CITY OR COUNTY. 2. COPPER FITTINGS SHALL BE CONNECTED WITH LEAD FREE SOLDER JOINTS OR APPROVED EQUAL. 3.ALL NIPPLES TO BE COPPER OR BRASS. 4. INLET / OUTLET PIPING MUST BE TYPE "K" HARD COPPER. 5. CALL FOR UNDERGROUND INSPECTION BEFORE BACKFILLING TRENCH. 6. APPROVALS FOR BACKFLOW ASSEMBLIES MUST HAVE SEAL APPROVAL FROM THE AMERICAN SOCIETY OF SANITATION ENGINEERS. 7. THIS PLAN REPRESENTS AN ACCEPTABLE METHOD FOR PLACEMENT OF A BACKFLOW PREVENTER VAULT, HOWEVER, ALL LOCAL CODES VARY AND MUST BE ADHERED TO FOR VAULT & VALVE/METER ASSEMBLY. 8. SEE IRRIGATION PLAN FOR SIZE AND TYPE OF DOUBLE CHECK VALVE DOUBLE CHECK VALVE ASSEMBLY 2" MINIMUM, 4" MAXIMUM BELOW TOP OF BOX. 1OX15 RECTANGULAR VALVE BOX. REMOTE CONTROL VALVE, ONE PER BOX PLASTIC I.D. TAG AT EACH VALVE. WATER PROOF WIRE CONNECTORSON 30" LOOPED WIRES. w OUTLET PIPE SAME SIZE AS VALVE, 24" MIN. TO FIRST FITTING. 0 45 DOWN AS m REQ. TOLATERAL NPIPE DEPTH. 00 INCREASE LATERAL O LINE AS PER IRRIGATION PLAN. CONCRETE BRICK SUPPORT, TWO ON EACH SIDE. SCHEDULE 80 RISER.MAIN LINE. 328409-45 2" ABOVE FINISH GRADE AT SHRUBS. 3/4" ABOVE FINISH GRADE AT LAWN. N� " ,2 6" THICK LAYER OF PEA GRAVEL. ELECTRIC REMOTE CONTROL VALVE 1 1/2" = 1'-0" ui Q ��--- C9 3 MASTER CONTROL - w VALVE AS SPECIFIED. m WATERPROOF WIRE - m CONNECTORS, ON 2 30" LOOPED WIRES. z 2 SCH 80 NIPPLES, - to VALVE INLET SIZE. FLOW PVC MAIN LINE-` TO BACKFLOW DEVICE. AT BOTTOM OF EACH BOX: 1/2" WIRE CLOTH GOPHER SCREEN, WRAP UP SIDES, OVER 6X2X16 CONC. BLOCK CAPS, ONE EACH SIDE (TWO PER BOX). MASTER VALVE/FLOW SENSOR ASSEMBLY 1 1/2" = 1'-0" 20"X14" JUMBO PLASTIC VALVE BOX. PVC TRUE UNION - BALL VALVE. 2" ABOVE GRADE AT NIPPLE ATMAINLINE. Y2WIRE CLOTH GOPHERSCREEN, WRAP UP SIDES. 1OX15 RECTANGULAR BOXES WITH 6' EXTENSIONS AS INDICATGED. FINISHED GRADE. SCHEDULE 80 NIPPLES, VALVE INLET SIZE. FLOW SENSOR AS SPECIFIED. WATERPROOF WIRE CONNECTORS ON 18" LOOPED WIRES. CABLE TO CONTROLLER SENSOR TERMINAL BOARD, AS MFG. RECOMMEND. rz REDUCER AS REQUIRED FIVE PIPE DIAMETERS TEN PIPE DIAMETERS NO VALVES, REDUCERS, OR ELBOWS IN THIS AREA. CONTROLLER WIRE WITH 30 INCH LINEAR LENGTH OF COIL, WITH PLASTIC I.D. TAG AND WATERPROOF CONNECTORS. RCV AS SPECIFIEDBASKET FILTER AS SPECIFIED. PRESSURE REGULATOR AS SPECIFIED. PVC UNION W/ SHORT NIPPLES. LATERAL PIPE DEPTH. TWO 6X2X16 CONCRETE BLOCK CAPS, ONE ON EACH SIDE OF THE BOX. 1" DRIP VALVE W/BASKET FILTER 328406.13-01 1 1/2" = V-0" PVC SCH 40 TEE OR ELL./PVC MANIFOLD LINE. V F EASY FIT COMPRESSION ADAPTER. /EASY FIT COMPRESSION - COUPLING: RAIN BIRD MDCFCOUP. `/LANDSCAPEDRIPLINE'TUBING.WATER SOURCE: DRIP VALVE2" FROMPOLYETHYLENE OR PVC HEADER OR LATERAL FROM VALVE. HARDSCAPE, 4 I TLF===Q FROM PLANTED ANIFOLD, SIZE AS PER IAREA. "MAXIMUM FLOW PER ZONE"CHARITYPICAL I OTMNGESSION I I z I iN I I I w I ( DRIPLINE SPACING AS I wo I I J NOTED. EMITTERS I 0 I I I OFFSET FOR 1 U I TRIANGULAR SPACING. I I z w o I ( AIR RELIEF VALVE AT I J w I I = = I I I HIGH POINT, AS L) I I I INDICATED. I 0 J z w TYPICAL DRIP LINE 1 I I _j� A I WITH EMITTER A s MAXIMUM LATERAL LENGTH (FEET) EMITTER FLOW RATE GPH 12" SPACING 18" SPACING 4" SPACING PSI 0.6 0.9 0.6 0.9 .6 0.9 10 125 96 175 135 218 171 20 249 191 350 171 442 340 30 307 236 434 333 1550 422 40 350 268 495 380 627 171 50 125 96 175 135 218 171 60 125 96 175 135 218 171 GRID PRECIPITATION RATES (IN/HR) EMITTER FLOW RATE EMITTER LATERAL 0.6 0.9 SPACING SPACING 12 12 0.96 .44 18 18 0.69 .03 24 24 0.28 0.41 LATERAL FLOW PER 100 FT (GPM) EMITTER 12" 18" 24" FLOW SPACING SPACING ACING 0.6 GPH 1.0 GPM 67 GPM 50 GPM 0.9 GPH 1.5 GPM .0 GPM .75 GPM MAXIMUM FLOW PER ZONE MAX GPM PSI LOSS SCHEDULE 40 PVC HEADER SIZE 1/2' 4.7 GPM 7.7 PSI 3/4" 8.3 GPM 5.6 PSI 1" 13.5 GPM 4.2 PSI 1-1/2" 33.9 GPM 2.9 PSI 2" 52.4 GPM 1.9 PSI POLY PIPE HEADER SIZE 1/2' 4.7 GPM 8.8 PSI 3/4" 8.3 GPM 6.3 PSI 1" 13.5 GPM 4.8 PSI 1-1/2" 31.8 GPM 2.9 PSI 2" 52.4 GPM 2.2 PSI s g J ( I SPACING AS NOTED. ( D m I I I TIE DOWN STAKE AT I !I I I SLOPED CONDITION NOTE: w ALL TEES, ELLS, AND I I I 1. DRIPLINE LATERALS SHOULD FOLLOW THE CONTOURS OF THE SLOPE I g AT 4' O.C. AT CLAY, WHENEVER POSSIBLE. I I I I 3' O.C. AT LOAM, OR I I I ( 2. INSTALL AIR RELIEF VALVE AT HIGHEST POINT. F 1 2' O.C. AT SAND. I I 3. NORMAL SPACING WITHIN THE TOP 2,J OF SLOPE, FLUSH VALVE OR 4. INSTALL DRIPLINE AT 25% GREATER SPACING AT THE BOTTOM '� OF CAP AT LOW END, I THE SLOPE. I END FEED EXAMPLE AS NOTED. CENTER FEED EXAMPLE 5. WHEN ELEVATION CHANGE IS 10 FT OR MORE, ZONE THE BOTTOM I ON A SEPARATE VALVE. TYPICAL RAIN BIRD DRIPLINE REQUIREMENTS 328413.76-26 LANDSCAPE DRIPLINE TUBING. F ii PVC MANIFOLD LINE WITH PVC TEE. POLYGON SHAPED "C" SHAPED ODD SHAPED �-�- FLUSH CAP: RAIN BIRD MDCFCOUP WITH MDCFCAP. F A AIR RELIEF VALVE: RAIN BIRD F F AR VALVE KIT, INSTALL AT HIGH POINT OF SYSTEM. A LlA A F A DOGBONE SHAPED CORNER SHAPED CURVED POLYGON HOURGLASS SHAPED N.T.S. 328413.56-01 328406.23-10 DRIPLINE OR 1/2" DRIP TUBING. AIR RELIEF VALVE AS SPECIFIED. 1" FPTXMPT ELL. 6" DRIP BOX. -Y4"X1 "MPT ADAPTER. 3Y4"FPT X Y2" DRIP TUBING ADAPTER. FINISHED DRIP TUBING COUPLING. `V GRADE. " v V 3" THICK LAYER OF WASHED O OoO� GRAVEL. THE BOX SHALL REST UPON THE ROCK BED. DO NOT EXTEND GRAVEL INTO BOX. DRIP AIR RELIEF VALVE IN BOX 3" = 1'-0" SET CONTROLLER 60" ABOVE FINISHED GRADE UNLESS OTHERWISE NOTED. CONTROLLER AS SPECIFIED. SECURELY BOLT CONTROLLER TO WALL. INSTALL BACKUP BATTERIES AS REQUIRED. GROUND AS PER MFG. SPECIFICATIONS. 1/2" PVC PIPE TO WITHIN 6" OF AVAILABLE 120 VAC ELECTRICAL SOURCE. INSTALL AS PER LOCAL ELECTRICAL CODES. 120V ELECTICAL OUTLET �--r 2" DIAMETER GRAY PVC CONDUIT FOR RCV WIRES. FINISHED FLOOR. 18" DIRECT TO LANDSCAPE < 24" UNDER PARKING LOTS AND DRIVEWAYS LONG SWEEP ELL. 18" BEYOND STRUCTURE OR TO BOX AS PER PLANS. 328413.53-03 FINISHED GRADE. Q TURF POP UP HEAD. 1/2" MARLEX STREET ELLS. 0 w m m z LATERAL LINE AND PVC TEE. CLEAR TO FENCE OR HARDSCAPE WHERE 3, APPLICABLE. I i 1-�.1..1 L�.1=1..1.E=.;'...•..•.• .•. `,. III-Ilt 1-=1 I 1=1 I I-1 I_ TURF SPRAY MARLEX ASSEMBLY 3" = 1'-0" SET VALVE BOX 2" ABOVE FINISHED GRADE OF SHRUB AREA. C14 SCHEDULE 80 PVC NIPPLE, SET AT 45 DEGREE ANGLE. 328403.13-01 10" DIAMETER VALVE BOX. COIL 18" TO 24" OF DRIP TUBING IN THE BOX. -- REMOVABLE FLUSH CAP. DRIP TUBING COUPLING. ABOVE GRADE Y2" DRIP TUBING. �UD 0 U� " `-ISOLATION BALL VALVE 4" THICK LAYER OF WASHED GRAVEL. THE BOX SHALL REST UPON THE ROCK BED. DO NOT EXTEND GRAVEL INTO BOX. 1. LOCATE FLASH CAP ASSEMBLY AT THE END OF EACH DRIP LINE. 2. ENSURE THAT THE COILED DRIP TUBING IS OF SUFFICIENT LENGTH TO COMPLETELY EXTEND OUT OF THE VALVE BOX WHEN FLUSHING. DRIP FLUSH CAP ASSEMBLY W/ BALL VALVE 1 1/2" = 1'-0" 328413.49-34 PLANT ROOTBALL, SEE PLANTING DETAIL. SET HEAD 2" ABOVE GRADE AND INSIDE WATER WELL. _ __ WATER WELL, - SEE PLANTING l... .;;lll;;;I11�;, DETAIL. FI I1=' NISHED GRADE. J o 4" POPUP AS SPECIFIED. 0 3 0 Li m LATERAL LINES. PVC TEE OR ELL. z INTERIOR WALL MOUNT CONTROLLER 1 POPUP BUBBLER AT PLANT PIT W/ SWING JOINT 1. = 1'-0" 328409.13-07 3" = 1'-0" 328403.53-05 HARRISON FRENCH & ASSOCIATES, LTO 1705 S. Walton Blvd., Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 w\vw.hfa-ac.com v Z� wft2 In h Zo��w w U. n' N0a*0112 Fz 8 0wzww ZB dr wWdNWoblyzaw3 owe.: iEw 0 aiz��d Iii to-O�08m{$d0POF #8NyWyW�il- NZc ZZ19W �6r -avi'�nQ0 a�13 VZF-r Z F z <O wz VipQ 0�CW 00 0. to 111 O 0 o o z O O kcoq E+ W c0 U CO 10 02 - ti O 04 ISSUE BLOCK TITLE DATE 95% 06/06/14 10070 12/10/14 OTP 12/24/14 STORE NO.: 2468 2 DOCUMENT DATE: 6/2/2015 CHECKED BY: PJM DRAWN BY. RDE �pNDSCq,oI . . '0007 6 r t FOR PERMIT TEXAS COA #F-8576 IRRIGATION DETAILS SHEET: C6.1 rn 3 v v c 0 J 00 0 0 0 0 1 Uj I 0 U U O CV 1 Uj 0 X 0 CV c a� E U 0 0 c 0 U D L 0 rn a� c 1 0 U 0 00 r) 0 M 0 0 660 L0U*) D NOT HEAVILY PRUNE THE TREE AT TREE TRUNK SHALL BE SET PLANTING. PRUNE ONLY CRO55OVER PLUMB PRIOR TO STAKING LIM135, CO -DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. 50ME INTERIOR TWIG5 AND LATERAL BRANCHE5 MAY BE PRUNED; TOP OF ROOT BALL TO BE HOWEVER, O NOT REMOVE THE I -2" HIGHER THAN TERMINAL BUDS OF BRANCHES THAT ADJACENT GRADE EXTEND TO THE EDGE OF THE CROWN. 12" RUBBER H05E LONG ENOUGH CUT TWINE AT TRUNK AND TO PROTECT TRUNK FROM WIRE. ROOTBALL. REMOVE TOP 1/3 OF HOSE AND WIRE AT LOWEST CROTCH BURLAP AND ALL ROPE5. WIRES OF LOWE5T 13RANCH OR CONTAINER5 i AUG GALVANIZED WIRE FILL BA51N WITH MIN. 3" DEEP LAYER OF 5PECIFIED THREE (3) METAL T POST5 INSTALL MULCH. POLES V-0" INTO UNDISTURBED 5-G" HEIGHT WATER 5UBGRADE MIN. DO NOT D15TURB RETENTION DA51N ROOTBALL. _- - FINI HED GRAf)E BACK FILL WITH EXISTING SOIL. IN SANDY OR CLAY SOILS, ADD 20% UNDISTURBED 5UBGRADE MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE - 1: 1 SLOPE ON SIDES OF PLANTING EXISTING 501L. 2 x WIDTH OF HOLE. ROUGHEN 51DE5 AND KOOT13ALL BOTTOM OF PLANTING PIT PRIOR WATER AND TAMP TO TO SETTING TREE REMOVE 51DE5 AND BOTTOM AIR POCKET5 COMPACTED PLANTING -MIX COMPACTED 5UFFICIENTLY TO NOT ALLOW ROOT BALL TO 51NK OR UNDISTURBED 501L I . MARK THE NORTH 51DE OF THE TREE IN THE NUR5ERY, AND ROTATE TREE TO FACE NORTH AT THE 51TE WHEN EVER POSSIBLE. 2. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LAND5CAPE ARCHITECT. 3. EACH TREE MUST BE PLANTED 5UCH THAT THE TRUNK FLARE 15 V151BLE AT THE TOP OF THE ROOT BALL. TREE5 WHERE THE TRUNK FLARE 15 NOT VISIBLE 5HALL BE REJECTED. DO NOT COVER THE TOP OF THE KOOTBALL WITH 501L. 4. DO NOT LIFT, ADJU5T OR MOVE TREE U51NG THE TRUNK. U5E METAL BA5KET FOR THR5E TASKS. 5. NEWLY PLANTED TREES SHALL BE FERTILIZED WITH A TIME RELEASE FERTILIZER WITH A 20-20-20 ANALY515 APPLIED PER MANUFACTURER5 SPECIFICATION. HFA TREE PLANTING DETAIL 1 " = ill 329343.01-01 BE 1-2" HIGHER THAN ADJACENT GRADE 5ANDY OR CLAY SOILS, ADD 20% MAX. BY VOLUME COMP05TED ORGANIC MATERIAL TO THE EXISTING 501L. x WIDTH OF REMOVE BURLAP * ROPE FROM TOP 1 /3 OF BALL LAYER OF 5PECIFIED MULCH. REMOVE 51DE5 AND 501L COMPACTED ENOUGH BOTTOM AIR POCKETS TO PREVENT SETTLING I . REMOVE ANY DEAD, DYING OR SEVERELY BROKEN TWIG5 OR BRANCHE5. IF REMOVING THE5E BRANCHED REDUCE5 THE SHRUB HEIGHT BELOW SPECIFIED HEIGHT THEN 5HRUI3 SHALL BE REJECTED. 2. NEWLY PLANTED SHRUBS SHALL BE FERTILIZED WITH A TIME RELEA5E FERTILIZER WITH A 20-20-20 ANALY515 APPLIED PER MANUFACTURERS SPECIFICATION. HFA SHRUB PLANTING DETAIL 1" = 1" 329333.01-01 , d 3G" O.C. I 1211 I_ 1211 1 3G" 1 3G" O.C. 7 GA. GALVANIZED 5TEEL HAIRPIN AT 1 .5"I D X 13" FACTORY CUT THERMAL EXPAN51ON SLIP JOINT I X4X24" SPLICE BOARD. ALL 2X4 HEADER BOARD, I X4 SPLICE BOARDS, AND PLA5TIC 5TAKES TO BE BEND -A -BOARD PLA5TIC HEADER BOARD, BROWN. (5 10) 235-9339. PLASTIC 5TAKE5, 5PACE A5 5HOWN MINIMUM RADIU5 FOR 2X4 15 3G" PLASTIC 5TAKE5 AT 5PLICE BOARD. SHRUB LAWN I X4X24" SPLICE BOARD. TYPICAL FIELD CUT JOINT. 2X4 BEND -A -BOARD HEADER BOARD. I X4X24" PLASTIC SPLICE BOARD. 2X2X I G" PLA5TIC 5TAKE5 @ 30 O.C. STAKES OCCUR ON SHRUB SIDE ONLY USE 2 PLATED DECK SCREWS FOR ATTACHMENT BEND -A -BOARD PLASTIC 2"X4" EDGING 329413.16-14 HARRISON FRENCH' & A S S 0 C I A T E S, L T D! 1705 S. Walton Blvd., Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ac.com W Q 6 >- W �> j ffi0z 'O.. NQ�0 6XW0 8 0 czz�0XZ 0 . as �tFaW�dcFioW <�a� O <NN� ONUO 'WN��ja0 F 3 WZZ N 0U1 {��~~ Q Ofi 6 NO�00� K Z>' Dt\OZaWWK u;L,(n< 06 V 20 3pndzOfj ZLA ia 00o�"jaa$woam ISSUE BLOCK TITLE DATE 95% 06/06/14 1007. 12/10/14 OTP 12/24/14 STORE NO.: 2468 0—A DOCUMENT DATE: 6/2/2015 CHECKED BY: PJM DRAWN BY. RIDE FOR PER TEXAS COA #F-8576 LANDSCAPE DETAILS SHEET: C5.1 rn 3 v c v J 00 0 0 0 0 1 In I O t0 U 0 rn N 1 In 0 W. 1 0 U v 00 00 ,n 0 0 coo I I LOLO 0 N p N j c p C HARRISON FRENCH & A S S 0 C I A T 1: S, L T 13 1705 S. Walton Blvd., Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com w < } w j O�wOZ 7 ZOO Fw, w �` n �n �aX�ow125;0Xa LA- 0:~0. � X �wx�wzpgo z (nwpV, ,��:156; 000a<3UNw N-ypN��00 O j xCc-i � � \Za4iw��v_>a p, P vuj Z �N" 0��..6FWUW{ 0I'- FE6c zda��aWoam • O � 00 O O � O I z I O 0 �d x ■� co L co CQw z CQ 0 ti 0 AF-1 0 co � M fl. ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Al CCR1 02/03/14 Q3 CCR3 03/26/15 Q CCR5 04/28/15 Q CCD1 05/04/15 8 CCR6 06/01/15 STORE NO.: 2468 �& DOCUMENT DATE: 6/2/2015 CHECKED BY: PJM DRAWN BY: RDE 46 —o 1-4sr FOR PERMIT TEXAS COA #F-8576 LANDSCAPE PLAN SHEET: C5.0 rn 3 0 L a to 0 0 0 0 I U) r I it U U rn N 1 u7 0 RF _a N U C � 0 Q 0 _C r2 0 0 `U) a� o, � N I U aco 0 N 0 .. 0 00 0 to u7 335 330 325 320 315 SCALE D 0 10 20 1 inch = 10 ft i�� ■ - Wa—mmm ®��ii�ii�iii ice_ : • • • • =,. �;�, rn 0+00 0+50 6" WATER LINE EXTENSION SCALE: VERTICAL 1 "=5' HORIZONTAL 1 "= 10' 335 PROPOSED W X"SS UGT UGE GAS GENERAL UTILITY NOTES PROPERTY LINE WATERLINE (ALL FITTINGS TO BE BRASS WRAPPED IN POLY) SANITARY SEWER LINE UNDERGROUND TELEPHONE UNDERGROUND ELECTRIC GAS LINE STORM SEWER 1. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES AND IS RESPONSIBLE TO REPAIR ANY DAMAGE TO EXISTING UTILITIES DURING CONSTRUCTION AT NO COST TO THE OWNER. 2. ALL UTILITIES ARE SHOWN FROM INFORMATION GATHERED AND SHOULD NOT BE USED AS EXACT. CONTRACTOR SHALL VERIFY EXACT DEPTHS AND LOCATIONS PRIOR TO UTILITY INSTILLATION. 3. CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY COMPANY FOR INSTALLATION AND SPECIFICATION REQUIREMENTS. 4. ALL PIPE MATERIALS SHALL COMPLY WITH LOCAL REGULATIONS. 5. ALL TRENCHING AND BEDDING SHALL BE PER THE UTILITY TRENCH AND BEDDING DETAIL. 6. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR ALL BUILDING •� UTILITY TIE INS. 7. ALL THRUST BLOCKING SHALL BE PER THE VERTICAL AND HORIZONTAL THRUST BLOCKING DETAILS. 8. PIPE LENGTHS SHOWN ARE APPROXIMATE, CONTRACTOR SHALL VERIFY, BASED UPON FIELD CONDITIONS, EXACT LENGTHS OF PIPES NECESSARY FOR CONNECTIONS. IF LENGTH SHOWN VARIES SIGNIFICANTLY COMPARED TO FIELD CONDITIONS, CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO ORDERING MATERIAL AND INSTALLATION. O NOTES 330 18N. 45° BEND (PER CITY OF COLLEGE STATION STANDARDS) 19N. MAINTAIN 10' HORIZONTAL SEPARATION 20N. 8" x12" TEE (PER COLLEGE STATION STANDARDS) 21N. 8" VALVE ((PER COLLEGE STATION STANDARDS) 22N. 12" VALVE (PER COLLEGE STATION STANDARDS) 325 ❑ 7D. 9D. 320 315 0+89.81 TCEQ SPECIAL REQUIRMENTS Where a new potable waterline crosses a new, non -pressure rated wastewater main or lateral and the standard pipe segment length of the wastewater main or lateral is at least 18 feet; one segment of the waterline pipe shall be centered over the wastewater main or lateral such that the joints of the waterline. pipe are equidistant and at least nine feet horizontally from the ca;nterline of the wastewater main or lateral. The potable waterline shall be at least two feet above the wastewater main or lateral. Whenever possible, the crossing shall be centered between the joints of the wastewater main or lateral. The wastewater pipe shall have a minimum pipe stiffness of 115 psi at 5.0°rq deflection. The wastewater main or lateral shall be embedded in cement stabilized sand (see §290.44(e)(4)(B)(vi) of this title) for the total length ofone pipe segment plus 12 inches beyond the joint on each end. DETAILS STANDARD FIRE HYDRANT ASSEMBLY (SEE DETAIL W1-02 ON FIGURE W1) VALVE BOX (SEE DETAIL W1-02ON FIGURE W1) E 7% OMPUANC JUN L? 2.015 COLLEGE TANT ENGINEERING HARRISON FRENCH & A S S 0 C I A T F S, L17D 1705 S. Walton Blvd, State 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com ,. W lL C D n V�-,� �W7d 0W'zp�W O J Z�C92 sz}. ii cc qt� IK a aces� N � $ gwa:w ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 L� CCR1 02/03/14 3 CCR3 03/26/15 4 CCR4 04/10/15 5 CCR5 04/28/15 STORE NO.: 2468 Z,,a DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE ................................... P L J. MOSS ...........................................: iity744 rn FOR PERMIT TEXAS COA #F-8576 WATER LINE PROFILE SHEET: C4.1 (31 3 O L a 00 O O O O 1 Uj I O WN I.L U U 0) CV 1 Uj O to 04 co c 0 0 0 17 c O U 3 L co ♦` 0 U / CU 1 U 0 00 Oo N O 660 Lo U') C I O CV 00 IN� 5flL7\ 17 3'925.21 N TJ" ai• IL, V y " ! v 6D G900- IPE PROPOSED 18N PVC 0 9D 5.18% , 6N " C9 0 PIPE 1 7D FL 330.03 \\�\� �r5111D N 6 LF 4" PVC �\ 1 D FL 329.56 0 1.20% FL 330.10 4/2 21N 3D :a» PRN.4TE ACCESS\ LASEMENT V WA rs• uar \. \ J " PEX\\ \ ?0 q\ / WATER LINE 7F^C \ ?% F' WATER LINE \ 1 STI EL 324 330 iee \ \ \\\ \ 18" 1?CV (ow) 1\ O'PRIiVATL ACCES\S / \ \\EASEMENT \ F \ r \ FL:324.70?3 ea \\ 16" RCP(OU7)�3x � �o' M1varc act„ \ srR ,r F LA`=tijdEN1 3/4 �E)�' , i \4 --i WATER LINE w �► ��; . 3D / 3/4" PE / - - --WATER LINE N CG51'35- W \ 3 -- 10N -• . �_ E i= 1 TO BC \ o K TO SO ti. 8 t.' - - _.- BC -- - AH- Still H I G H W A Y N 0 2 1 5 4 W E L L B O R N R 0 A D " OAK 6 66 LE 6 11 I V U 5.18% .I. OR EXISTING WATER CONNECTION BLOW UP /v T\ / I �\ T 1 • 1 /-\ \ • / A T r r1 1 1 A 1 f� SCALE 10 0 10 20 1 inch = 10 ft. `J 1_J lJ . 1 \./ Z SCALE 30 0 30 60 1 inch = 30 ft. PROPOSED �- - PROPERTY LINE w WATERLINE (ALL FITTINGS TO BE BRASS WRAPPED IN POLY) X"SS SANITARY SEWER LINE UGT UNDERGROUND TELEPHONE UGE UNDERGROUND ELECTRIC GAS GAS LINE STORM SEWER GENERAL UTILITY NOTES 1. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES AND IS RESPONSIBLE TO REPAIR ANY DAMAGE TO EXISTING UTILITIES DURING CONSTRUCTION AT NO COST TO THE OWNER. 2. ALL UTILITIES ARE SHOWN FROM INFORMATION GATHERED AND SHOULD NOT BE USED AS EXACT. CONTRACTOR SHALL VERIFY EXACT DEPTHS AND LOCATIONS PRIOR TO UTILITY INSTILLATION. 3. CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY COMPANY FOR INSTALLATION AND SPECIFICATION REQUIREMENTS. 4. ALL PIPE MATERIALS SHALL COMPLY WITH LOCAL REGULATIONS. 5. ALL TRENCHING AND BEDDING SHALL BE PER THE UTILITY TRENCH AND BEDDING DETAIL. 6. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR ALL BUILDING UTILITY TIE INS. 7. ALL THRUST BLOCKING SHALL BE PER THE VERTICAL AND HORIZONTAL THRUST BLOCKING DETAILS. 8. PIPE LENGTHS SHOWN ARE APPROXIMATE, CONTRACTOR SHALL VERIFY, BASED UPON FIELD CONDITIONS, EXACT LENGTHS OF PIPES NECESSARY FOR CONNECTIONS. IF LENGTH SHOWN VARIES SIGNIFICANTLY COMPARED TO FIELD CONDITIONS, CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO ORDERING MATERIAL AND INSTALLATION. O NOTES N. CONNECT T BUILDING PEP, ARCHITECTURALA 2 CO C O U G AND MEP PLANS 4N. CONNECT TO EXISTING ELECTRICAL SERVICE 5N. PAD MOUNTED TRANSFORMER, PER ELECTRIC COMPANY 6N. 2" WATER METER 7N. ELECTRIC METER 8N. GAS METER 9N. CONNECT TO EXISTING GAS LINE, FIELD VERIFY EXACT LOCATION 10N. CONNECT TO EXISTING TELEPHONE LINE, FIELD VERIFY EXACT LOCATION 11 N. GREASE TRAP (SEE MEP PLANS) 12N. CONNECT WATER LINE TO AIR / WATER / VAC EQUIPMENT 13N. CONNECTION WATER LINE TO HOSE BIB 14N. MAINTAIN 18" VERTICAL SEPARATION 15N. 1" IRRIGATION METER 16N. DOUBLE CHECK VALVE BACKFLOW PREVENTER (SEE IRRIGATION PLAN FOR DETAILS) 17N. SAMPLE WELL (PER CITY OF COLLEGE STATION STANDARDS)(PLEASE SEE SHEET P500) 18N. 45° BEND (PER CITY OF COLLEGE STATION STANDARDS) 19N. MAINTAIN 10' HORIZONTAL SEPARATION 20N. 8" x12" TEE (PER COLLEGE STATION STANDARDS) 21 N. 8" VALVE ((PER COLLEGE STATION STANDARDS) 22N. 12" VALVE (PER COLLEGE STATION STANDARDS) DETAILS ID. SANITARY SEWER CLEAN -OUT (SEE MEP PLANS FOR SCHEDULE) (SEE DETAIL S5-01 OF FIGURE S2) 2D. TWO-WAY SANITARY SEWER CLEANOUT (SEE MEP PLANS FOR SCHEDULE) (SEE DETAIL 17 ON C7.0) 3D. TRENCHING AND BEDDING (SEE DETAIL 5 ON C7.0) 4D. GRADE MOUNTED HOSE BIB (SEE DETAIL 12 ON C7.0) 5D. STANDARD MANHOLE TIE-IN (SEE DETAIL S3-01 ON FIGURE S1) 6D. TSBV NEW WATER SERVICE, FIELD VERIFY EXACT LOCATION (SEE DETAIL W2-01 ON FIGURE W1) 7D. STANDARD FIRE HYDRANT ASSEMBLY (SEE DETAIL W1-02 ON FIGURE WI) 9D. VALVE BOX (SEE DETAIL W1-02 ON FIGURE W1) JUN .L `L 2G,'j COLLEGE ,S TI ENGINEERING I HARRISON FRENCH I & A S S 0 C I A T I. S, L T D 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-aexom wg�Z uWi LJ 0L1_ a<p � �a �v�xw 0 IDS c� w O:ww 0 d<wa 0a roufa -Xcc J�0` 15 N Na C�R� C4R•�OOSOU �� 0 7dogw wzw1r_ ® OD y It 00 0 O I`. O � I LO z o O rA �- � Lm ow WLO 0 z a02 o U � ��., LLI ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 1 CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 6 CCD1 05/04/15 STORE NO.: 2468 Z (-1 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE '(1r OF .....................................:: PA .L J. MOSS. . ........... m ....... ....... 11675i E N SE� F FOR PERMIT TEXAS COA f -8576 UTILITY PLAN SHEET: C4.0 a O a 00 0 O O 0 1 I 0 W D: U U rn CV I to O N 'U _c / cx 4� _c c t 0 rn 4, 0 0 :D N t 0 U 0 co CO O 71• O . O 00 O J� 6 r r/ D rr r / SF /r 1D F % \ 6 I\ \ GENERAL EROSION CONTROL NOTES 2D La �• \ 1. ALL CONTRACTORS AND SUBCONTRACTORS SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE STATE OF TEXAS NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT. w \ / _ w ° ,ti \ o \ \\'t 2. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES AS REQUIRED BY THE SWPPP • 1 D \ AND THAT CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS. ADDITIONAL BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED AS DIRECTED BY PERMITTING AGENCY AND O OWNER OR AS DICTATED BY CONDITIONS AT NO ADDITIONAL COST TO OWNER THROUGHOUT / / \ ALL PHASES OF CONSTRUCTION. \ 3. PERMIT FOR ANY CONSTRUCTION ACTIVITY MUST BE MAINTAINED ON SITE AT ALL TIMES. 3D 6 / \\� ��, �•,\ \ \ �J 4. CONTRACTOR SHALL MINIMIZE CLEARING TO THE MAXIMUM EXTENT PRACTICAL OR AS 6D \\ \\\ \ REQUIRED BY THE GENERAL PERMIT. -- -"` - 7D \ \ �• `\ 5. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE \ \ \ _ - ` AREA WHICH SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, 7 � \�� \ `; `--� \ EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. 6. ALL WASH WATER SHALL BE DETAINED AND PROPERLY TREATED OR DISPOSED. / 6 \\\ \ \\\ } �'.�. 1D 7. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE SF \\� `. `�� \ 1 wow S MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL \ \ 1 \ \ SPILLS AND LEAKS. 6D � _"� s. , H ELE .�\ � \\, \\ / / '\ 8. DUST ON THE SITE SHALL. BE CONTROLLED. THE USE OF MOTOR OILS AND OTHER PETROLEUM 1 J� BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. EL=325. \\ \ SF T�� '1 \F�n\ \ \ �/ 9. RUBBISH, TRASH, GARBAGE, LITTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO �\ _ 1D Q6 \� \ / \ SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES ` \ \ �! PNI✓ATE ACCESS / / THROUGH THE ACTION OF WIND OR STORM WATER DISCHARGE INTO DRAINAGE DITCHES OR ElD \\ \ \\ \\\ ', �r \�\ 20 ' sEUErrr`.\ \ �` - WATERS OF THE STATE. 30 PRIiAiE ACCESS / / 10. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE / , / ; \� ` \\\\ �J �� EASEMEN\ \ STORM WATER POLLUTION PREVENTION PLAN, SHALL BE INITIATED AS SOON AS PRACTICABLE. `46 \\\ O \ \ 11. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS STOPPED FOR AT k\ \�\ / \� \\ �'� LEAST 14 DAYS, SHALL BE TEMPORARILY SEEDED. THESE AREAS SHALL BE SEEDED NO LATER THAN 14 DAYS FROM THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. 12. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE SODDED/LANDS APED PER PLANS. / C THESE AREA SHALL BE SEEDED ANO R l � � LATER THAN 14 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. .P QTEC fl�N REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN. _ \ \, \ IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NO 0a ; F \\ \\ SUFFICIENT TO REMOVE THE MAJORITY OF DIRT OR MUD, THEN THE TIRES MUST BE WASHED / \\1 U. I;1 �.\\ ��\ 11•Q ¢ \ BEFORE THE VEHICLES ENTER A PUBLIC ROAD. IF WASHING IS USED, PROVISIONS MUST BE S 11V i ��.7- N' \ \ \\ \\ THEDE TO SITE. INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF `\ 4700 SF 14. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS / Z w FFE 334.15 �\ \ � �` � \ / OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. 15. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS IN CONJUNCTION WITH THE STABILIZATION OF THE SITE. / \ 16. ON -SITE AND OFFSITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM / � ..'•.,, � �\ �,• •.\ EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BEST MANAGEMENT PRACTICES. ti p _ STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND / / \ \ \• /`�`��`� �� j� ` \ `T�N \ // \ PERMITTED IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. \ �` \ p r j. \ FL::S-` ,.674h P,u e.er- / _`/ \ 5D ,.� \. ' .. \ is" RGP !CU 1911. 17. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE 5D "� ,� fkD \ STMH -1 RUNOFF VELOCITIES AND EROSION. /°u ^N-` 18. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR 5D \ \ i e 3 kcNs ouT> l ,rds FL :32 RCP ( SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION AND SEDIMENT CONTROL MEASURES TO ao'a' FivATE Ac\ - / PREVENT EROSION AND SEDIMENTATION. 0 \ \ \ GE_S\ N`334- \ �` o�� \ smart -1 19. CONTRACTOR SHALL DESIGNATE/IDENTIFY AREAS INSIDE THE LIMITS OF DISTURBANCE, FOR --_- � O ® ® \ f d \�\ � \\ `• \ f--� WASTE DISPOSAL AND DELIVERY AND MATERIAL STORAGE. O ® ® O ® O ® O ® ® O ® \ \ \ t Ls2a.7c `a 3 18" RC. 'oUTi �` 20. REFER TO SWPPP FOR REPORTABLE SPILL QUANTITIES OF PETROLEUM PRODUCTS AND/OR \ �\ \ \ \ ��.d+ ° o O 0 /-� O O 33i 2 \ ��\ \ \ ,._� HAZARDOUS WASTES. O ® ® ® ® ® ® ® O ®' ® ® ® \ ® ® ® ® ® ® % \ 32 �« \ STI.tH -3 u• m� 1 ° �".'' \ / ! "-'~� \ \�, \u"£ F . \ 21. CONTRACTOR TO LIMIT DISTURBANCE OF SITE IN STRICT ACCORDANCE WITH THE EROSION 6D \ 3 ° y �, \ :\, \ \ CONTROL SEQUENCING SHOWN ON THIS PLAN, NO UNNECESSARY OR IMPROPERLY ; _ \ \`` 11\�\ \ \. \ \ SEQUENCED CLEARING AND/OR GRADING SHALL BE PERMITTED. _ 5Di-b 01) 1 \ 1N TREE x R OTECTIO \ \ `.Gi `-- - \ -� ` \� _ BMP MAINTENANCE NOTES 1 D � \, 1 D ,a• � +: �. 34- � - - � - \ � 34 --}331 1 • :. ; \.-.�.- - • E - gF _ �• 33 �� ` F� 33 \ \ - ALL MEASURES STATED ON THESE PLANS AND IN THE SWPPP SHALL BE MAINTAINED IN FULLY S -- / 3314 .- �_ - \ _ - 33 FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR COMPLETED PHASE OF WORK OF �, _ ` _ { ---- _31 _ _� 31 - - T3 �. FINAL STABILIZATION OF THE SITE. SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY . " '- -3 31 A QUALIFIED PERSON IN ACCORDANCE WITH THE CONSTRUCTION GENERAL PERMIT, AND -__ - - - _ - _ - _ REPAIRED IN ACCORDANCE WITH THE FOLLOWING: \\ -- _ - 32 ---- 1. BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY •-.. A 3`• �'• ::• •; " •"� INLET PROTECTION DEVICES AND \ `�----___. -: `• - • SHOW SIGNS OF DETERIORATION, - �. \ �'-� __._� -'�` ------ - ;; "•. - • - - _. __ _ -. - __ - ., - - - -- - - - - -- __ __ _.-----_- _ -_ :=?=32 2. ALL SEEDED/SODDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE FERTILIZE WATERED AND REPAIRED AS NEEDED. - - _- `� \� _�-- _=_ -___� -- �_•_ _ 6D - 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT �'` -=��_ =-== =__- '�•� _� I ' - -•-_` --__.- -_ - - _- _ 1 D ^__ _ -- - - --- - - - - - - SHALL BE REMOVED FROM THE SILT FENCE WHEN IT REACHES ONE-HALF THE HEIGHT OF THE ' _A=fff 6D FENCE. G---- _ -__ _--- ---- -[�y `� _ 1 _ - I 3D 6D 3D - --`'`� 3D 1 D 4. THE CONSTRUCTION EXIT SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT ''-�„-.� I -- .___�_ _ _ _- •, -__._ ..._ ��y''�J_.=-____-_�_� --.___ . - � - � _ __ - _ „�- ___ � -__ _, .� s5' _-, _- - ____ - - - = a� TRACKING OR FLOW OF SEDIMENT FROM THE SITE. THIS MAY REQUIRE PERIODIC TOP e ec - - - - -- - - - -'- DRESSING OF THE EXIT AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN A GOOD CONDITION. THIS - - " �' \ _---- __----- ----- _-- - -- --" -_ _- - MAY REQUIRE PERIODIC TOP DRESSING OF THE AREA AS CONDITIONS DEMAND. 6. S. ANY DEBRIS AND/OR SEDIMENT LEAVING THE SITE SHALL --_- _ `__----- ----_- =1===------ ----._-��_.�___-� - - ......._ _ _ - - • -- E S S L BE CLEANED IMMEDIATELY. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. FIFI (L/�J S1!,111-2 �n /� 7. ALL INLETS AND STORM DRAINS SHALL BE KEPT CLEAN OF DEBRIS AND SEDIMENT. ANY -=-------- _ _�===-==_ -_ _ H WAY N 0 2 1 5 4 - -`__ ��- t v ` /-� DEBRIS AND/OR SEDIMENT THAT ENTERS ANY INLET OR STORM DRAIN SHALL BE CLEANED __! - - __ C� _- f - "' ----___,_ Q [� ( _ IMMEDIATELY. FLUSHING SHALL NOT BE USED TO CLEAN DEBRIS AND/OR SEDIMENT FROM - --- --- - - - W E B I \ -- -- - _ STORM DRAINS. S1MH \` - t �liU 'L 2 2ai5 CONSTRUCTION SEQUENCE 1. CONDUCT PRE -CONSTRUCTION MEETING WITH THE CITY TO DISCUSS EROSION AND SEDIMENT CONTROLS AND 0 NOTES L O L LGE V� ATI CONSTRUCTION PHASING. ENGINEERING 3. INSTALL CONSTRUCTION FENCES AND TEMPORARY TRAFFIC AND PEDESTRIAN CONTRINSTALL STABILIZED CONSTRUCTION EXIT AND POST SWPPP AND SITE COMPLIANCE IOL DEVICES. GNAGE LICLY VISIBLE. 1 N. SWPPP SIGN 4. PREPARE TEMPORARY PARKING AND STORAGE AREAS. 2N. CONCRETE WASHOUT AREA 5. INSTALL SILT FENCE ON THE SITE AS SHOWN WITHIN THE CONSTRUCTION LIMITS. 3N. EQUIPMENT STORAGE AREA 6. DEMO EXISTING STRUCTURES, PAVEMENT, AND SPECIFIED UTILITIES. 7. UNDERCUT EXISTING POOR SOILS AS INDICATED IN THE GEOTECHNICAL REPORT. DETAILS 8. BEGIN GRADING THE SITE. 9. BEGIN CONSTRUCTION OF UTILITIES. 10. BEGIN SUBGRADE PREPARATION AND CONSTRUCTION OF STRUCTURES. 1D. SEDIMENT/SILT FENCE WITH WIRE (SEE DETAIL SWPP1-01 ON FIGURE SWPP) 11. BEGIN INSTALLATION OF CURB, GUTTER, AND PAVING. 2D. CONSTRUCTION EXIT (SEE DETAIL SWPP1-02 ON FIGURE SWPP) 12. COMPLETE PERMANENT STABILIZATION ON AREAS WHERE CONSTRUCTION HAS COMPLETED. 3D. EROSION EELS SEDIMENT BARRIER (SEE DETAIL 3 ON C7.2) 13. COMPLETE FINAL GRADING AND INSTALLATION OF PERMANENT STABILIZATION OVER ALL AREAS. 4D. STORM DRAINAGE INLET PROTECTION (SEE DETAIL SWPP1-00 ON FIGURE SWPP) 14. OBTAIN CONCURRENCE FROM THE OWNER AND THE CITY THAT THE SITE HAS BEEN FULLY STABILIZED. 5D. STORM DRAINAGE INLET PROTECTION (SEE DETAIL SWPP1-00 ON FIGURE SWPP) 15. REMOVE ALL REMAINING TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES. 6D. EROSION CONTROL ALONG DITCH (SEE DETAIL SWPP1-01 ON FIGURE SWPP) 16. STABILIZE ALL AREAS DISTURBED BY BMP REMOVAL. 7D. BLOCK AND AGGREGATE FLUME PROTECTION (DETAIL 1 ON C7.3) CONTRACTOR MAY COMPLETE CONSTRUCTION RELATED ACTIVITIES CONCURRENTLY ONLY IF ALL PRECEDING BMPS HAVE BEEN COMPLETELY INSTALLED. THE ACTUAL SCHEDULE FOR IMPLEMENTING POLLUTANT CONTROL MEASURES WILL BE DETERMINED BY THE PROJECT CONSTRUCTION PROGRESS AND RECORDED BY THE GENERAL CONTRACTOR ON THESE PLANS. ww_* SCALE 30 0 30 60 1 inch = 30 ft. HARRISON FRENCH & ASSOCIATES, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com } w w tIn�NN �U�g�a�3 �~ �wx�wwqr-Wg aQF> J Za� NZa �9:�9IL z} EL F F"• O ��FWU� jZU ® to o co o r- I 0z o O F d co a Lm � n0 0" � � z O rrnnw� aa. ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Q CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 6 CCD1 05/04/15 8 CCR6 06/01/15 STORE NO.: 2468 ZC{ DOCUMENT DATE: 6/2/2015 CHECKED BY: PJM [DRAWN BY: RDE o� COf �P�1r O* ....... PAUL J. MOSS o 116731 �QQ � CENS .--*Ca��o 6 SS ONA LENS FOR PERMIT TEXAS COA #F-8576 EROSION & SEDIMENT CONTROL PLAN SHEET: C3.0 4 0.03 ' 1481 0.40 D i 10 _......_..._......._:___........_.........: ... ._...... _ ._ _............_. _.__._.__....... _ 5 0.21 8960 0.95 D 10_ Drainage Area Ac ...... �...- �.--_.. 1259045 _ 6 0.07 t 3251 0.95 D 10 -; Release Rate cfs :._..----- _._._...__._�_.. j.:...... 2.174 7 _ 0.11 . 4860 _ 0.40 D � Post C-Factor 0.90 8 0.03 1159 0.40 D 10 9 0.08 3543 0.40 C/D _'. 10. Pond 0.18 7963 _ ..._._ . _... 0.65 - D 10 . > . -.... . 1.51 0.815741 _ ---- ----- -..,.._...._..._-- ANTENSITY(INfHR) _.. ._. .:._.:..r_ _ ....._. Basin 2yr Syr 10 yr 25 yr 50 yr_._..-- 1 6.... ......... -------- .._-..- ..... .............. .._......_....... 2 6.33 7.69 8.63 9.86 , 11.15 11.64 ...._ __.. . _ Duration ._ ......_._____ Time (hrs) Duration .-------._-__._ Time (min) - for ___._..�_..Y ._. storm (in/hr) Inflow rate cfs Stored Rate (cfs) Required ..__9d Storage (cf) Required Storage (ac-ft 0.250 15 5.192 5.859 3.685 3317 0.0761 0.333 20 4.431 5.000 2.826 3391 0.0779 0.417 25 3.881 4.380 2.206 3309 0.0760 0.500 30 3.464 3.909 1.735 3123 0.0717 0.583 35 3.136 3.538 1.365 2866 0.0658 0.667 40 2.870 3.238 1.064 2554 0.0586 0.750 45 2.649 2.989 0.816 2203 0.0506 0.833 50 2.464 2.780 0.606 1819 0.0418 0.917 55 2.305 1 2.601 0.427 1 1409 0.0324 3 6.33 7.69 8 63 9 86 1115 1164 € _.........s.. _........... _.. , 5-YR DETENTION CALCULATION 6.33 7.69 8.63 9.86 11:15 11.64 5 6.33 7.60 8.63 9.86 '. 11.15 11.64 RatlOnal Method 6 6.33 7.69 F Intensi 8.63 9.86 11.15 11.64 � tv Basin 2 yr 1.27 2.12 ....._ . _.. ,. _ 1.34 0.09 0.45 0.28 0.07 0.21 5 yr 1.54 2.58 ........ 1.63 0.10 0.55 - 0..34 0.08 0.25 10 yr 1.73 2.89 ..... ........ 1.83 012 .... 0.61 0.39 0.09 0.28 _._ 25 yr 1.97 3 30 2.09 0.13 - 0.70 0.44 0.10 0.32 50 yr 2.23 3.73 W. _...,_... 2.37 0.15 0.79 0.50 0.12 0.36 _ 100 yr 2.33 3 90 W,:......... 2.47 0.16 0.83 o.52 0.12 0.38......_....- _ _ _ ......... - _... ...... _ _. _ -_ _ - -- - _ - ; _ . .. f :10-YR DETENTION ON CALCULATION Rational Method; _...._....._..... 0.417 0.500. 0.583 0.667 .0.750 0.833 0.917 _.._...._..._._._...._._._ 25 30 35 40 45 50 55 4.827 5.446 4.327 4. &0 3.932 4.436 3.610 4.073. 3.342 3.771 3.116 3.516 2.922 3.297 t Intensity 3.013 4519 0:1037 1 2.449 44M 0.1012 2 2.003 4207 0.0966 3 1.640 3936 0.0904 4 1.338 3613 0.0829 1.083 3248 0.0746 0.863 2849 0.0654 6 7 __._._---...__._ 8 9 Pond 0.89 1.08 1.22 1.39 1.57 1.64 Total 0 7.92 9.63 _ 10.81 __.._ 12.34 ....... 135_ .914.57 _ _ .- Qramage Area (Ac) Release Rate cfs 1.259045 2.549 _....._ .. _ _Stage Storage Pond 4:1 Earthen Stapes with Concrete Swale Post Comp.0 Factor 0.90 CONTOUR INCR. PIPE TOTAL STAGE ELEVATION AREA STORAGE STORAGE STORAGE ft ft sf d cf cf 0 329.10 0 0 . 1.00 330.10 ......... i 854 .__... 528 243 528 2.00 331.10 1840 1968 652 2496 3.00 332.10 3118 2451 242 4947 4.00 333.10 4567 3820 1 8766 4.15 333.25 4882 709 0 9475 4.65 333 75 6332 2796 0 12270 . tT 3 0 00 0 0 0 O 1 u7 I 0 r / CO U U 0) N i Uj 0 NJ N �U C � 0 Q L / C� _C r:2 o 0 �U) ca I O U 0 0 O O O 63 o Duration Time (hrs) Duration ----...- Time (min) for to yr - --- ------ storm (in/hr) Inflow - rate (cfs) Stored Rate (cfs) Required _ _ Storage (cf) Required. Storage (ac-ft) 0.250 15 7.194 8.117 5.568 5012 0.1150 0.333 20 6.209 7.006 4.457 5349 0.1228 0.417 25 5.489 6.193 3.644 5467 0.1255 0.500 30 4.936 - 5.570 3.021 5437 0.1248 0.583 35 4.497 5.074 2.525 5303 0.1217 0.667 40 4.139 4.670 2.121 5091 0.1169 0.750 45 3.840 4.333 1.784 4818 0.1106 0.833 50 3.587 4.048 1.499. 4496 0.1032. 0.917 55 3.370 3.802 1.253 4136 0.0949 Drainage Area (Ac) 1.259045 Release Rate (cfs) 2.689 Post Comp C Factor . 0.90 Duration Time hrs Duration Time min for 25 yr storm in/hr Inflow rate cfs Stored Rate cfs Required Storage cf Required Storage (ac-ft 0.250 15 8.234 9.291 6.601 5941 0.1364 0.333 20 7.119 8.033 5.344 6412 0.1472 0.417 25 6.302 7.111 4.422 6633 0.1523 0.500 30 5.675 6.403 3.714 6685 0.1535 0.583 35 5.176 5.840 3.151 6616 0.1519 0.667 40 4.768 5.380 2.691 6458 0.1482 0.750 45 4.428 4.996 2.307 6229 0.1430 0.833 50 4.140 4.671 1.981 5944 0.1365 0.917 55 3.891 4.391 1.701 5615 0.1289 50-YR DETENTION CALCULATION Rational Method Intensity ` Duration Duration forSOyr Inflow Stored Required Required Drainage Area (4 1.259045 Time Time storm rate Rate Storage Storage Release Rate (0s) 2.835 Post Comp C-Factor 0.90 (hrs) (min) (in/hr) (cfs) (ds) (cf) (ac-ft) 0.250 15 9.328 10.525 7.690 6921 0.1589 0.333 20 8.079 9.116 6.281 7537 0.1730 0.417 25 7.163 8.082 5.247 7870 0.1807 0.500 30 6.457 7.286 4.451 8012 0.1839 0.583 35 5.896 6.653 3.817 8017 0.1840 0.667 40 5.437 6.135 3.300 7919 0.1818 0.750 45 5.054 5.702 2.867 7741 0.1777 0.833 50 4.728 5.335 2.500 7500 0.1722 0.917 55 4.448 1 5.019 1 2.184 7206 1 0.1654 100-YR DETENTION CALCULATION Rational Method Intensity Duration .._.... ..... .. _.__...._....._...._._._ Time hrs Duration Time _...... min for100yr .__......._._.....-..........._..._.... storm in/hr Inflow rate ds Stored _.._....__._..... Rate cfs Required _..._................._........... Storage (cf) Required Storage (ae-ft 0.250 15 9.732 10.981 8.094 7284 0.1672 0.333 20 8.430 9.512 6.625 7950 0.1825 0.417 25 7.477 8.437 5.550 8325 0.1911 0.500 30 6.146 7.611 4.724 8503 0.1952 0.583 35 6.164 6.955 4.067 8541 0.1961 0.667 40 5,688 6.418 3.531 8474 0,1945 0.750 4S 5.291 5.970 3.083 8324 0.1911 0.833 50 4.954 5.590 2.703 8108 0.1861 %J- 1 r 55 1 4.664 5.262 2.375 7838 0.1799 Diameter 11..30 JUN L � 20115 COLLEGE S SAW ENGINEERING HARRISON FRENCH & ASSOC I ATE-s, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 ww%v.hfa-ae.com W < } ZZ VI iny <ZyaN p I>I a�3 O a<p>- !p MiE<q`o FW J Z' 6 W. < \8a 58C H-WSZ} d aw a..�ai►-FziF��o�� N N'cSZZ� o ,WIr Xi�06 WCLd' K coo 7d3grcaa6�a`� ® In OD o o � r- I Ij 0 o z �o a ■� coC;3rEn r4 � z x� o o vE�wv a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Qj CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 8 CCR6 06/01 /15 STORE NO.: 2468 Z-9 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE Ne I,�,w' PAUL J. MOSS s o • -11 6731 ENSE��`�t G/V � 1 FOR PERMIT TEXAS COA #F-8576 POST DRAINAGE CALCULATIONS SHEET: C2.3 rn 3 v a` 00 0 0 O 0 L0 I o_ 0 of U U O CV 1 In O nF _2- N �U L � 0 cl ♦` N t C o o a L N is O I o U o DO O M 00 000 In to a w 0 100 BASIN B2 SEE TABLE 2 FOR DRAINAGE CHARACTERISTICS OF BASIN FLOWS THROUGH INLETS TO DETENTION + AREA. RELEASED THROUGH ORIFICE TOE ARDS DITCJ ALONG WE O ` ,5• r�• a \ BASIN 68 SEE TABLE 2 FOR DRAINAGE CHARACTERISTICS OF BASIN FLOWS OF TE NORTHBOUN / BASIN 131 SEE TABLE 2 FOR DRAINAGE f CHARACTERISTICS OF BASIN TOF FLOWS THROUGH CURB INLET TO V DETENTION AREA. RELEASED THROUGH iIFICE TOWARDS DRAINAGE DITCH ALONG I� WELLBORN ROAD � & /p& L 331. Z O� 8" / HD E rF I-91 1D ACCESS 4700 SF I 1 ' MTFE T FL_7 3D 3D FL 331.11 3D 1 \\ .50% BASIN B5 SEE TABLE 2 FOR DRAINAGE CHARACTERISTICS OF BASIN FLOWS THROUGH GRATE INLET TOWARDS DETENTION AREA. RELEASED THROUGH / ORIFICE TO DRAINAGE DITCH ALONG WELLBORN � s, 9 0 D BASIN 139 SEE TABLE 2 FOR DRAINAGE \ CHARACTERISTICS OF BASIN FLOWS SOUTHWEST IN EXISTING DITCH GT\ TOWARDS DRAINAGE DITCH ALONG WELLBORN ROAD / \ \\ " \H PIAs0 .25%,\ 9 i „ a INL'E 333.36 :.... 2D FL 3 94 p / �� e A I / \ / � " \ \l °le 0`S g 5�` \ HDPE @►`0�829� �� / 5 %c �&\\ FL:3''�.n%ri I / �\` 1• \ \ \ 18" HLP (OJT ul.es� •� HDPE ® 0.50% /` `, RIM 333.26 "' \ ST- � S \\ `\.\ STIAH -i 639 �./ FL 330.65 20 �� 0.5% \ + °T\.\ FL:324.380 izn. F. FL:324.42$v " = A�° ` \ LZ 9.7 '\ t- RcP kuUT) �\ _ )1S" RCP (rrt) e r!55 LF 18" � 8 / 0 1 1\ " 20 Rll Ot 333.26 26� HDPE ® 0.50% \ \ y\rFr E. s\ �� 0.50% FL 0.17 \ 1 F 329.25 ' • N 10 / SrNrl -z 0 ® 0 0 ® 0 p ® ® p� 0 0 ® ® p ® \\ SEE TABLE 2 FOR DRAINAGE �d D `°� 331 3 �\ OP D A 2.b0e%e TO' s' crrouT � \3;0.84 WU ) CHARACTERISTICS OF BASIN -"I iiiiiiiii c 2 2 E PIPE $p - FLOWS NORTHWEST TOWARDS DRAINAGE �y O ® 0 ® ® 0 ® /�� 0 ®� ® 0 ® ® 0 ® ® ® ® �� •d• L'�� \ �� 'LO 1VAl-E A%E S \ STMH -3 DITCH ALONG WELLBORN ROAD O --_1�- \ g� ' ---•,� ` `� \tl+b .(AEN f \ 0 - RIM 333.25 \155 LF 24" �� \\ \ \ e I " 5D HDPE ® 0.10% \ TO REMAI F 1 " \7.6 ORIFICE FL 329. / s ; z< ` \\ \\ \\ BASIN POND O PI17(S) FL 329.10 / _--- \ RCP ®0.12 q \�'-`� l\ \\\ \ SEE TABLE 2 FOR DRAINAGE _ 9 I / •(, *`�,� \, ♦` � �,\ CHARACTERISTICS OF BASIN 0.50% I ` \,'\ 0.5% ~\ \ ` \ DETENTION AREA. RELEASED THROUGH STUDY POINI�\ n ORIFICE TO DRAINAGE DITCH ALONG sDfI 1 34- �\\ :. WELLBORN ROAD L 328.95 33 11 3 ` can b� 3 $ 3 \ \ Ell -'REST RFLOW WEIR y~ _ -- w-- -� 330 �-- - 2 ql �.3 33 1 33 i s- -- --- �� - - -Y - 2N FL 328.93 1 N BASIN B4 BASIN B6 - - - - - -' '- SEE TABLE 2 FOR DRAINAGE -' SEE TABLE 2 FOR DRAINAGE --- -- --- -- --- j-- -- _.- _..�---_.------�_�- �-- - - - BASIN B3 - - -- -- --- -- ---- -- ...__- -- -- --- �`l - ---- I SEE TABLE 2 FOR DRAINAGE CHARACTERISTICS OF BASIN CHARACTERISTICS OF WIN CHARACTERISTICS OF BASIN FLOWS THROUGH CURB CUT TO DETENTION FLOWS THROUGH CURB CUT TO DETENTION -- --- -•-- _-- ._ - _ �:_- TO AREA. DRAINAGEDILET HALONGINELLBORNROAD AREA. RETO f FLOWS THRC+UGHGRATE INLET TOWARDS BC TO --- INA - -'_ .- -- - - - '- DETENTION AREA. RELEASED THROUGH ' HC TO BC __,- ORIFICE TO DRAINAGE DITCH ALONG - - --- _ WELLBORN ROAD r -- ---- --- - -- - - 5 = - ----- _ HC IiU ec M-'�--I� IH _ W A Y W E \-L L B "0- R /N N 0. 2 1 5 4 -�.0 A D EC ITO Sc ----------- -------------------- 0 eA z SCALE 30 0 30 60 1 inch = 30 ft PROPOSED - - PROPERTY LINE - - - - - - - - - BREAKLINE --------- STORM SEWER i PONDING LIMITS) X `�"-' TIO XX%Z S�PO E FFE FINISHED FLOOR ELEVATION FG FINISHED GRADE G GUTTER TC TOP OF CURB FL FLOWLINE TS TOP OF SIDEWALK TP TOP OF PAVEMENT TW TOP OF WALL TF TOP OF FOOTING 0 NOTES IN. SAWCUT LINE/ MATCH EXISTING ELEVATIONS 2N. FLARED END SECTION ❑ DETAILS 1 D. CURB INLET (SEE DETAIL 2 ON FIGURE C7.1) 2D. GRATED INLET (SEE DETAIL D1-03 ON FIGURE D) 3D. CONNECT TO ROOF DRAIN (SEE DETAIL 6 ON C7.2) 4D. 4' CONCRETE FLUME (SEE DETAIL D2.04 ON FIGURE D) 5D. GRATE INLET WITH ORIFICE PLATE (SEE DETAIL 3/C7.3) 6D. JUNCTION BOX (SEE DE i AIL Dt-02 ON FIGURE D) 7D. MASONRY WALL (SEE DETAIL 2 ON S301) � 8D. STANDARD FLUME SECTION (SEE DETAIL D2-04 ON FIGURE D) /R\ 9D. TXDOT SAFETY END TREATMENT (SEE DETAIL ON ASSOCIATED SHEET) rV1- 10D. TRASH GUARD FOR HDPE END SECTIONS (SEE DETAIL ON ASSOCIATE SHEET) CO L.'.wE C4 E �'1 AT I ENGINE .RI G 5 100YR CLOGGED WSE -I 13 to - - - - - 5 100YR WSE to 48'-0" HARRISON FRENCH & ASSOCI A T H S, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com ® to 00 O � 0 _ z o �o w c cl) � n� 02 z 0" O ca w 0 a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Qj CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 6 CCD1 05/04/15 8 CCR6 06/01/15 STORE NO.: 2468 ZZ (A DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE OF`�� • ...................I.............. N..e,� R PAUL J. MIQSS i �:..................� 116731o AS 11 L/2/1y FOR PERMIT TEXAS COA #F-8576 POST DRAINAGE PLAN OVERFLOW WEIR SHEET: C2.2 / / cD / / rn // \ 00 00 `� I v7 I 0 - -_' _ �- - - _- - -_-- - -s- -- N \ `\` 'sue-- ---- --3zr---- Y/,.�-3sa -•�.. -,� (-` TO-M- .- PL To Be Uj B TO Be ti Be 1C'B. c- -- 4-1 W E -1 o% l��= C F- 0 oC) ` W IU E DO N O 04 O O 000 4n Ln O O o/ 7 � 7 - S ;G9,L4! N / E\ a�• n4c f i,\ t' SITE AREA A LS \ IMPERVIOUS AREA -3.200SF(0.073ACRES) PERVIOUS AREA - 59.095 SF (I A26 ACRES) \. TOTAL AREA - 65.300 SF (1.499 ACRES) \ SOIL TYPE D \ OVERLAND FLOWS TO DITCH ALONG FM 2164 `\ AND TO EXISTING 24' RCP UNDER FM 2154 �__H W A Y L B .Q_ R /N N 0. 2 1 5 4 -R-,0AD --- BC !TO Be \ 1 (ATE ACCESS MEwr \'\I� PRIVATE ACCESS\ \)/ EASEMENT \/ �\\ \ \ S.,ePR�1�TF AG:;E� / 20.PWIVATE A"(-LSS '\ \\ F EASTt.+ENT \ \ E E E E -- E -\--- E ~�-=- z SCALE 30 0 30 60 1 inch = 30 ft. LEGEND BASIN IMPERVIOUS AREA - 0.0 SF (0.0 ACRES) PERVIOUS AREA - 0.0 SF (0.0 ACRES) TOTAL AREA - 0.0 SF (0.0 ACRES) SOIL TYPE "X" FLOWS TO... DRAINAGE BASIN SUMMARY DRAINAGE BASIN BOUNDARY DRAINAGE FLOW DIRECTION Pre DemloWd r Runoff . .Wpm ConveNence Store, 13601- FM 2154, College Slatior,. .l')((BraZaIS COlJflh/) Based upon Bryarti/ Cdlege Station Unified Storrrm ater Design GUdelines BASIN A ' ................... .. _.. Total Area _. 1.499 ._.. .. 65,300 ' SF ... . . Impervious Area 0.073 acres 3,200 SF Peruk VArea 1.426 acres 62,100 SF Runoff Coefficient (Table C-3) i C 0.95 Roofs/Drives and Walks C 0.40 Unimproved - Average Weighted C 0.43 Time of Concentration 'c 0.322 Hours (Min 10minutes) 19.32 Minutes ,Sheet Flow (Max. 300ft) Tsh 0.282 Hours Roughness Coefficient n OAS Sheet Flow Length (ft) L 300 2-yr, 24hr rainfall depth (in.)i P2 4.5 -(Table C-6) Sheet Flow Slope (ft/ft) s 0.03 Shallow Concentrated Flow I _. _ ........... .... Tsc 0.040 ... ..fi . Hours ...._ .. _.- .. ..... ._. _.. Flow Length (ft) ... D...... Velocity (ft/sec) v 2.5 ;(Table C-4) 'Intensi (TableC-1) 2 5 10 r 25r 50 r 100 (n/hr)=b/(tc+d)^e 5.58 6.33 7.25 8.23 8I bl 65 76 80 89 98 96 d! 8.00 8.50 8.50 8.S0 8.50 8.00 e 0.806 0.785 0.763 0.754 0.745 0.730 Runo 2 r 5 r 10 r 25 r SO r 0Q (cfs) 2.9 3.6 4.0 4.6 5.3 t&5t7] OLLE E TATIO ENGINEERING ING A HARRISON FRENCH I & ASSOCIAT[iS, LTD 1705 S. Walton Blvd, Slate 3 Bentonville, Arkansas 72712 It 479.273.7780 f 479.273.9436 www.hfa-ae.Com N<00 XWG UJI __1rH9Py 0 tea # !1k'LA LAaNF539g LL F K"'W~H Q...mzl-�yldjui u1 o= N�! iF(ZJ��c�l-� (n y FE� 1�0< �dBSrcaaiz.,cam ® Go o y � co o � I u7 0z o o E a ■� CD z WLID0 o 0. InwL) ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 1 CCR1 02/03/14 03 CCR3 03/26/15 STORE NO.: 2468 Z(4 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY. RDE V - IF - PIZI15 FOR PERMIT TEXAS COA #F-8576 PRE DRAINAGE PLAN SHEET: C2.1 rn 0 L a 00 0 0 O O I I 0 t0 IY U U rn N I u) O 0 04 c N U 0 0 c 0 U 7 41 c O Q) a) c LOLO c' cli 0j 0 c I 1§50 F Q rJ• aw 1p X, 0.50% 3.91 TC Off° 53.41 G ev (3D I 1.4 .i1D1 EASEMENT 34.47,FC Fl 9 We •.07 Ts 4700 SF I \ •, �'_ 9 \ FFE 334.15 \ -57 3D FL 331.11 Fr339 7 3Dt3JD 1 . Aliz z \ \ 2D INLET 333.36 / �_ FL 3 94 o 333.91 G M 333.91 G ,334.38 �•5 jl " � 333.77 G HDPE �►'�,82% °'• g ` 3 333.69 G / -- t ° ,,yg �►/ , n I HDPE ®0.50% 333.58 G RIM 333.26 2D Sy9 p6 �/ FL 330.65 - To An- 73 TP �5 LF 1'w 7,14�- 33 " 20 RI 333.26 `�68\ HDPE ® 0.50% HDPE 50% FL 0.17334.2 3 03 ® O ® ® O ® O ® O ® ` O Li W j G 0 ® ® 0 0 _/�®` 0 0 ® O® ® 0® 0 O ®/ o o ( \ RIM 333.25 `. 50 33g o " ` F 1 " 7.6" ORIFICE FL 329. HDPE ®0.10% a; 34.65 1 0 8 IPE S FL 329.10 s , \ 6D Vo 4D \ .�• IJ" O Ii 3 �3.i4 G •. \ o o\\ / ti '1 "A oT\ 9.7 j \ F F\329.2 10 APED .O 2Z007o, TO H RWLEW PIPE 1 20 RIVATE Ar,(:ESS \ J :x�EAS'Q E. dlExisTIN CH \ \ / TO REMAI = CP _. _ \ PL ;; b - 333 1 . OVERFLOW WEIR REST 330 . - - tic ro .3 : �,. �31 333 ` - - 3 --'�`- --- 2 a- - _TS 88 33 T N FL 328.90 3 66 2- == 1 N 6 T �--____.__ 1.._ � 55 __- --- ___-----:__---- {- - - ._ - __ - -- - -• -- - -- - -- - - ---- --- C a TO ec -. .. _ _ ---- ._ _ ..- -----• - -t ~~ - -- r-- --- ee Tol BC - \ .......... _ F�✓: �M H_ WAY N 0 2 1 5 4 r _ _ �- _--___------- - _ W E L B RAN--_ F 0 A D ------ --- -- _�- At ---.-_ --------- L SC TO RC z SCALE 30 0 30 60 i inch = 30 ft. PROPOSED - PROPERTY LINE - - - - - - - - - BREAKLINE -___---_= STORM SEWER XXX.XX SPOT ELEVATION FFE FINISHED FLOOR ELEVATION FG FINISHED GRADE G GUTTER TC TOP OF CURB FL FLOWLINE TS TOP OF SIDEWALK TP TOP OF PAVEMENT TW TOP OF WALL TF TOP OF FOOTING GENERAL GRADING NOTES 1. ALL STORM PIPE MATERIAL SHALL COMPLY WITH LOCAL REGULATIONS. 2. CONTRACTOR SHALL INSURE THAT ALL STORM PIPE CONNECTIONS ARE WATER TIGHT. 3. ALL STORM SEWER STRUCTURES PLACED IN A PAVED AREA SHALL BE FLUSH WITH FINISH GRADE AND SHALL HAVE A TRAFFIC BEARING FRAME AND LID. ALL STORM SEWER STRUCTURES PLACED IN UNPAVED AREAS SHALL BE 6 INCHES ABOVE FINISH GRADE, UNLESS OTHERWISE NOTED. 4. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR PAVED AND UNPAVED AREAS. 5. ALL STORM STRUCTURES SHALL HAVE A UNIFORM SMOOTH POURED MORTAR SLOPE FROM INVERT IN TO INVERT OUT. 6. ALL STORM SEWER TRENCHING AND BEDDING SHALL BE PER THE STORM SEWER TRENCH AND BEDDING DETAIL. 8. PIPE LENGTHS SHOWN ARE APPROXIMATE, CONTRACTOR SHALL VERIFY, BASED UPON FIELD CONDITIONS, EXACT LENGTHS OF PIPES NECESSARY FOR CONNECTIONS. IF LENGTH SHOWN VARIES SIGNIFICANTLY COMPARED TO FIELD CONDITIONS, CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO ORDERING MATERIAL AND INSTALLATION. 0 NOTES IN. SAWCUT LINE/ MATCH EXISTING ELEVATIONS 2N. FLARED END SECTION DETAILS 1 D. CURB INLET (SEE DETAIL 2 ON FIGURE C7.1) 2D. GRATED INLET (SEE DETAIL D1-03 ON FIGURE D) 3D. CONNECT TO ROOF DRAIN (SEE DETAIL 6 ON C7.2) 4D. V CONCRETE FLUME (SEE DETAIL D2-04 ON FIGURE D) 5D. GRATE INLET WITH ORIFICE PLATE (SEE DETAIL 3/C7.3) 61). JUNCTION BOX (SEE DETAIL D1-02 ON FIGURE D) 7D. 8' TALL MASONRY BUFFER WALL (SEE DETAIL ON ASSOCIATED WALL PLANS) 8D. STANDARD FLUME SECTION (SEE DETAIL D2-04 ON FIGURE D) 8 9D. TXDOT SAFETY END TREATMENT (SEE DETAIL ON ASSOCIATED SHEET) C 10D. TRASH GUARD FOR HDPE END SECTION (SEE DETAIL ON ASSOCIATED SHEET) RE Its EWAFC" C P'LiA -1 JUN 'L 2 2015 COLLEGE STATICS ENGINEERING HARRISON FRENCH & ASSOCIATES, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www1fa ae.com W a } Ld Uj < Lsj ZpN� QGIs z aw'<a �P��d�AS`� � 3 ai y 8 c jg lj W N J Za \Ow. gy�g7wz>�: CL �'pW, ZS �Zt\p 1-�ZU�}Vj y,NQ F � a� dz z � ® 00 It o LO �z o �o a ■� ��V1 z WL00 C 0" O a vE-iwL ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 1 CCR1 02/03/14 3 CCR3 03/26/15 g CCR5 04/28/15 6 CCD1 05/04/15 7 I CCD2 05/15/15 8 CCR6 06/01/15 STORE NO.: 2468 O-ff DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE -P.tV, of T'j� All oil �•. h. I ..................................... ...� o PAUL J. MOSS 8�� ........• .........a 116731 ........... Goo d � ONALENe FOR PERMIT TEXAS COA #F-8576 GRADING PLAN I SHEET: C2.0 i U) O 04 Q) a) E U 0 0 C 0 0 3 .L. 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Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com a >- w o U.56Z 1 VW1 wQ r� y 0:7�SU4�0< Me a � F > w 0 co Za w7 a. 8S ILZ 'K N� 6. cd 0 5 W �G&acam ® Lc)co O d' O o c CL�o 10-4 W ■ � OD Lm co w�� z acQ 0 o LU) mw0 I- a j ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Qj CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 g CCD1 05/04/15 STORE NO.: 2468 Z-0 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE 1 I - - &/Z//,T FOR PERMIT TEXAS COA #F-8576 TRAFFIC CONTROL PLAN 2 SHEET: C1.4 0 ?i N, O C Q) 0 0 0 C 0 U C O U C I O U E 00 000 O O 00 „ O O I I V)LO o; N O N O / �o END ROAD WORK (G20-2) / ' e DRUMS \\ ® 25' C—C /c) /• c / / / /• // TUBULAR MARKERS OR ® 20'AFFI C CONES • .9 / . 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Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com o o � w � � ro y �lazol�la�Wz Ow I-: O 'L<1=ti �v/�Xa�ajW�w FO gm w s 5H��+j1ww.-ZgwFOo J z, < \ZO.=UjW=IG!8 0: �W 1 O. tz h- U�}NWNQ F cc � FWUWi Zv� to cc U) Z ,�1 o wCi0$ZQOV �F 60i0 ianwO.aWW'cam ® co o N o � I Ln o Eo x d x 00 too z 0 02 1 o ran rw 0 a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Qj CCR1 02/03/14 CCR3 03/26/15 tA,3 CCR4 04/10/15 Q8 CCR6 06/01 /15 STORE NO.: 2468 0-0 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE OLTECTAaLE CROSSWALK MARKINGS ARE W PORTANT TRAFFIC • ' W#RlRNG SURFACE CONTROL DIFVICES ATCONTRMLEO WMRSECTIONS I. CURD RAMPS MUST CONTAIN A OETLCTAULL' WANNNNG I. 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ALIGN TRUNCATED DOMES IN INE DIRECTION OF 4_ 64AXMJM ALLOWABLE CROM SLOPE ON SIDEWALK AMD ©'••"'"""""""......"""•""""" PREFEVtR'CE tb THE TYPICAL E A�S1/ "-RID C T,'% PEDESTRIAN TRAVEL MRIE N ENTERING t"t STREET. CURS LAMP 18 2%. D A I I 1 (• fj 0 fJ` S O r wN. FACE OF HOWEVER, IN R E IiORTHGAT Aww & T rY1lJ L. tJ I Ir MAK, CURS SCHOOL OR SCHIOL S AND OTHER HIOH 4. SHACBD AJI"S ON SHEETS S ANO 4'MGICATS THE 6. CURS RAMPS WITH RFTURNFD CURBS MAY BE USED Gill Y J............................................. ....s �pF� t ALLY WA KAC SS PEDESTRIAN TNELO.VOITUOINAL OR APPR07UMATEI T10NiORTNEDETEOABLEYYARNINO THERFPF.DFBTRIABXCA U OHEAg4t l RO ryI !! p�,A F [ ! A AC[. SURFACE 19 'IJIDDUM STYLE) KF OMEIRRE OL'VIATION f RQS: SURPACE POB EACH G1K14 RAMP M!. THE RAM ,ERN R BECAUSE THE 1>.1 •y c ^73 a m r THESEAEfERENCEB WILL BE ALLOWED ONLY WITHI PLANTING OR OTNIR NON -WALKING SURFACE OR BlCAVaE � 'O'•• 1 � V / J { � �® 7 i NI FA SHALL MINIM OOW D. 6. 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GT BL NARNWI SV SI BE :lIT1BYANOMDB TAB AMO aT C O2 U OFUNIIARKEO(`AVEMENS EETT.DBSWAIKCIFIC IRO TNAkO,AMAGEhEOF10'FROMTHEEXEISA MINIMUM i A��d 1 1 '� a� MARKINGS LALWAYa MEET TrDOTSVEGtiM.ATLON 6+AApAYAifIMUY Oi'10•fROM THE GIlEN610N Of THE 1.T06l AVt A6AYlULSTNIAN KE►UOI JUtkA. THY. YtDU1N eQR TYPE 1 MARKIN 9 UALEBS OTHERWISE APPROVEO FACE OF CURB. OVICTABLB WARNING SURFACES MAY" SHOULD BE A M WAWU OF S WIDE.. MEDIANS SHOULD BE z LANDING TTI� C CURVED ALONG THE CORNER RADIUS. TDB D TO O PROVIDE ACCESSMU PASSAGE OVER OR C BIONAI W �TT� CltOliSY1AUlYARKWG9 7. C YMEROOMP091i811A fR1A�8 ECU1�Y. VI IFIED CR°SSWALXdYENSK%tS,CROSSIY-YLNYARKINGSANO FOUND ANDCONCRETE. PREC T YMER TF, STOP BAR LOCATIONS SMALL BE AS SHOWN SL36WHMIA "014WALKSWITHSaICKPAVERS STAMPEAL 04APNT, INTHEFLAN& AT WTF.M.CTIONSWNERE CROSSWALK DETECTABLE WANING SURFACE STAMPED CONCRETE ETC .• SHALL IC T REQVIIIE MARKINGS ARE NOf REQUIRED, CURB RAMP& SHALL BE FOR PERMIT l t�BN�FESTORUNPARALLELTO aETRaREFZ,ECT1YE.fNERMGPIASTicTRANBYERSE AUECTED TTMEENGINEELCRo86wuG8,GRAa PBDEATRIAI/ TRAVEL) BiRV'NG' DIRECTED BY THH ENGINEER. 9, EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN r ANOUSUAL IN PLACE UNLESS DYNE"" SHOWN ON THE PLANS. r 3"FLARE 10. HANDRAILSARE NOT REQUIRED 9 CURBRAMPS. PROVI°E TEXAS COA CURS RAMPS YFNEREVERON ACCEaa181E ROUTE CR08SEB (TYP(PENETRATES) A CURB. 11. SLPARATL CURB RAMP AND LANDINGS FROM AOJACL NY SIDEWALK AND ANY * UNLH ELEMLNTB WITH MtLM(k° Oft # F- 8 5 7 6 BOARD JOINT OF aNVNIiSa INEIYRSL DIlEC11t0 SY 0. THE ENGINEER. i' W N DACE OF 12. PROW OE A SMOOTH TRANSITION YRJLJIE THE CURB RAMPS lira CI1RE CONNECTTOTHEBTREET. 'I•' PICA I. Of 1) • 11Q'F1WfX 13. FLARE SLOPE WALL NOT EXCEED 101� WAS' RED ALONO 1�ARNINC SLIRFACF ON SLAR UI'INC RAMP RUN SIDEWALK SW2-01 OLNERAL NOTES!PAYERS, PLAN FURNISH DETECTAOLE WARNING PAVER UNITS MEETING ALL RL•CUIRLYEN IS Of ASTl1 C•WG, C•3:L LAY INA TWO BY TWO 2�ye.j-_r UNIT SAaKtf WEAVE PATTERN OR AS DIRECTED. �- LAY fVLL4ULUNITS FIRSIFOLLOWED ByCLOSURE UNIT& 2 5 R S CON&aTMW OF AT!EAST 26 PERCEENT OF A FUII UNIT, CUT 4 `LANDING O O O O 2 J� OETECTASIF WMp11N0 PAVER IM USINGA FORMER SAW. * I 4 L 0000 �y= W�� ILAN j p`+ &• �•R'O DFTfCTABLEWqp VINO .SREBAN AROUND NVLIL INS" !)Fl"F.C'l.1lfl.h' vAvia WITH TRVKCATEO Q EXPANSION 4 YAX DONE BYRPACE DEYlGTANLL RAINING. PAVER WITH 4 i 1'A RMAT; PA 1'7Y TRUNCAIED OOMG SUNFACE ° AS REOWREO T' MORTAR BED • 811ALL CONFORM TO A A APPLICABLE SPECIFICATIONS JUDEE / ' /blm;�AR@ ITYP}cLAaC CGM IItOI JOUITPLNYISSIBLL OF 'I_1q'1CAI, ANIBLI1.1VI'ORY RA4II' NV/ FLARE1) %VINCS CVRB^ •rR[17 ,c�711)I)O) EPArrE:R:P��rFR (7 "! RAAU' DETECABLE WARNING J'AVER r� WN.4' ER J 10APPIUCI LIUS7PEL,CIFICATIONSNFOi� SHEET: C 1.2 -a 0 • 00 0 0 0 0 1 u_) I o_ c0 U U O N I u7 O X O 04 kn c 0 0 O 0 c 0 U W c 0 Z a� c i 0 EU v CO d 0 O o .. O 0o 0 u7 u) N O N 00 c: M I \\ 57\\ \ 1 w \. 3 41 N F / ' w � 328.75 TP W CW �--� �-331 329-- ,- GEOTEOMICAL RECOMMENDATIONS REPORT BY: GEOS REPORT DATED: JANUARY 21, 2014 TO GENERAL PAVING NOTES 1. SEE CONCRETE JOINT DETAILS ON SHEET C7.0. 2. PLACE EXPANSION JOINT BETWEEN MEDIUM DUTY AND HEAVY DUTY CONCRETE. 3. CONTRACTOR TO PROVIDE DIAGONAL CONTROL JOINT FROM CORNERS OF PAVING TRANSITIONS. GEOTECHNICAL INFORMATION THE GEOTECHNICAL INFORMATION ON THIS SHEET WAS TAKEN FROM \\ THE GEOTECHNICAL REPORT PREPARED BY GEOSERVICES DATED \. APRIL 8, 2014 AND DOES NOT REPRESENT THE ENTIRE REPORT. SEE F` THE COMPLETE REPORT FOR A FULL GEOTECHNICAL EXPLANATION 334 eK STRIPES 4700 SF FFE 334.15 41, 5.3 FOUNDATION DESIGN AND CONSTRUCTION draining, aggregate base should only be placed under the slab if the material is above the surrounding \ \\ ground surface and has positive drainage away from the building. lk \ \ \ / Shallow spread foundations may be used to support the buildings and canopy. We understand that drilled information provided indicates that the slab will be constructed monolithically with the foundations. In our pier foundations may be used to support the canopy. Drilled pier foundation construction may require opinion, this design can be used. Experience indicates that grade slabs constructed in this manner can rock removal and penetration rates may be slower than typical. Recommendations for both foundation experience cracking at or near the locations where steel reinforcement that extends from the footing o \ \ systems. are provided in the fplowing report sections, terminates if the reinforcement does not extend into the grade slab. The designer should consider this }~ y�it'A.iC ACCESS\ condition. 5.3.1 Spread Foundations =�. 30 RIIATE ACC'-_SS� Foundation and utility line installation, weather, and other construction activities can disturb the floor slab 1 1` \ Ens 47. \ Shallow spread foundations may be used to support the building foundations provided that the site is subgrade between completion of grading and slab construction. Therefore, our geotechnical engineer -� \ r prepared using the recommendations contained in this report. Foundations supported by compacted select should observe the subgrade immediately prior to placing the base material and slab concrete. During this 1 \\ low plasticity select fill (Building) or stiff clayey residuum (canopy) may be designed using an allowable observation, the subgrade should be proofrolled with heavy, rubber -tired equipment, if practical, or using contact pressure of 2,500 psf. Continuous footings should be at least 18 inches wide and column footings alternative methods, if proofrolling is not practical. Unstable or soft areas should be undercut and backfilled \ should be at least 24 inches wide to protect against punching shear failure. Exterior footings should bear at as recommended by our geotechnical engineer. Additionally, the moisture content of the materials should \� \ be checked prior to slab construction. If the moisture content is not within the recommended range, as least 24 inches below exterior finished grades to provide proper confinement and reduce moisture migration under the building. interior footings maybe supported at nominal depths. previously detailed this report, the upper S inches of subgrade materials should be scarified, moisture - - \ � ,• '�. ` � conditioned, and recompacted. Additional design considerations are provided below: 5.5 PAVEMENT DESIGN AND CONSTRUCTION 334.07 \ i \ �, + • A friction factor of 0.35 .can be used between the bearing surface and bottom of the concrete We have developed our recommendations based on the following assumptions: footing to resist for lateral loads. A safety factor of at least 15 should be used in designing for 76 \335. \ horizontal loads- • The traffic loading provided previously in this report will not be exceeded. /\: \ ■ The design CBR value is 3, which corresponds to a design k-value of about 100 pounds per cubic \\\ G • An equivalent fluid pressure of 250 psf acting against the vertical sides of the footings can be • _ �\ ��• inch (pci); we recommend that a CBR test be accomplished to confirm this assumption prior to \\ -used to resist lateral bads. A safety factor of at least 1.5 should be used in designing for pavement construction- 1b horizontal loads. if the design includes provisions for • p passive resistance, the designer should The pavement design criteria provided earlier in this report 00\\ specify that forms not be used in the construction. The pavement materials conform to applicable sections of the Texas Department of 35: Transportation (TxDOT) Standard Specifications for Construction and Maintenance of PROPOSED 11, Z PROPERTY LINE - CONTROL JOINT SCALE _ - - - - - - EXPANSION JOINT 30 0 30 60 CONCRETE PAVING BY OWNER 1 inch = 30 ft. O /`7 0`"t= ASPHALT PAVING PER PAVING Z SECTIONS ON SHEET C7.4 DUMPSTER PAD (SEE STRUCTURAL PLANS) -';X, "y\ ■ The uplift resistance of a spread foaling may be computed using the effective weight of the soil Highways, Streets, and Bridges. West edition. F�, above the spread footing along with the weight of the spread footing and structure. A soil unit I' i1 5.5.1 Rigid Pavement Sections 3191 G � � • � 1 333. 1 G ; + weight of 100 pcf may be assumed for the on -site soils placed above the spread footing, 333.77. G compacted. provided the fill is properly corn local code 334.08 TC pa A factor of safety of 2-0, or as required b Y G I 333.69 G !i I 1 The "standard design" as previously described in this report, will be used across the site, except over the hold - 333.�- - - - - - - - - should be used in the design. - - -} - ®t - - - - 1 - - - , a, and beneath the canopy. Based on the boring data and the assumed pavement loadings, as previously 1 I 1 detailed, the standard design is suitable for this project. However, the actual pavement system will be I Foundation excavations should be bacidilled with concrete the same day the footing excavations are opened. dependent on grading and fill materiels used in pavement areas. ff less than two feet of low plasticity fill is 333.35 TP if footing excavations are left open for more than a day, they can be protected by placing a "mud -mat' of � used, lime stabilization will be warranted, if greater than two feet of material which meet the criteria for 1 I lean concrete or other similar methods. Surface water should not be allowed to pond within open 0 select low plasticity fill are present below the pavement subgrade, lime stabilization will NOT be excavations. The footing subgrade should be level and cleaned of soft, loose, or wet material prior to casting warranted For this case, we recommend moisture conditioning and recompacting the subgrade (upper 8- foundation concrete. Footings should be poured 'neat" to the excavations so that water cannot collect inches) and placing an aggregate base course in the pavement areas. The base course should meet the 3 ( 3313 behind forms before barkfilling. If the footings are formed, the excavated space around the finished footing requirements of TxDOT Type B or C, Grade 1 or 2 materials. These materials should be compacted to 200 332 �` should be backfilled as soon as practical using soil compacted to the requirements given earlier for percent of the standard Proctor maximum dry density. compacted fill. We have not been provided with specifications or other design considerations for the pavements. Therefore, the designer should consider the recommendations provided below if they are not currently I I I ( I Our geotechnical engineer should observe the materials exposed at the footing support level to evaluate included in the design: . - 1 ,,. whether or not the exposed soils are consistent with the materials encountered at the boring locations- Soft 5.5.2 Lime Stabilization Recommendations 1 �i I 13 3.88 or unsuitable materials present at the footing support level should be undercut to suitable or stiff materials C The standard pavement design and construction includes lime stabilization of the upper 8 inches of l,ti _ and the undercut backfilled using compacted low plasticity select fill, fowable fill or lean concrete. I � o pavement subgrade materials. if at least two feet of fill which meets the criteria for select low plasticity fill 332.45 333.62 - --- - _45~333.00 TM3.50 51s' ___ -- --- --- - - -- --- - - - - --- - - -- - ��✓�� rl L;C NOTE: THE FOLLOWING INFORMATION IS FOR REFERENCE PURPOSES ONLY IS AND NOT INTENDED TO BE ALL INCLUSIVE. OFFICIAL GEO-TECHINICAL REPORT SHALL BE USED FOR ALL BIDDING AND CONSTRUCTION PURPOSES. 52.1 SITE PREPARATION 5.2.2 Excavation Considerations Initial site preparation should consist of razing the existing on -site pavements and structures. Review of The borings encountered clays and sands to their termination depths. However, the Soil Survey indicates the publicly available historical imagery (Google Earth) indicates structures were previously present in the presence of paralithic bedrock about 2 feet below ground surface in some portions of the site. Contractors southwestern portion of the property. The possibility exists that below grade structures, such as should be. prepared for the removal of shallow bedrock materials. Removal of bedrock materials in basements and septic system, may be present in this area. These activities should include complete shallower excavations can likely be performed using a large trackhoe. However, excavation rates may be removal of all foundations, utilities (including: bedding and backfill materials), slabs, below -grade walls, slower than that for excavating soil materials. For deeper excavations into bedrock zones, a hoe -ram or and pavements. Resulting debris should be removed and disposed of at an off -site location. Any soft or blasting may be required to facilitate excavation of these materials. We recommend that rock be defined as. deleterious materials encountered at the base of these excavations should also be removed. Resulting excavations should be backfilled with structural fill. General Excavation: Any material that cannot be penetrated with a single -tooth ripper drawn by a crawler tractor having a pull rated at not less than 65,000 pounds {Caterpillar D9R or equivalent) or Trees, grass, ro9ts.1opsoil and other organic material should then be removed from the site. The clearing excavated by a front-end loader with a minimum bucket breakout force of 30,000 pounds and stripping should extend at least 10 feet beyond the construction limits, if possible. Waste materials, (Caterpillar973 or equivalent). including stripped vegetation, and other objectionable materials should be disposed of at an off -site location. Topsoil can be stockpiled in a designated area on -site and stored for later use in landscaped areas. Trench Excavation: Any material' that cannot be excavated with a backhoe having a bucket curling force rated at not less than 42,000 pounds (Caterpillar 325SL or equivalent). Our site observations indicated the presence of a water well on -site. This feature should either be protected for incorporation into the project or abandoned. Water well abandonment should be in accordance with if blasting is used, pre -blast and post -blast surveys should be performed on nearby structures to document applicable local, state, and federal regulations. Our site observations did not indicate the presence of septic conditions prior to and following blasting operations in the event that blast -damage claims are made. systems, but thepossiibility exists that a septic system could be present at the site. If encountered, the Additionally, blast monitoring should be performed during the grading to document blast shock waves at septic system and associated drain field should be abandoned in accordance with applicable local, state and nearby structures. Blasting should be performed in accordance with .applicable local, state, and federal federal regulations. Septic system removal should include complete removal of all drain fields, bedding, and regulations. soft materials below the bedding. Resulting excavations should be backfilled with compacted fill. We caution against extensive over -blasting (blasting below finished grade) during the site grading operations. Over -blasting can result in excessive fracturing or heaving of the rode from is original position. Any materials damaged by over -blasting should be evaluated by our geotechnical engineer to determine remedial requirements. ---.3433 32 \ 1114,143'37' W ` 333 3 ` • 333 L TO BC 3 3- 15' - - TYP TYP - ---- - _.__ ens• -- 5.2.3 Structural Fill Recommendations Characteristics of recommended fill soils and the placement and compaction criteria for fill are provided in the table on the following page. The results of our limited laboratory testing indicate that.MOST on -sine materials DO NOT meet the criteria for reuse as low plasticity select.fill. However, we recommend that the near surface silty sands NOT be reused as compacted fill. Therefore, dependent on grading requirements, some fill materials may need to be imported during grading. The grading contractor should include provisions in their bid for importing new soil materials and exporting excess_ materials. The near surface fill materials consists of sands that contain more than 15 percent fines. Experience indicates these materials can be moisture sensitive and degrade rapidly under heavy rubber -tired equipment. Therefore, the contractor should be aware that if these materials will be reused as fill or are present ,at the subgrade level, some repairs of subgrades that degrade during the construction may be required prior to pavement construction.. Careful planning of grading may be warranted for pavement areas at this site. We expect that grading will generally require placing new fills that will need to be imported to achieve final subgrade elevations. Therefore, provided the imported materials meet the criteria for select low plasticity fill, lime stabilization of the pavement subgrade will not be warranted (assumes more than 2 feet of materials placed and compacted below subgrade elevations). However, If the materials meet the criteria for common fill, lime stabilization of the pavement subgrade will be required. The actual option selected should be based on the costs associated S 3.2 Drilled Pier Recommendations A system of drilled pier foundations may be used to support the canopy foundations. If used, the drilled piers should consist of straight shafts that do not include bells and may be designed using a net allowable bearing pressure of 4,000 psf for piers bearing on natural, undisturbed day soils at depth of about 8 feet below existing grade. in using the net pressure, the weight of the pier below the finished ground surface does not need to be included. Each pier shaft should be reinforced for tension over the entire length to adequately resist the potential uplift forces resulting from soil swell and other structural loadings. The piers should have a minimum dear spacing greater than or equal to twice the diameter of the end bearing area of the largest adjacent pier. Pier shafts should have a minimum diameter of 24 inches to facilitate dean -out and to allow for observation of the materials exposed at the bearing level- Our geotechnical engineer should observe the bearing conditions prior to placing steel reinforcement to confirm that the materials exposed at the bearing level are consistent with the conditions encountered during our geotechnical exploration. The drilled piers will be subjected to uplift loadings. The pier uplift resistance may include an adhesion (concrete to soil) of 500 pounds per square foot. This value should be considered only for the pier section deeper than 5 feet below ground surface and only used in design of the gasoline canopy. A factor of safety of 2, or as required by local governing code, should be used in the design. A temporary protective steel casing may be required in the piers to prevent sidewail collapse and into the opened pier excavation, and to allow workers to safely enter the hole for cleaning and evaluation. The casing may be extracted as the excavation is filled with concrete. Costs associated with casing installation and groundwater corrol should be considered in the foundation cost estimates. Our engineer should observe and document drilled pier construction including shaft diameter, depth, cleanliness, plumbness, and type of end -bearing material. Our geotechnical engineer should also evaluate the materials at the support level after the bottom of the hole is leveled, cleared of any mud or extraneous materials, and dewatered. Additional drilled pier construction recommendations are presented below: 5A SLAB -ON -GRADE A concrete slab -on -grade can be used provided the subgrade is prepared according to this report. A 4-inch thick layer of free -draining, aggregate base should be included in the slab design. However, the free - is placed in the pavement areas, lime stabilization will not be required. However, if the new fill only meets the criteria for common fill or less than two feet of low plasticity select fill is placed, lime stabilization WILL be required. The standard pavement design and construction Includes lime stabilization of the upper 8 inches of pavement subgrad4materials. Experience indicates the lime stabilization improves the bearing value of the subgrade soils and provides more uniform platform upon which to construct the pavement but does not reduce soil movement beneath the pavement. Reducing potential soil movements generally requires additional pavement subgrade preparation in conjunction with the pavement design. We can provide recommendations to reduce potential soil movement in pavement areas, if requested. Once the final grade has been established, representative samples of the subgrade materials should be obtained for laboratory testing. time -series tests should be performed on the samples to determine the optimum lime concentration that Is required to reduce the plastic Index to 20 or below and to raise the pH levels to a minimum of 12.4 when tested in accordance with ASTM C 977, Appendix XI. For pH levels less than 12.4, there is no 'partial benefit" obtained from the addition of lime. Therefore, for the success of the lime stabilization operation, it is critical that the pH be raised to at least 12.4. The exposed surface of the soils should be scarified to a depth of at least 8 inches. The clayey subgrade may be treated with hydrated lime in accordance with TxDOT Item 260. The quantity of lime required should be determined after the source of the fill for use as subgrade soils is determined The lime should Initially be blended with a mixing device sucl• as a Puhvermixer, sufficient water added, and allowed to cure for at least 48 hours. After curing, the lime -soil should be remixed to meet the in -place gradation requirements of Item 260 and compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D 698 at moisture contents ranging from optimum to plus 4 percent of the optimum moisture content If the in -place gradation requirements can be achieved during initial mixing, the remixing after the curing period can be eliminated. There is a relationship between the time of mixing of the lime and soils and the maximum dry density typically decreases with time. Therefore, any mixture older than 3 days will require a new set of compaction curves. Routine gradation tests should be performed in all areas where hydrated lime is used to stabilize the subgrade soils. The tests should be performed at a rate of one test for every 5,000 square feet of paving area and at least one test per day. The gradation of the materials should require that 100 percent of the material passes a 1-%- inch sieve, 85 percent of the material passes a * inch sieve, and 60 percent of the material passes a No. 4 sieve. These tests will confirm that the material has been adequately broken-down. Should any areas be out of conformance on these tests, then the addition of lime or re -mixing must be performed to bri ng the soil into compliance for the 5,000 square foot area represented by the deficient tests. with implementing the options. Please be aware that common fill may be used in deeper fills in pavement I U E I NCr, . I areas and that lime stabilization wip not.. be warranted if the upper two feet of fill meets the criteria for I select low plasticity fill. 1 J 7 ` J t_ Prior to initiating grading activities, samples of proposed fill soils should be submitted for Atterberg limits and COLLEGE S TAT I moisture -density relationship determination testing (Le., standard Proctor). This testing typically requires at least 3 to 4 days to complete. To avoid.delays during grading, samplesof proposed fill materials (both on -site ENGINEERING and off -site) should be collected during site preparation activities. I HARRISON FRENCH I & ASSOC i A T H S, LTD 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.corn a } W a Cn a: LLo - S ffi �Mi 00 �� k'��: wo%pd:5 Z H<y EtA")R§MQx 3MyB oamqoWz��-oO W Nil tPolneZO§ ��0 7dSSaaitioam • ® co coo 0 i` r` o I V � z O E- o co co Nn� z D wU a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 CCR1 02/03/14 3 CCR3 03/26/15 5 CCR5 04/28/15 6 CCD1 05/04/15 g CCR6 06/01/15 STORE NO.: 2468 Z0 DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY. RDE FOR PERMIT TEXAS COA #F-8576 PAVING PLAN SHEET: C1.1 r4o / / / / �411 rn 0 a 00 0 0 O 0 I I _o U U 00 i O O Ti 0o j / 16D i 25D ' FLOOD NOTE ACCORDING TO THE NATIONAL FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 48041 C0325E, DATED 5/16/12; THE PROPERTY SHOWN HEREON IS LOCATED IN ZONE "X" (UNSHADED), WHICH IS AN AREA OUTSIDE THE 100-YEAR FLOODPLAIN. 13N N N 1 22' F 0 BUILDING NOTE�� THE BUILDING IS STRUCTURAL STEEL AND LIGHT GAGE FRAMING, CLAD WITH FIBER CEMENT PANELS AND QUICKBRIK. 4,700 GROSS SQUARE FEET (VB) NOT SPRINKLED. INTERNATIONAL FIRE CODE REQUIRES 1750GPM FOR 4 HOURS. WITH DOMESTIC DEMANDS ADDED IT IS 1775 GPM. BUILDING HEIGHT TO EAVE IS 16' - 5.1" AND TO ROOF IS 20'-8". SEWER AND WATER DEMANDS Based on operations of existing Stripes stores with similar footprint and usages, the anticipated water usage for a 5093 prototypical design is approximately 4,000 gallons per day (GPD). This estimate is for both the domestic water demand as well as the waste water discharge from dle building. Total calculated drainage fixture units (2012 ]PC table 709.1) for the building is 109 DFU, as listed below: DFU Qty 'Total Floor Drain 2 11 22 Hub Drain (3") 5 2 10 Floor sink (Y) 5 7 35 Water closet 6 3 18 Lavatory 1 4 4 Sink 2 4 8 Service sinL 2 2 4. Urinal 4 2 8 109 SITE PLAN BUILDING #s FIRE DESIGN Constr. Type Old. Size SF No�tories _ l Sprinkled MN) FHs (Locations) qo- Required Flow _ i2am ACCESSrZ �TION D3 PRNWE ACCESS\ EASEMENT ._` CERT CAT E REQUIRED \ 1� 'gN \ 2' 14D45 \ + P IV , �{ 12 + 4 �e a .��• [R�4 E.A. 6D z. 18N \ NOT REQUI 4D Z SCALE 30 0 30 60 1 inch = 30 ft. PROPOSED PROPERTY LINE CURBING FIRE LANE .. � 90113 W, t9 BUILDING CONTROL POINT PROPERTY LINE 0 CURB INLET W WATERLINE (ALL FITTINGS TO BE BRASS ® GAS METER WRAPPED IN POLY) X"SS SANITARY SEWER LINE O PARKING COUNT UGT UNDERGROUND TELEPHONE M TRANSFORMER ® WATER METER UGE UNDERGROUND ELECTRIC GAS GAS LINE CANOPY PARKING STALL STORM SEWER GENERAL SITE NOTES 1. UNLESS OTHERWISE SHOWN, ALL CURB RADII SHALL BE 2' OR 10'. 2. ALL DIMENSIONS ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED. 3. ALL CURBING SHALL BE TYPE B PER DETAIL TYPE B CURB, UNLESS OTHERWISE NOTED. 4. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL LOCAL REGULATIONS AND O.S.H.A. STANDARDS. 5. CONTRACTOR SHALL REFER TO ARCHITECT PLANS FOR EXACT BUILDING DIMENSIONS AND UTILITY ENTRANCE LOCATIONS. 6. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND GEOTECHNICAL REPORT DETAILS FOR PAVING DESIGN AND PROPER MATERIALS. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE SITE UNTIL WORK IS ACCEPTED BY THE OWNER. 8. POLE SIGNS ARE NOT PERMITTED. MONUMENT SIGNS MAY NOT EXCEED 10' IN HEIGHT AND WILL BE SETBACK ACCORDING TO UDO SECTION 12-7.5. ALL SIGNS WILL BE PERMITTED SEPARATELY. 9. CONTRACTOR IS RESPONSIBLE FOR PROVIDING AND MAINTAINING ADEQUATE TRAFFIC CONTROL THROUGHOUT THE PROJECT, INCLUDING PROPER TRAFFIC CONTROL DEVICES AND/OR PERSONNEL AS REQUIRED. THIS INCLUDES BOTH VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL. TRAFFIC CONTROL SHALL BE IN QACCORDANCE WITH M.U.T.C.D. 10. BUILDING SQUARE FOOTAGE IS 4700SF. BUILDING HEIGHT IS 16-51/4"TO EAVE AND 20'-81, )` TO ROOF 11. ALL ROOF AND GROUND MOUNTED MECHANICAL EQUIPMENT SHALL BE SCREENED FROM VIEW OR ISOLATED SO IT IS NOT VISIBLE FROM ANY PUBLIC ROW OR RESIDENTIAL DISTRICT WITHIN 150' OF THE SUBJECT LOT, MEASURED FROM A POINT T ABOVE GRADE. SUCH SCREENING SHALL BE COORDINATED WITH THE BUILDING ARCHITECTURE AND SCALE TO MAINTAIN A UNIFIED APPEARANCE. 12. EXTERIOR BUILDING AND SITE LIGHTING WILL MEET STANDARDS OF SECTION 7.11 OF THE UNIFIED DEVELOPMENT ORDINANCE. THE LIGHT SOURCE SHALL NOT PROJECT BELOW AN OPAQUE HOUSING AND NO T HORIZONTALLY. E WILL BE MOUNTED IN SUCH A MANO FIXTURE THAT SHALL DIRECTLY PROJECT LIGHT ORIZONTA FIXTURES U THAT THE PROJECTED CONE OF LIGHT DOES NOT CROSS ANY PROPERTY LINE. 13. PROPERTY OWNERS WITH DUMPSTER SCREENS LOCATED WITHIN UTILITY EASEMENTS ARE HEREBY WARNED THAT THEY WILL BE RESPONSIBLE FOR THE REPLACEMENT OF THE SCREENS IF IT BECOMES NECESSARY TO �� FJ STRIPES ` \\ REMOVE THEM FOR UTILITY CONSTRUCTION AND OR MAINTENANCE. I • 6 ti6 E A ' . . �� 19N \ �\ 14. THE GAS CANOPY LIGHTING WILL BE FULLY RECESSED AND BUILDING FACADE LIGHTING WILL BE DIRECTED FF F 3 4700 SF 2D. 20�, TOWARDS THE FACADE. ou}> FFE 334.15 m ° •.. ; 1 ,� 7D \ \ �; 15. BUILDING AND SITE LIGHTING WILL BE LED AND SITE LIGHTING WILL NOT EXCEED 20 FEET IN HEIGHT. •� ` a.< f 60 4D 50 "' :� \ ��\ / O NOTES ~ 1: `' A 12N N. TAPER CURB TO MATCH EXISTING • - • `' 1:Q r 2N TRANSFORMER PAD R2 ° • �' 3.. , . g�� F, / 3N. UNDERGROUND STORAGE TANKS (PER FUELING PLANS) t� •• ° �ti� \ 4N. FUELING CANOPY PER FUELING PLANS o / \ 1 a', y rr \ 6N. DUMPSTER PAD ,PW: D� -°. .. ......O ...�. 11.. ° .. ' 9� \ / \ Fa3"4.G7h9 ( ,tki ae.•-, \ \ RCP (OUT .1.;tC� 7N. LIGHTING (PER LIGHTING PLAN, UDO, AND ZONING) N g...�%..... a . • eK4j 4 A ;3D.� 8N. SAWCUT LINE -PROPOSED PAVING TO MATCH EXISTING ELEVATIONS 6•y9 �l �� / 3Q 2 A' 4; , \ \ / 9N. CONCRETE PAVING BY OTHERS 10N. AIR / WATER EQUIPMENT LOCATION g y. • ' • '5 ; a FE:324.38a (3�8.:v , , �:i 12N. TREE PROTECTION FENCING •.� .�D. ' �, \ as" s:cP (°uT) 1, ;K- 1 • •°• .3�+`1'• '•N + 6 ••�'' ♦ I•D311° ': \ \ � \ 13N. TRANSITION CURB FROM 6" TO 0" IN 2' .,• .. -T.YP W 1'ID :. A- ';• 1 3O'PRI7ATE ACCESX MMILF pp - a:. • .'�n.. 1 6 \ 14N. ONE-WAY ONLY SIGN (PER CITY OF COLLEGE STATION STANDARDS) 1Y. fr' + .. °. ' ° • r (�!'.° S' b' EASEMENT \ +, Q* 15N. CONTRACTOR TO REMOVE EXISTING CURB AND GUTTER (PER TXDOT STANDARDS) ' a • , ° : ' ' e °• 70 �(/�\\ \ STMH -? \ 16N. CONTRACTOR TO REMOVE OLD WHITE STRIPE FOR LENGTH OF DECELERATION LANE co O w 6N ° 17N. GATEWAY TO RESIDENTIAL C `\. \ FL'324.70k7 \ 18N. 2" WATER METER '� • t11� \\\ \ 18" RCP(O 1T)jyeifl" • \\/ •\ `� 19N. 1" IRRIGATION METER �-` .' . s ., F ° w�aEN�� TR,H DETAILS _ ....... ! ,...... ° •. '.. 0 ,ECG^ ' . \ 1,7N M a o <..�a ' 184, 01,' : ;.+�. :. N .. ��: ° i • , \ \ 1 D. PARKING LOT STRIPING (SEE DETAIL 3 ON C7.0) o P25 x �\\\\ \ 2D. PRECAST CONCRETE WHEEL STOP (SEE DETAIL 2 ON C7.0) •t o °.. ° ` A ' ' • ' ; `. ¢ ' ` :u. 9 \ \ 3D. U PIPE BOLLARD (SEE DETAIL 15 ON C7.0) °-. • • \ 4D. PIPE BOLLARD (BOLLARDS IN ADA ACCESS LANES SHALL HAVE A 3' MINIMUM CLEARANCE j , • Aj 4 . • ° I �� F \\ \ BETWEEN BOLLARDS SO AS TO BE ADA COMPLIANT) (SEE DETAIL 7 ON C7.0) , °...9D� . o ° Q..y'" ,, . 7H•.' ION • { f I b :' •. ' :' ' '� 9 ° Gi - 5D. REMOVABLE PIPE BOLLARD 'BOLLARDS SHALL HAVE A T MINIMUM CLEARANCE BETWEEN r LO S :, � X \ __�' -- '�i BOLLARDS ` ? 7D - • a P . V 12N - - E SO AS TO BE ADA COMPLIANT) (SEE DETAIL 10 ON C7.0) F18DR 6D. CONCRETE SIDEWALK (SEE DETAIL SWi-02 ON CITY STANDARD SIDEWALK DETAILS) ,,i 184.01' 89.26' Z 18D 6D \ \ 7D. TYPICAL CURB AND GUTTER SECTION (SEE DETAIL ST1 01 ON FIGURE ST) L A 7D E EE E - -- E - -- \ E 8D. FIRE LANE MARKING (SEE DETAIL 11 ON C7.0) a, w' P!- TO ..• .. -. 7D .... ...........:. ...._:._,- ., --. 9D. HEAVY DUTY CONCRETE (SEE DETAIL 9 ON C7. ; " ::.`. ;.: `'; `•::::: ` 10D. REGULAR DUTY CONCRETE (SEE DETAIL 9 ON C7.0) " 11 D. SITE SIGN BASE DETAIL (SEE DETAIL 4 ON C7.0) 12D. CURB CUT END TREATMENT (SEE DETAIL 2 ON C7.3) 1N 1N 1 N 7D 178.19' 100' TAPER 13D. 8' TALL MASONRY BUFFER WALL (SEE DETAIL ON ASSOCIATED WALL PLANS) 14D. TRAFFIC FLOW ARROW (SEE DETAIL 6 ON C7.1) 15D. 6' AMBULATORY TRAMP AT STREET INTERSECTION & DRIVES (SEE DETAIL SW3-04 ON FIGURE SW) 15N 15D 8N 23D 16N 18D 15N 15N _ 1 N 16D. DECELERATION STRIPING (PER TXDOT STANDARDS) 335LF OF PAINTED 4" SOLID WHITE STRIPING 7D + 8N - - -- - - -- - -- .,,,. - 23D gN 16N W+I'W E 55 ___... _ - ------ __- - _ 18D. WELLBORN ROAD DECELERATION LANE PAVING (SEE DETAIL 1 ON C7 s w�u:a E _ - - l- -- - -- - - - - B' TO 6C (S 4) ec 10 19D. EDGE TREATMENT FOR CURB CUTS (SEE DETAIL 2 OF C7.3) --- -- - - - - ---------- --- 20D 60° PA RKING LOT STRIPING (SEE DETAIL 4 OF 7.3) ac:Iro ec ® ® ® 4N ® o ® ® ® ® ® 9N ® n0 SJ- N n® lL O ® ® ® 0 no -LL 0 ® 5b'-FU T�At;I�CD ® ® ® ® sum-2 F M H I G H W A Y WELLBORN N 0. R 0 A 21 D. STATE HWY 40 DECELERATION LANE PAVING (SEE DETAIL 2 ON C7.4) 22D. (4) BICYCLE PARKING SPACFS (SEE DETAIL ON SHEET C7.3) 2 1 T_} E Ham 23D. DECELERATION STRIPING (PER TXDOT STANDARDS) 178 LF OF PAINTED 4" DASHED WHITE STRIPING CH �, €�° z REVIEWED F 0 R 240. DECELERATION STRIPING (PER TXDOT STANDARDS) 221 LF OF PAINTED 4" DASHED WHITE STRIPING --- -- - ---- - - --- 25D. TXDOT TYPE I CURB AND GUTTER 3" IN HEIGHT (SEE ASSOCIATED SHEET TXDOT CONCRETE CURB " 1 AND GUTTER DETAILS "CC-CG") �- 26D TXDOT OBJECT MARKER (SEE ASSOCIATED SHEET TXDOT DELINEATOR & OBJECT MARKER ' C L�4 F ___-_ u...� �. ____ _ J MATERIAL DESCRIPTION USE CODE (D-SW) SZ1(FLX)SRF BC TO SC ENGINEERING] PARKING REQUIREMENTS - COLLEGE ST-AT-ION - r (1) PARKING RATIO REQUIRED = 1:250SF 4700SF / 250 = 19 SPACES REQUIRED 33 SPACES PROVIDED A SEE SHEET C7.4 PLAT FILED: IHARRISON FRENCH I & A S S 0 C I ATI:S, I.T1) 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ae.com W < W O w WO 2 4 41<Zo(Q W U. In 06� slaV1�, �< U. 0W-Z<N3 O asr TO aX<UiS < fli in C Oy W w w, O Ft OD o F cc �O r�F W U��•,j Z<i Zp ZZ QQI��wzo§ In �� VO QOJKC�WOtim ® °0 CD 0 r- O � I I O z d� O � d ■ co co Gq z ao1 0 co O E-, v a ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Q CCR1 02/03/14 Q3 CCR3 03/26/15 5 CCR5 04/28/15 g CCD1 05/04/15 7 CCR7 06/17/15 STORE NO.: 2468 ?„t� DOCUMENT DATE: 6/18/2015 CHECKED BY: PJM DRAWN BY: RDE + S1% ..1. . *.,....�uL �. moss TEXAS COA #F-8576 SITE PLAN SHEET: C1.0 \ lit •xe,�' 1 l 04N\ \\ r a<a.. \ \7 u3a N .3x. ED OF z5s \ P VEMENT 2', \ \ \ \ Ld 33264 ,:� 7. S7a:o1 "a' `\ } p\ 2N STRUCTURE\ . N- , If 7 { 3N .� /' ,, \ , \ SAN. SEWER / \ 4N \ �c v / \_ / f "\ MANHOLE ><' . �� \ i�. O ei Ji t.,• r 51 PPRIMJ E ACCESS Cc ,/• P\7 9 y; 20 SEMEa!\ a ! 5 ^cS 1 \\ `..- Q� ` EES � � : � \ t \ �'• °., } !., , 1 N, \ �\ �� "' �G PRIDATE ACCc J yfti » 4 L% S�\�,,'' \ CLE N ` '�., GEASEMENT yLL Q t / , 4N ENCE N r / / \ LL 2LF J`a:aer>f GO... •.F -7 L / ;., ti•. ::. 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SC~' 'r_. ".ag_• _y.-__ EUMe - \ 3».26 ... .-.,��cT�'''Fl8" v.+ I .� . \es,H' "?�= _ _ __ - _.1•&a. ` _--•� � w "13;A CDGE OP PA Nt>rr e -J- :: .. .. .. -.. Uj 0 41 cL•520.7a -` E U _ O •) TMH •U t Cx N ~ L s O o a �N I o U 0 0o O O N O ,• O � O I I 1n Lo O O N o/ c: _0168. _--- 9J - EDGE OF 1N 3N9 GHT 2N ; ,.+a 1 N CONCRETE - �___-_ PAVEMENT POLE 4N DRIVEL 1w TEXAS DEPART1ENT OF PUBLIC TRANSPORTATION -_-- -- (CALLED 0.32 ACRE TRACT) - -- .._-- L\y •___• '�_•^_ __ _-_ r L'_a.en -.. - -- __ " - _ _-_-- _--.�'1�1-rL _ _ s _y" y,�1.?S _ _ �� \ -�� - _' -- - _ate-�Vi- •'~' ,.,3- _ _ _- 7.5, f.�- __ 1 ,. ---__- _ S1R!H-2 �- sii-3 3i.331.atl I __H _ W A Y N 0 2 1 5 4 ,,1.3Joa• W E L. L B 'QR f�--( 0y A {1_� -- - \--•�- /-- rblli� \. ~` �' °- - .a-.- -- --- - -- -- - ---_ --_--F+7il:FO7`ITrl_.;- -.. .-- __�%•20-_- __ __ �.1ia.�r4_ __.. - ---- .SM---D�•i9•.- (VARIABLE VAY)HT-0- 31. - _ •-_ BC ! 10 ec - ITD ec TEXAS DEPARTMENT OF PUBLIC TP,ANSPGRTATION (CAILF-D 0.41 ACRE TRACT) (6;15/241) wl",2.. E +LL SSI.x] SCALE 30 0 30 60 1 inch = 30 fh GENERAL DEMOLITION NOTES 1. THE LOCATION OF THE UTILITIES SHOWN HAVE BEEN DETERMINED BY INFORMATION GATHERED AND SHALL NOT BE USED AS EXACT. CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY COMPANIES TO VERIFY EXACT LOCATIONS PRIOR TO DEMOLITION. 2. THE CONTRACTOR SHALL COORDINATE WITH THE PROPER UTILITY COMPANIES FOR REMOVAL AND RELOCATIONS OF THE RESPECTIVE UTILITY. THE CONTRACTOR SHALL VERIFY ANY WORK THAT MAY BE DONE BY THE UTILITY COMPANIES. 3. CONTRACTOR SHALL PROTECT THE PUBLIC WITH BEST MANAGEMENT PRACTICES. 4. CONTRACTOR SHALL PROTECT AND MAINTAIN ALL EXISTING STRUCTURES, PAVEMENT, AND VEGETATION THAT IS NOT TO BE DISTURBED AND IS RESPONSIBLE FOR ANY DAMAGES TO THEM. 5. THE CONTRACTOR SHALL PROPERLY DISPOSE OF ALL MATERIALS RESULTING FROM OPERATION ACCORDING TO GOVERNING AUTHORITIES AND SHALL OBTAIN THE PROPER PERMITS REQUIRED FOR DISPOSAL AND DEMOLITION. 6. THE CONTRACTOR SHALL MAINTAIN CONTINUOUS ACCESS TO ADJACENT PROPERTIES DURING CONSTRUCTION AND AVOID ANY PROPERTY DAMAGE DURING CONSTRUCTION. 7. THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENT CONTROL DEVICES PRIOR TO DEMOLITION. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SERVICES TO ANY NECESSARY UTILITIES DURING C INSTRUCTION. 9. FOR ALL ITEMS NOTED TO BE REMOVED, REMOVE NOT ONLY THE ABOVE GROUND ELEMENTS, BUT ALSO REMOVE ALL UNDERGROUND ELEMENTS AS WELL INCLUDING, BUT NOT LIMITED TO; FOUNDATIONS, GRAVEL FILLS, TREE ROOTS, PIPES, TANKS, ETC. 10. BACKFILL ALL EXCAVATIONS RESULTING FROM THE DEMOLITION WORK MEETING THE REQUIREMENTS FOR FILL OUTLINED IN THE GEOTECHNICAL INVESTIGATION REPORT FOR THIS SITE. 11. ASBESTOS AND ANY OTHER HAZARDOUS MATERIAL SHALL BE PROPERLY PERMITTED AND REMOVED BY THE CONTRACTOR. CONTRACTOR SHALL SECURE ALL PERMITS FOR DEMOLITION AND REMOVAL OF MATERIALS FROM THE SITE. 12. LIMIT SAW -CUT AND PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE IT IS REQUIRED AS SHOWN ON THESE PLANS. ANY DAMAGE INCURRED TO ANY SURROUNDING AREAS SHALL BE REPAIRED / REPLACED AT THE RESPONSIBILITY OF THE CONTRACTOR, CONTRACTOR SHALL PROTECT EXISTING ADJACENT STRUCTURES, PAVEMENT, UTILITIES, LANDSCAPE, ETC. FROM DAMAGE DURING CONSTRUCTION. 13. DEMOLITION AND REMOVAL OF UNDERGROUND STORAGE TANKS, FUELING DISPENSERS, AND FUELING RELATED APPURTENANCES SUCH AS SUPPLY LINES SHALL BE REMOVED AND DISPOSED OF PER LOCAL, STATE, AND FEDERAL REQUIREMENTS. CONTRACTOR SHALL FIELD VERIFY EXACT LOCATION OF SUPPLY LINES AND APPURTENANCES AND REMOVE PER REQUIREMENTS. CONTRACTOR SHALL SECURE ALL PERMITS FOR DEMOLITION AND REMOVAL OF MATERIALS FROM THE SITE. 14. CONTRACTOR SHALL ENSURE THAT SERVICES TO ALL UTILITIES TO BE REMOVED HAS BEEN DISCONTINUED AND SHUT OFF. ALL UTILITY LINES SHALL BE CAPPED PER UTILITY COMPANY STANDARDS. 15. CONTRACTOR SHALL COORDINATE WITH ADJACENT PROPERTY OWNERS PRIOR TO DEMOLITION OF MATERIALS ALONG PROPERTY LINES. 0 NOTES 1 r@?I'.ATE 3N. SAWCUT LINE /-. ST61ti -1 4N. LIMITS OF DISTURBANCE F32C-:`u au rlr.•• s1a<c • FL:324.424 18R4P6 T) N v. (I '-•��\ 5N. 6N. TREE PROTECTION FENCING EXISTING TO BE RELOCATED n i \ \ tL:.S24.ZOO 18- RCP(OUT) �)�a.•M,c.e+i,J) AACESS NT \ STMIH -3 \\ E ww"A C� •-�DIIVV �N , n+- OF :MELlLn- - --- -- aR372 DEMOLITION HAS BEEN COMPLETED ON THE INTERIOR OF THE PROPERTY LINES AS PART OF A SEPARATE CONTRACT. CONTRACTOR IS RESPONSIBLE FOR EXTERIOR DEMOLITION AND ALSO FIELD VERIFICATION OF EXISTING SITE STATUS A HARRISON FRENCH & A S S Q C I A T 6 S, L 7' D 1705 S. Walton Blvd, Suite 3 Bentonville, Arkansas 72712 It 479.273.7780 f 479.273.9436 \u-.v\v.hfa-ae.com a Ld Lu�i w��o o vNi z rn n p�p2LoL�S103§, ZO��aHai U- t F 'o<'Fl "58v6iO 95cou�gW�ao :,§rc8Fw- Q 0U11 W�o -cFd, zosrcaw�azm}a zanj19; Z,0mW-ViW jvo~hF �FIMIJ��uto aa- oo9�o a • ® to co 0 00 CCD t` O I 4Dt`- O O H a ■ CIO cl) Lm r4 n0 1-4 C z W, o w0 04 ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 Q3 CCR3 03/26/15 STORE NO.: 2468 0-H DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE OF ��A ..•,.„:;PAUL J. MOSS. . 116731 ;1� k�. -Q/, l p� " t .'CENS�9-** -e EN FOR PERMIT TEXAS COA #F-8576 DEMOLITION PLAN SHEET: Co. 1 3 0 L a 00 O 0 0 0 I i _o i (o Ir U U rn N I Ui 0 0 N U 0 0 _r_ 0 U 3 L 0 i i w a) c _Q 0 U si Cx 0 ~ Xi = o o a L (n 1 0 E U aco �0 N 0 O F"O 0 U') N p 00 c :� GENERAL NOTES 1. CONTRACTOR SHALL HAVE ONE SIGNED COPY OF THE APPROVED PLANS AND THE APPROPRIATE STANDARDS AND SPECIFICATIONS ALONG WITH A COPY OF ANY PERMITS AND AGREEMENTS NEEDED FOR THE JOB ON -SITE AT ALL TIMES. 2. CONTRACTOR SHALL MEET OR EXCEED ALL SITE WORK SPECIFICATIONS AND APPLICABLE STATE AND FEDERAL REGULATIONS FOR ALL MATERIALS AND CONSTRUCTION. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY DURING CONSTRUCTION. 4. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IF ANY SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS IS ENCOUNTERED. 5. NO REVISION SHALL BE MADE TO THESE PLANS WITH OUT THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM THE SITE. 7. ANY REFERENCE TO PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID STANDARD, UNLESS SPECIFICALLY STATED OTHERWISE. 8. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICES. FLOOD NOTE ACCORDING TO THE NATIONAL FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 48041 C0325E, DATED 5/16/12; THE PROPERTY SHOWN HEREON IS LOCATED IN ZONE "X" (UNSHADED), WHICH IS AN AREA OUTSIDE THE 100-YEAR FLOODPLAIN. BENCHMARK OFF -SITE BENCHMARK PUBLISHED ELEVATION - 330.44' AN IRON ROD WITH ASH CAP SET NORTH OF THE SUBJECT PROPERTY AS SHOWN ON SURVEY. STORE 2468 FM 2154 & HWY 40 COLLEGE STATION, TX 77845 BRAZOS COUNTY SHEET LIST C0.0 COVER SHEET C0.1 DEMOLITION PLAN C1.0 SITE PLAN C1.1 PAVING PLAN C1.2 SIDEWALK PLAN C1.3 TRAFFIC CONTROL PLAN 1 C1.4 TRAFFIC CONTROL PLAN 2 C2.0 GRADING PLAN C2.1 PRE DRAINAGE PLAN C2.2 POST DRAINAGE PLAN C2.3 POST DRAINAGE CALCULATIONS C3.0 EROSION & SEDIMENT CONTROL PLAN C4.0 UTILITY PLAN C4.1 WATER LINE PROFILE C5.0 LANDSCAPE PLAN C5.1 LANDSCAPE DETAILS C6.0 IRRIGATION PLAN C6.1 IRRIGATION DETAILS C7.0 DETAIL SHEET C7.1 DETAIL SHEET C7.2 DETAIL SHEET C7.3 DETAIL SHEET C7.4 DECELERATION LANE SECTIONS CONTACTS OWNER STRIPES LLC 4525 AYERS STREET CORPUS CHRISTI, TX 78415 (361) 693-8828 MIKE CHOATE SURVEYOR ASH & ASSOCIATES 132 JACKSON LANE SAN MARCOS, TX 78666 (512) 392-1719 RICHARD TAYLOR CIVIL ENGINEERING HARRISON FRENCH & ASSOCIATES, LTD 1705 S. WALTON BLVD., SUITE 3 BENTONVILLE, AR 72712 (479) 273-7780 CHRIS JOHNSON ARCHITECTS & MEP HARRISON FRENCH & ASSOCIATES, LTD 1705 S. WALTON BLVD., SUITE 3 BENTONVILLE, AR 72712 (479) 273-7780 JAMI COOK FIRE COLLEGE STATION FIRE MARSHALL 300 KRENEK TAP ROAD COLLEGE STATION, TEXAS 77842 STEVE SMITH (979) 764-3705 SIGNAGE CITY OF COLLEGE STATION PLANNING & DEVELOP. SERVICES 1101 TEXAS AVENUE COLLEGE STATION, TEXAS 77842 (979) 764-3570 8Results M ASSOCIATED PLAN - ALTA SURVEY ASSOCIATED PAN - MASONRY WALL DETAIL ASSOCIATED PLAN - TXDOT SAFETY END TREATMENT ASSOCIATED PLAN - TXDOT CONCRETE CURB AND GUTTER DETAIL ASSOCIATED PLAN - TXDOT DELINEATOR AND OBJECT MAKER DETAIL ASSOCIATED PLAN - CITY WATER DETAILS (FIGURE W1) ASSOCIATED PLAN - CITY DRAINAGE DETAILS (FIGURE D) ASSOCIATED PLAN - CITY SEWER DETAILS (FIGURE S1) ASSOCIATED PLAN - CITY SIDEWALK DETAILS (FIGURE SW) ASSOCIATED PLAN - CITY STREET DETAILS (FIGURE ST) ASSOCIATED PLAN - CITY STORM WATER PREVENTION DETAILS (FIGURE SWPP) s��'__� 1-1%. '__� '__� '__� '_.� '_� ASSOCIATED PLAN - TRASH GUARD FOR HDPE END SECTIONS SITE PLAN & BUILDING PERMIT REVIEW CITY OF COLLEGE STATION PLANNING & DEVELOP. SERVICES 1101 TEXAS AVENUE COLLEGE STATION, TEXAS 77842 (979) 764-3570 HEALTH DEPARTMENT BRAZOS COUNTY HEALTH DEPT. 201 N. TEXAS AVENUE BRYAN, TX 77803 SHELLY HOBBS (979) 361-5752 STATE HIGHWAY TXDOT 2102 TABOR ROAD BRYAN, TEXAS 77803 REHAN BHATTI (979) 778-6233 SANITARY SEWER, WATER CITY OF COLLEGE STATION PUBLIC WORKS 1601 GRAHAM ROAD COLLEGE STATION, TEXAS 77845 STEPHEN MALDONADO (979) 764-5011 NATURAL GAS ATMOS ENERGY CORPORATION 297 N. EARL RUDDER FREEWAY BRYAN, TX 77802 LUIS CISNEROS (979) 774-2542 ELECTRIC COLLEGE STATION UTILITIES 310 KRENEK TAP ROAD COLLEGE STATION, TEXAS 77840 ERIC HORTON (979) 764-6280 TELEPHONE VERISON COMMUNICATIONS 301 INDUSTRIAL BLVD. BRYAN, TEXAS 77803 ANTHONY VITANZA (979) 821-4754 STORM SEWER CITY OF COLLEGE STATION PUBLIC WORKS 1601 GRAHAM ROAD COLLEGE STATION, TEXAS 77845 STEPHEN MALDONADO (979) 764-5011 Zj TE soumep • P,4cF,3rp3rtitt 4t VICINITY MAP NO SCALE LEGAL DESCRIPTION SURVEY PLAT THIS IS TO CERTIFY THAT I HAVE THIS DATE MADE AN ACCURATE AND CAREFUL SURVEY OF THE HEREIN DESCRIBED PROPERTY: BEING ALL THAT CERTAIN TRACT OR PARCEL OF LAND SITUATED IN THE ROBERT STEVENSON SURVEY, ABSTRACT NO.54, CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS, SAME BEING ALL THAT CALLED 1.498 ACRE TRACT CONVEYED TO DISCOUNT FUELS, LLC., BY MARK CARROL LENZ AND MARY JANE LENZ, BY DEEDS RECORDED IN VOLUME 9853, PAGE 11 AND VOLUME 9853, PAGE 17 OF THE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS, AND BEING MORE PARTICULARLY DESCRIBED BY METES AND BOUNDS AS FOLLOWS: BEGINNING AT A 1/2" IRON ROD FOUND AT THE MOST EASTERLY CORNER OF SAID DISCOUNT FUELS CALLED 1.498 ACRE TRACT OF LAND, FOR THE EASTERLY CORNER OF THE TRACT OF LAND HEREIN DESCRIBED, SAME BEING AT THE NORTH CORNER OF LOT 9 OF BLOCK 1, SOUTHERN TRACE SUBDIVISION, AN ADDITION TO COLLEGE STATION ACCORDING TO THE AMENDING PLAT THEREOF RECORDED IN VOLUME 7289, PAGE 243, OFFICIAL RECORDS OF BRAZOS COUNTY, TEXAS, SAME BEING THE EAST CORNER OF A CALLED 1.53 ACRE TRACT OF LAND DESCRIBED IN A DEED TO MARK CARROLL LENZ AND RECORDED IN VOLUME 4736, PAGE 204, OFFICIAL RECORDS OF BRAZOS COUNTY, TEXAS, AND BEING IN THE SOUTHWEST LINE OF STATE HIGHWAY NO.40, A VARIABLE WIDTH RIGHT-OF-WAY AS RECORDED IN VOLUME 5202, PAGE 255, OFFICIAL RECORDS OF BRAZOS COUNTY, TEXAS; THENCE SOUTH 41053'31 (S 41050'11" W RECORDED) OF A DISTANCE OF 385.14 FEET (385.00' RECORD) ALONG THE SOUTHEAST LINE OF SAID DISCOUNT FUELS, LLC CALLED 1.498 ACRE TRACT, THE SOUTHEAST LINE OF SAID MARK CARROLL LENZ CALLED 1.53 ACRE TRACT AND COMMON NORTHWEST LINE OF LOTS 9 THROUGH 5 OF BLOCK 1 OF SAID AMENDED SOUTHERN TRACE SUBDIVISION TO A 1/2" IRON ROD AT THE SOUTH CORNER OF SAID DISCOUNT FUELS, LLC CALLED 1.498 ACRE TRACT AND A COMMON WESTERLY CORNER OF SAID LOT 5, SAME BEING IN THE EAST LINE OF F.M. HIGHWAY NO. 2154 - WELLBORN ROAD, A VARIABLE WIDTH RIGHT-OF-WAY, AS WIDENED, AND BEING THE SOUTHEAST CORNER OF THAT CERTAIN CALLED 0.41 ACRE TRACT OUT OF THE SAID MARK CARROLL LENZ CALLED 1.53 ACRE TRACT CONVEYED TO THE TEXAS DEPARTMENT OF PUBLIC TRANSPORTATION (TXDOT) IN VOLUME 6515, PAGE 241, OFFICIAL RECORDS OF BRAZOS COUNTY, TEXAS; THENCE NORTH 00048'37" WEST (N 00051-35 " W RECORD) ALONG THE EAST LINE OF SAID F.M. HIGHWAY NO. 2154 - WELLBORN ROAD, AT A DISTANCE OF 262.4 FEET PASSING A NORTHWEST LINE OF SAID MARK CARROLL LENZ CALLED 1.53 ACRE TRACT AND THE COMMON SOUTHEAST LINE OF A CALLED 0.697 ACRE TRACT OF LAND DESCRIBED IN A DEED TO MARY JANE LENZ RECORDED IN VOLUME 4736, PAGE 204, OFFICIAL RECORDS OF BRAZOS COUNTY, TEXAS, SAME BEING AT THE NORTHEAST CORNER OF SAID (TXDOT) CALLED 0.41 ACRE TRACT AND THE COMMON SOUTHEAST CORNER OF THAT CERTAIN CALLED 0.32 ACRE TRACT OUT OF THE SAID MARY JANE LENZ CALLED 0.697 ACRE TRACT CONVEYED TO THE TEXAS DEPARTMENT OF PUBLIC TRANSPORTATION (TXDOT) IN VOLUME 6515, PAGE 241, OFFICIP'.ECORDS OF BRAZOS COUNTY, TEXAS, AND CONTINUING ON FOR A TOTAL DISTANCE OF 457.02 FEE f (456.98' RECORD) TO A (TXDOT) CONCRETE MONUMENT FOUND IN THE NORTH LINE OF SAID MARY JANE LENZ CALLED 0.697 ACRE TRACT, SAME BEING AT THE NORTHEAST CORNER OF SAID (TXDOT) CALLED 0.32 ACRE TRACT, AND BEING AT THE COMMON NORTHWEST CORNER SAID DISCOUNT FUELS, LLC CALLED 1.498 ACRE TRACT, FOR THE NORTHWEST CORNER OF THE TRACT OF LAND HEREIN DESCRIBED, AND ALSO BEING AT THE INTERSECTION OF THE EAST LINE OF SAID F.M. HIGHWAY NO. 2154, WITH THE SOUTHEAST LINE OF AFORESAID STATE HIGHWAY NO.40; THENCE ALONG AND WITH THE SOUTHEAST LINE OF SAID STATE HIGHWAY NO.40 AND THE COMMON LINE OF SAID DISCOUNT FUELS, LLC CALLED 1.498 ACRE TRACT, THE FOLLOWING COURSES AND DISTANCES NUMBERED (1) THROUGH (3): 1) SOUTH 87047-33 78.53" EAST (S 87053'37" E RECORD), A DISTANCE OF 78.53 FEET (78.58' RECORD) TO A (TXDOT) CONCRETE MONUMENT FOUND FOR THE NORTHEAST CORNER OF SAID MARY JANE LENZ CALLED 0.697 ACRE TRACT, FOR A CORNER OF THE TRACT OF LAND HEREIN DESCRIBED; 2) SOUTH 29-06-39" EAST (S 28-41-25" E RECORD), A DISTANCE OF 16.65 FEET 06.62' RECORD) TO A (TXDOT) BRASS MONUMENT FOUND AT THE NORTHWEST CORNER OF AFORESAID MARK CARROLL LENZ CALLED 1.53 ACRE TRACT, FOR A CORNER OF THE TRACT OF LAND HEREIN DESCRIBED 3) SOUTH 49013'23" EAST (S 49-12-21" E RECORD), A DISTANCE OF 233.81 FEET (233.82' RECORD) TO THE POINT OF BEGINNING AND CONTAINING 1.499 ACRES OR 65,300 SQUARE FEET OF LAND. HARRISON FRENCH !k A S S O C I A T H S L T D 1705 S. Walton Blvd., Suite 3 Bentonville, Arkansas 72712 t 479.273.7780 f 479.273.9436 www.hfa-ac.cotn AIL • o ra r` 0 �z I o � a .�. co� c n .q.0 z aCQ o lm 0i a rE- M ISSUE BLOCK TITLE DATE 95% 06/06/14 100% 12/10/14 OTP 12/24/14 1 CCR1 02/03/14 3 CCR3 03/26/15 Q8 CCR6 06/01/15 STORE NO.: 2468 2- DOCUMENT DATE: 6/1/2015 CHECKED BY: PJM DRAWN BY: RDE FOR PERMIT TEXAS COA #F-8576 COVER SHEET SHEET: CO-0 v 0 M Mv TI! t1----------------- PLAN VIEW FRONT VIEW RIv .d, «v. 1�Ci+2:+�'eY.4'.At�'ra -0i�*'� # �,':J✓fie,, t4"�Y�F.ti ..<Cve aav°v n � ,R,b z.a 4 " ' +..��. �8ih^. i:',dq^vv,5 _ .,i'+':� -'- � AY •E�'P1�.C'•i. .wA ,iL.� -fK�iT oaf ��•... y. c•�p''Ir,`�.i.J.v.�•�L�� !�� ynt.:u.r i^ �� f�" iJ '!' •iV%vt^+�, fi^in� � . � ��a� `�i",«v, e'1�� iY� a�i�3.t'i /`^0��i� Y.'rt^r: ..LYXa4.OSM ^n12'fif. ++s. 'J.i' i-"Pn:; * h,Y+ Ax' .-'^. •"SJ1�^il:A" AS^.' _riDl i< v�gyav � ,-C_[Yti 1: .tM 2' R'��V:r ♦^rtY-�1.Rtt _.`� L Nwv �� ) { , iy�� ,:y ,y,�A•! ` 'X7 ��Si! ya' , SHS � �^Oi�'^� i� f•%.f'!Si .T . a'bi,:{tx�i i� ia'fi'�Gi ) ^ �,,` j 's" �:p.•.f�'.`.;;f^.�.5' 5 "a-�:�' - >«. :.� .i"'3:r,_K ,�, ;t•< .. �- Rey ^., �;.-,� .+.^, :4ix. �G>.f;'F:i ,V: - 3�.9.`� ✓.Ssri•.t:a{it^'%'. Xtr' 'e4,:,�;; 'si*'• �:.T �s ifi.«*`'`. f:."! ;'c"'.>;i:'�vNr `�r:Ss�r��. `_ -,:4 ; r{, - ,�,'`y .ea« ,,��,i.i, G. s.^1L*LY +.i��..TG_0.',«....�..,�. .•. - ur53,'.��,".. ,,�.>,,�'-.,',„l„'��t. r,^. '=ti... �!' '.kRb.°i�'i::'?<'i� ,A .y^ ��`..:i `11:R� ;i° ^r " 7,•�7 ~ar�r✓d'Syk!i`y^•�.,. .�`J�i •w;-Y. TYPICAL TRASH GUARD (One Piece Top) (One Piece Front) TRASH GUARDS FOR ROUND PIPE (HDPE) Pipe Size Dia. Pieces Bolts &Nuts Screws TOP Openings * Sq. Ft. FRONT Openings * Sq. Ft. TOTAL OPENINGS * Sq. Ft. 6" 1 0 3 0.19 0.14 0.33 8" 1 0 4 0.55 0.25 0.80 10" 1 0 4 0.82 0.42 1.24 12" 2 5 6 1.28 0.50 1.78 15" 2 5 6 2.15 0.73 2.88 18" 2 7 8 3.78 1.07 4.85 24" 2 7 8 6.14 1.85 7.99 30" 4 25 8 10.58 2.22 12.80 36" 7 51 8 15.67 3.17 18.84 42" 7 57 8 22.00 4.17 26.17 48" 7 59 8 28.71 5.00 33.71 60" 7 65 8 39.77 9.33 49.10 .:o .. .f •7'x,',i;y� as TYPICAL TRASH GUARD (Five Piece Top) (Two Piece Front) * - Openings calculated on Shop Drawings with no adjustments for Standard Shop Tolerances. >%c °N 4- L om }o `4u 3}+ LC 0 0- •- C Q--c •- + V C }ad 0to L LLA a G CRC •-to0 aLi g1C m L Caa •- to C °�_ WO :1 too to 0 x 0 F t L N a�oL }o0 AW C 4- •— ° C 3 4- L a) oa° OL 0) a n9 • AL ° o 4- ° v40-.0 to �— O 000 O ~v 4- a v °4)C 000100 !W 3 E (4 ^ W YJ N N C .. 0- 4. C Y O REFLECTOR UNIT SIZES FOR DELINEATORS AND OBJECT MARKERS DELINEATORS D & OM DESCRIPTIVE CODES SIZE 1 SIZE 2 SIZE 3 SIZE 4 SINGLE DOUBLE INSTL DEL ASSM (D-XX)SZ X XXX XXX,(XX ,. NUMBER OF REFLECTORS Li 4" 3 4" 3S = Single �> D = Doub l e _ \ ° COLOR OF REFLECTORS v = W = White /� ` \ / ` \ �� v X a' �;�� X x v _ X Y a Ye I I ow + v \ +i ` R Red DEVICE , +° / 1 Y/ . ° o - REFLECTOR UNIT SIZE � N = DEVICE �� Q , v �\ �\ N o X 1 or 2 A �, + , ,�; `�n� 00 TYPE OF POST OR DELINEATOR 3411+/ 0 _ /i6 - /16 \ o, o ° WC =Wing Channel Post ° ° FLX = Flexible Post 0 0 3"± %g" 0 BRF = Barrier Reflector TYPE OF MOUNT GND - Embedded (drivable or set in concrete) I 1 -Size Z reflector 1-Size 1 reflector 2-Size 2 reflector 2-Size 1 reflector CTB = Concrete Sorrier MountGF 1 or GF2 = Guard Fence Attachment unit unit units units SRF Surface Mount SHEETING Yellow, White or Red Type B or C reflective sheeting DIRECTION 1. Size 1 and 4 - Direct applied reflective sheeting for use on flexible SHEETING Yellow, White or Red Type B or C Reflective Sheeting If Required post (flx). BI = 8i-Directional NOTE POST TYPE WC FLX WC FLX BR Bi-Directional with red on bock 2. Size 2 and 3 - For use on wing channel (wc) post only. Use approved I NS T L OM ASSM (OM- XX) (XXX) xxx (XX ) metol, plastic or fiberglass bockplote with 17/64" mounting holes. MOUNT TYPE GND GND, SRF GND GND, SRF LJ TYPE OF OBJECT MARKER OBJECT -MARKERS 11, 29 3, or 4 Type 1 (OM- I � Type 2 (OM-2) Type 3 (OM-3) NUMBER OF REFLECTORS OR DIRECTION Type 4 (OM-4) X = 3-Size 2 reflector units (Type 2 only) Y = 1-Size 3 reflector unit (Type 2 only) OM-1 OM-2X OM-2Y OM-2Z OM-3L OM-3R OM-3C OM-4 Z = 3-Size 1 or 1-Size 4 reflector units) (Type 2 only) L - Left Side (Type 3 Object Marker only) R - Right Side (Type 3 Object Marker only) 4" 6„ 3„ C - Center (Type 3 Object Marker only) ��I I —I TYPE OF POST ° 1211 12" WC - Wing Channel Post ,Q \ ° � o -1i� ��{ FLX _ Thin Post 8,, = x �� TWT Wolled Tubing Tf LJ DEVICE TYPE OF MOUNT x , _ GND = Embedded (drivable) �o _ SRF Surface Mount i... J . / WAS Wedge Anchor Steel to 5 Q ,r; ° WAP Wedge Anchor Plastic o o V DIRECTION ° If Required 0 0 6 .. ° ° BI = Bi-Directional 3-Size 1 reflector 3-Size 2 reflector 1-Size 3 reflector units units unit or 1-Size 4 reflector unit SHEETING Yellow -Type B or FLSheeting Yellow - T Alternating acrylic block and retroflective Type B or C Sheeting ye I I ow - Type BFL or CFL Sheet i ng Red -Type BFLor CFLSheeting POST TYPE TWT WC WC FLX TWT TWT MOUNT TYPE WAS, WAP GND GND GND, SRF WAS, WAP WAS WAP DEPARTMENTAL MATERIAL SPECIFICATIONS FLEXIBLE DELINEATOR & OBJECT MARKER POSTS DMS-4400 (EMBEDDED & SURFACE MOUNT TYPES) SIGN FACE MATERIALS DMS-8300 DELINEATORS, OBJECT MARKERS AND BARRIER REFLECTORS DMS-8600 NOTE: BARRIER DEFLECTORS (BRF) CHEVRONS ONE DIRECTION LARGE ARROW Delineator and object marker GF1 GF2 CTB bockplotes and sign substrates sholl be 0.080" Aluminum sign blank to conform to ASTM B-209 Alloy 6061-T6 or approved '>> DEVICE DEVICE alternative. Texas Department of Transportation Traffic Operations Division Standard DEVICE _ � W1 _ 6 W1 -8 DEL I NEATOR S OBJECT MARKER I AL SIZE (W x L) .. " 18 x 24 (Conventional) 24"x 30" (Conventional Oversize) 30 x 36 " " (Expressway) .. .. 36 x 48 (Freeway) SIZE (W x L) .. .. 48 x 24 (Conventional) .. 60 x 30 (Expressway & Freeway)MATERof 1. Barrier reflectors sholl meet the requirements DMS 8600. MOUNTING HEIGHT 4'-0" or 7,_0" 7'-0" Only MOUNTING HEIGHT 7' _0 " 2. Approved Barrier Reflectors ore listed on the "Barrier Reflectors" Material Producer List at: www.txdot.gov. DESCR I PT ION D OMO ) = 1 5 NOTE 1. CHEVRON (W1 -8) signs and ONE DIRECTION LARGE ARROW (W1 -6) Signs 9 9 sholl be instal led per Sign Mounting Details (SMD) Standard Sheets and paid under Item 644 (Small Roadside Sign Assemblies). FILE: doml -15. dgn DN: TXDOT CK: TXDOT I DW: TXDOT CK: TXDOT SHEETING Yellow, White, Red ©TxDOT August 2004 CONT SECT JOB HIGHWAY REVISIONS 10-09 3-15 4-10 2. The Texas version of the ONE DIRECTION LARGE ARROW sign (W1 -9T) may be used instead of the ONE DIRECTIONAL LARGE ARROW (W1 -6). NOTE 1. Minimum 9 square inches of reflective sheeting surface area. DIST COUNTY SHEET NO. 20A a� O . +-N ai O > to 0003 L r0 0 00 L-- i cv LC9 NNVL covM v►acCO C:) w at + XcvON h0-LCL CO—o4) O mo + -ONE ;P,0>0 X c v -'—OL vT O *m+-� Wv 0E4- 0 N L L L vx.o L CAto 0 vccc Nva- 4- to L t000O t TL4- +cOco 4-0 OLWO L 4+ Crto3E W :) 0 "000 OZ0 - Q L U ~ =0 N U X+ O `D "v 4- DO 0 E r -v L v -v v to 0 c_ 90 a� N. 3 4- F- 3 a t Nm Permissible Construction Joint* Usual Pavement Steel* TYPE I CURB (MONOLITHIC) 2" - 4" HEIGHT 24" r TYPE I CURB 2" - 4" HEIGHT 24" 8" 1 " 7 " for curb he i ht = 53 " 2" 6" for curb height= 5" 21/2 " T ct 2" to 4" 311 3 11 • ,,� 5 to 5Y4 • T 11! 2 T TYPE I CURB AND GUTTER 2" - 4" HEIGHT 811 If 6 Ifor curb hei ht= 5" 7" for curb height= 5 4 ' • 1 3" TYPE I CURB AND GUTTER 5" - 5%4" HEIGHT 3 II " • /b�- 5 " to 5%4 11 Varies 2 II bar C • T Permissible Construction %2 T BAR B Jointer L = (T/2) + (H- 1%2") TYPE I CURB 5" - 5%4" HEIGHT 10'-0" Curb Transition (0" to 2") 20' -0" Curb Transition (0" to 5") 30'-0" Curb Transition (over 5") Top of Curb--\ _ Top of Pavement T CURB TRANSITION Note: To be paid for as Highest Curb 1211 BAR C Embed 6" into existing concrete pavement /2" Wide Expansion Joint Matera I —� Usual ovement Stee I Permissibl( Constructio Joint* Top Of Curb TYPE II CURB (MONOLITHIC) 5" - 8" HEIGHT 2 !/2 TYPE II CURB 5" - 8" HEIGHT SHOWING DOWELED VERTICAL JOINT 2' Usual Pavement Steel T TYPE II CURB 5" - 8" HEIGHT SHOWING DOWELED HORIZONTAL JOINT `Change in Top of Pavement r Height Use 2 layers of roofing felt 2 ea - 3/8"x 24" to wrap bars and plug end Smooth Dowels -�.___— ___ ___________--- __ %2 T 1011 1411 EXPANSION JOINT DETAIL r� TYPE I -A = 2" HEIGHT TYPE I-B = 3" HEIGHT TYPE I-C = 4" HEIGHT TYPE I-D = 5" HEIGHT TYPE I-E = 5%4" HEIGHT (See General Notes) General Notes Maximum height for Type I curb or curb and gutter shall be 5%4". All existing curbs and driveways to be removed shall be sawed or removed at existing joints. Where concrete curb is placed on existing concrete pavement, the pavement shall be drilled (5/8" dia.) and the reinforcing bars grouted in place or secured with Epoxy conforming to Departmental Material Specification DMS 6100, "Epoxies and Adhesives", Class III. Expansion and contraction joints shall be constructed to match pavement joints in all curbs and curb and gutter adjacent to jointed concrete pavement. Where placement of curb or curb and gutter is not adjacent to concrete pavement, expansion joints shall be provided at structures, curb returns at streets, and at locations directed by The Engineer. All reinforcing bars shall be No.4 unless otherwise shown. Vertical and horizontal dowel bars and transverse reinforcing bars shall be placed at four feet C-C. Dimension 'T' shown above is the thickness of concrete pavement or flexible base and surface (8" maximum). Usual profile grade line. Refer to typical sections and plan -profile sheets for exact locations. One-half inch expansion joint materal shall be provided where curb or curb and gutter is adjacent to sidewalk or riprap. *When vertical permissible construction joints are used, resulting in a longitudinal construction joint in the pavement, the longitudinal pavement steel shall be placed in accordance with pavement details shown elsewhere in the plans for longitudinal construction joints. Reinforcing steel for curb section shall then conform to that required for concrete curb. 2411 2'/2 6 11 2 11 m TYPE II CURB AND GUTTER 5" - 8" HEIGHT TYPE II -A = 5" - 5%4" HEIGHT TYPE II-B = 6" - 6314" HEIGHT TYPE II-C = 7" - 7%4" HEIGHT TYPE II-D = > 7%4" HEIGHT NOTE: GENERAL NOTES: 1. VALVE EXTENSION TO BE USED 1. FINELY DIVIDED EARTH FREE OF ROCK, LUMPS AND CLODS S. ALL FITTING SHALL BE MECHANICL JOINTS UNLESS 1 1 24" X 24" X 6" ONLY WHEN TOP OF GATE VALVE EXCEEDING 6" SHALL BE PLACED BY HAND AND OTHERWISE DIRECTED. 28-DAY CONCRETE IS DEEPER THAN 5 FEET FROM COMPACTED AROUND THE CAST IRON PIPE! TO A DEPTH OF I STRENGTH = 2000 psi FINISHED GRADE. 12" OVER THE TOP OF THE PIPE BEFORE BACKFILL IS BEGUN 7. HYDRANTS SHALL BE LOCATED NO CLOSER THAN 1 24" X 24" X 6" BY ANY MECHANICAL EQUIPMENT. 3 FEET MEASURED FROM THE BACK OF CURB TO THE I 28•DAY CONCRETEp WITH #4 BAR AROUND 2. EXTENSALLIONS ARE TO BE MADE 2. ALL CONCRETE BLOCKING SHALL BE - 28 DAY CONCRETE FACE OF THE STEAMER ON THE FIRE HYDRANT. �p D WITH #4 BAR AROUND ol� 1• ALL VALVE BOX. o OF STEEL SIZED AS NOTED STRENGTH = 2000psi. 8. IF MAIN VALVE IS WITHIN 50 FEET OF FIRE HYDRANT THEN ^ _) ALL VALVE BOX. AND PAINTED WITH TWO (21 ASSEMBLY VALVE MAY BE OMITTED ON A DEAD END HYDRANT COATS OF METAL PAINT. 3. ALL THRUST BLOCKING SHALL PROVIDE A MINIMUM OF LEAD WITH NO ADDITIONAL CONNECTIONS. TRAFFIC RATED COPPERHEAD 2 SQUARE FEET OF BEARING AREA OF CONCRETE ON SNAKEPIT TEST STATION OR S. EXTENSIONS SHALL BE A MINIMUM UNDISTURBED SOIL, OR AS DIRECTED BY THE ENGINEER. 9. HEIGHT OF FIRE HYDRANT MEASURED FROM THE STEAMER APPROVED EQUAL OF ONE (1) FOOT LONG. 4, WATER MAINS WILL NOT BE FULLY PRESSURIZED UNTIL GRADE. NOZZLE SHALL BE 18 TO 24 INCHES ABOVE NEAREST FINAL VIE1W A -A 4. VALVE BOX LIDS LOCATED ON CONCRETE HAS REACHED 7 DAY STRENGTH. VALVES TO ISOLATE FIRE VIEi T A - A SUPPRESSION LINES FROM PUBLIC S. ALL PIPE WILL BE LAID SO AS THE ENTIRE BARRELL WATER LINES SHALL BE AMPro WILL HAVE FULL BEARING ON THE FINE GRADED USA, LLS62 LOCKABLE LID. TRENCH BOTTOM. BELL HOLES SHALL BE CUT FOR STANDARD FIRE HYDRAN EACH BELL AND FIRE HYDRANT. GATE VALVE WNALVE BOX WATER LINE AS REQUIRED + TRAFFIC RATED COPPERHEAD STANDARD FIRE HYDRANT APPROVE TEST STATION OR VALVE BOX PER SPECS WITH BOX STEAMER NOZZLE CHAINS 1' MIN. APPROVED EQUAL EXTENSION AS NEEDED VALVE BOX PER SPECS. TO BE REMOVED BY TEE OR TAPPING 2" SQUARE AWWA NUT CONTRACTOR PRIOR TO SLEEVE & VALVE SNAKEPIEXTENSION WITH /�� A CITY'S ACCEPTANCE OF AS REQUIRED AS i CENTERING COLLAR. WORK. A REQUIRED s : , g" TEROMINATE 4' TOO 5' �-FINISHED GRADE -2" SQUARE AWWA NUT EXTENSION WITH CENTERING COLLAR. TERMINATE W TO 5' MOMTOPOF BOX. AWWAC900 W/STAINL XtLVE PRESSURE PIPE STEEL BOLTS 14 ga. INSULATED COPPER TRACER PVC OR 0.1. PIPE WIRE BLOCK AS DIRECTED. MIN. DIMENSION APPROX. EQUAL TO ONE BAG OF SACKRETE GATE VALVE & BOX VALVE OPERATING NUT EXTENSION `5" DIA x 1/8" MIN THICKNESS STEEL PLATE W/ 90° CUT-OUT " DIA STEEL ROD FR M TOP OF B - -r -j-AS I< n: �6" 0.1. OR C909 PIPE 6" MJ ANCHOR COUPLING PEA GRAVEL - FILL TO 1 FT. ABOVE WEEP HOLE THRUST BLOCK I BLOCK USING 12"x12"x4" PRECAST CONCRETE BLOCK 6" X 12" GRADELOK a ANCHOR 900 BEND GATE VALVE WNALVE BOX i STANDARD FIRE HYDRANT y 3 + o x FIRE HYDRANT LOCATION REALIGN AS NEEDED BLOCK ASDIRECTEDJ WIM.J. SPLIT GLANDS ROTATE TOFINAL GRADE) STANDARD FIRE OPTIONAL W 1-00 TRAFFIC RATED 9c REFER TO TECHNICAL SECTION COPPERHEAD 09 0312 FOR TRACER WIRE SNAKEPITTEST INSTALLATION STATION OR APPROVED EQUAL GROUND LEVEL 24" MAX. METAL DETECTOR TAPE / ARE TO BE FLUSH WITH OUTSIDE EDGE OF BOTTOM SOCKET GATE VALVE EXTENSION W l-O 1 NOTE: DIMENSION FOR CONCRETE VARIES WITH WATERLINE SIZE 6" 24" MIN. A WATERLINE LINE HYDRANT ASSEMBLY W1-02 -TRAFFIC RATED COPPERHEAD SNAKEPIT TEST STATION OR APPROVED EQUAL 24"x24"x6" CONCRETE PAD (STD.) - METAL DETECTOR TAPE 48" MIN. TRACING WIRE 14ga SOLID L ACER WIRE SHALL END COPPER A TEST STATION. TYPICAL UTILITY PIPE TYPICAL UTILITY PIPE 1c TRACER WIRE MUST BE INSTALLED DEAD ENO DIRECTLY ABOVE THE PIPE. UTILITY PIPE LOCATION MATERIALS BEDDING SAND i9R:�i Q JJ, 40i �SU-:�i is u i�i NOTES: 1. FURNISH AS SHOWN ON PLANS PIPELINE AND ON ALL VALVE SIGN POSTS. WARNING SIGN BLACK TEXT--,,,, AR N I N G 2. SIGNS TO BE CONSTRUCTED FROM 20 GA. STEEL BAKED ON ' ENAMEL FINISH. FURNISH ONE ° 10" WARNING AND ONE VALVE SIGN U OERGROUND PIPELINE AND ONE POST FOR EACH VALVE CONTACT THE CITY INSTALLED AND AT OTHER BEFORE EXCAVATING LOCATIONS AS SHOWN ON PLANS. FURNISH SAME NUMBER OF YELLOW NT SIGNS AS FOR EACH REPLACEM(OMITTING BACKGROUND 4' NUMBER ON VA VE 3 G VALVE ° A SEPARATE PAY IT (NOT M) V AL V 7" NO. n I I v 2" BLACK PRESSURE TO BE ADDED AFTER 3'X3'X6" CONCRETE SLAB BASIC SIGN HAS BEEN PAINTED. WHITE 0„ > ' BACKGROUND MJ PLUG PIPELINE WARNING SIGN =-~ VALVE IDENTIFICATION SIGN 4'-0" p g' BLUE, HEAVY DUTY, WING CHANNELPOST 2'X4'X6" CONCRETE SLAB LINE 1 �M. J. TEE ORCROSS VALVE BOX AND SHAFT EXTENSION 4'-0" CAST IRON VALVE BOX COVER 2' X 4' X 6" CONCRETE SLAB Wo •: HT NOT GREATER THAN 45° BACK FILL ' AMERICAN FLOW CONTROL TRENCH 6" DIP WIRETAINING GLAND AT BEND AND 9�G ADAPTER OR AN APPROVED EQUAL PLUG. ,p • •CONCRETE 12" MIN. r �OGy SF,CTION A -A ° THRUST BLOCK RESTRAINED JOINT 6" M. J. ELL PLACED ON �k NOTE: W/ THRUST BLOCK UNDISTURBED SOIL INSTALL ANCHOR COUPLING COMPACTION WITHIN LIMITS AND REDUCER AS REQUIRED END OF LINE BLOCKING OF ASSEMBLY SHALL BE 95% STANDARD DENSITY PER ASTM 0698 IN -LINE BLOW OFF ASSEMBLY -V3-00 W3-01 NOTE: 1. EMBED COPPER LINE IN TAMPED SANG FROM BRONZE INSECT SCREEN W/SSHOSE CLAMP r GALV. ELL UNDISTURBED SOIL TO 6"ABOVE AND ON BOTH SIDES OF COPPER PIPE. .. AIR RELEASENACUUM GALV. NIPPLE �.,REMOVE AND DISCARD IAFTER 2. PAYMENT FOR BIO ITEM OF "AIR RELEASE VALVE" EL BREAKER VALVE VALMATIC MODEL 101)) ((1O1 ") 2" METER BOX W ITH USE I I I MJ PLUG EXIST. GRADE VALVE BOX AND SHAFT EXTENSION 4•-0" CAST IRON VALVE BOX COVER SHALL INCLUDE ALL MATERIALS SHOWN IN DETAIL, INCLUDING MAIN LINE UPPING SADDLE. OR APPROVODEL ED(EQUAL CAST IRON LID I � SCH. 40 GALV. PIPE 2' X 4' X 8" CONCRETE SLAB 3. PIPE SIZE SHALL BE 1" OR 2". j 1 AFTER BLOW -OFF ,i.. 4. SIZE OF LINES AND VALVES MAY BE MODIFIED BY 1 1 INSTALL MALE QUICK AMERICAN FLOW CONTROL THE ENGINEER EXIST. GRADE �1 CONNECTION &CAP TRENCH R AN APPROVED HOT -BOX POLY ROX MODEL PHRI (1 ") WITH 4" APPROVED EQUAL HEAT OR MODEL PHR2 (2") WITH HEAT OR APPROVED3 - BRASS BALL VALVE PIPE MATERIAL MJ TAPPED CAP EQUAL IRON PIPE THREAD COMPRESSION FITTING AND BALL VALVE BRASS THREAD PIPE WATER MAIN 4" X 3' X 3' CONCRETE PAD (FOR 1" PIPE) 4" X S' X 3' CONCRETE PAD (FOR 2" PIPEI COPPER EXPOSED TO CONCRETE SHALL SE BRASS ELL MJ TAPPED CAP TYPE "K" COPPER TUBING SLEEVED WITH APPROVED COPPER PIPE SLEEVING CONCRETE BLOCKING TO 4" M. J. ELL PLACED ON CONCRETE BLOCKING TO BE IN ACCORDANCE WITH WATER UNDISTURBED SOIL BE IN ACCORDANCE WITH DETAIL W3.00 MAIN DETAIL W3-00 BRASS NIPPLE 4" END OF LINE 2" BLOW -OFF RISER BLOW -OFF AIR RELEASE VALVE & VACUUM CHECK VALVE W3-02 W3-03 W3-04. THRUST BLOCK NOTES: 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200 psi FOR 24" AND SMALLER INNER DIAMETER PIPE. TEE SCHEDULE ID tons ft ft Oc.. 4 6 8 5.1 1.512.51 0.3 1012 NOTES; 1. NO SPLICES IN COPPER TUBING WILL BE ALLOWED FOR SINGLE SERVICE OR BETWEEN THE SERVICE SADDLE AND THE WYE FOR DOUBLE SERVICE. 2. ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR EARTH OR ROCK. TO PRESSURE TEST LINE IMMEDIATELY AFTER THE STREET CROSSINGS HAVE BEEN INSTALLED. 3. CONCRETE FOR BLOCKING SHALL BE 2000 psi. 3. MARK EACH SERVICE END WITH METAL "T" POST 4. DIMENSIONS MAY BE VARIED AS REQUIRED BY PAINTED BLUE. FIELD WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE 4. MATERIAL USED SHALL BE AS SPECIFIED OR AN BLOCKING SHALL NOT BE LESS THAN SHOWN APPROVED EQUAL. HERE. 5. ALL CONNECTIONS TO BE COMPRESSION TYPE. 5. WATER MAIN SHALL NOT BE PRESSURIZED UNTIL 6. ALL SERVICE WYES & EXTENSIONS ARE TO BE ALL CONCRETE BLOCKING HAS REACHED 1500 psi. INSTALLED WITH THE MAIN LINE CONSTRUCTION. NOTE: USE POLYETHYLENE WRAP OR 7• METERS AND VALVE BOXES SHALL BE PLACED HORIZONTAL THRUST BLOCK SCHEDULE EQUAL BETWEEN CONCRETE BY THE CITY UPON PAYMENT OF FEE. A B C E G VOLUME & PLUG TO PREVENT CONCRETE 8. LOT CORNERS SHALL BE MARKED WITH A LATH 7% BEND SIZE THRUST BLOCK DETAILS NIOUR CONCRETE AGAINST CONCRETE SHALL NOT irininTi ipnm FARTW EXTEND BEYOND JOINTS-� APPROVED SERVICE SADDLES FOR DUCTILE AND PVC OR TAPPED TEE TRENCH •. •. �... 7�' •..: ; :. .: WATER PIPE THRUST STRUCTURAL BACKFILL AREA INCLUDES m w.4 : 4:`: ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, :... DRIVEWAYS,AND PARKING AREAS) AND SHALL �,'..:.• .: ; '::''; ;:,..•�; '_, ., . EXTEND V BEYOND THE CURB LINE. STRUCTURAL • +•'`'_•�•; .. PIPE BACKFILL SHALL BE CEMENT STABILIZED SEE DETAIL W4-02 - AREASTO BE PAVED OR EXCAVATED OINT SOIL COMPACTED TO 98% MAXIMUM) DRY DENSITY AS T T • :` PER ASTM D698 WITHIN OPTIMUM TO +4% WET OF OPTIMUM (SEE DETAIL W4-02 - NON-STRUCTURAL INNER ?IJD�P C0 UTE POUR CONCRETE V(E DIA. T UNDISTURBED EARTH SEM0NX--X STRAIGHT BALL VALVE W/ PLUG O Z (2 FOR DOUBLE SERVICE} _+ 1-1/2" BALL VALVE O (FOR DOUBLE SERVICE ONLY) - - 4' MIN.- - J - VIEW A A SEE TECHNCAL SECTION ** In FOR MATERIAL REQUIREMENTS 12 13 DOUBLE S, EWE �CONC. CURB & GUTTER 4' `CORP STOP 1"TYPE K COPPER TUBING i 1-1/2" TYPE K COPPER TUBII WATER LINE SEE NOTE 1) NEW WATER SERVICE (SIIORTAAD LONG SIDE) 3 It A 12" MIN. 24" MAX. STRAIGHT BALL VALVE 4- .2' MI . WITH PLUG (2 FOR DOUBLE SERVICE) I A 1" TYPE "K" COPPER TUBING (2 FOR DOUBLE SERVICE) 1-1/2" X 1" BRASS WYE (1 FOR DOUBLE SERVICE) IGLE SERVICE, (DOUBLE SERVICE) 1-1/2" BALL VALVE (FOR DOUBLE SERVICE ONLY) W2-01 2' PLAN VIEW BIC �`�� I ' ! 5' I g-• TYp 1"MIN. CLR. ZU 7HRUSTBLOCK TYPICAL HORIZONTAL THRUST BLOCK W2-00 QP• Q. coO�y,�QJ PAVEMENT AREAS r BIC ' S16EWA(.K 5' STRUCTURAL BACKFILL AREA W2-02 CARRIER PIPEJ CASING SPACER 1-PC. PULL -ON WATER TIGHT NEOPRENE END SEAL W/ STN. STL. CLAMPS "APS" OR BAND CLAMP NOTE: CASING SPACERS AT SPRINGLINE 4-RUNNER MIN. (THRU 24' DIA CASING) OR 6-RUNNER MIN. PROVIDE 4 (24"-42" DIA. CASING) STAINLESS RUNNERS AT STL. TYPE304; 8" WIDEBAND BOTTOM 45 W/ POLYMER RUNNERS; CENTERED MIN OR NON -CENTERED' CLEAR BELL, NSULATED "A SRESTRAINED NiNC� MOD S918" OR "CASCAbE" CASING DETAIL NOTE: NOTE: 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY GATE VALVE 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION WNALVE BOX STANDARD SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. DRY BORING PREFERRED, WET BORING ALLOWED ONLY WHEN APPROVED BY 3. DRY BORING IS REQUIRED. THE CITY ENGINEER. 4. PIPE CROSSING A ROADWAY SHALL BE INSTALLED ABOVE THE MAIN IT TIES INTO 4. PIPE CROSSING A ROADWAY SHALL BE INSTALLED ABOVE THE MAIN IT TIES INTO WITH A BEND SUCH THAT THE CARRIER PIPE CAN BE PULLED ABOVE THE PARALLEL MAIN A BEND SUCH THAT THE CARRIER PIPE CAN BE PULLED ABOVE THE PARALLEL TEE TAPPING MAIN. AS A 2'-0" MIN. ENCASEMENT 2'-0"MIN. WATER LINE OPEN CUT-1OPEN CUT LIMILIMIT GATE VALVE 3'-0" MIN. �-SIDEWALK MAY G BE OPEN CUT OR BORED AS ® DIRECTED BY STEEL CASING-1THE ENGINEER AS REQUIRED CARRIER PIPE 2' `-STEEL CASING -ADJUSTABLE TOP RUNNERS TO MAINTAIN 1" MAX CLR. 0 ° MAX STEEL CASING _8" WIDE BAND STAINLESS STEEL (TYPE 304) NEOPRENE INSULATION SLEEVE BETWEEN PIPE AND BAND LYMER RUNNER (TYP) W 2- GATE VALVE WNALVE BOX TEE OR TAPPING SLEEVE &VALVE AS REQUIRED WATER LINE TYPICAL URBAN CITY STREET CROSSING TTYPICAL RURAL STREET CROSSING -0 W4-U1 (E) SELECT MATERIAL ORIGINAL GROUND OR MATERIAL EXCAVATED FROM THE DITCH ((WHICH IS FREE OF LUMPS CLODS BOTTOM OF SUB -GRADE NOTES: ROCKS OR DEBRIS LARGER THAN TWO (2) INCHES IN THE LARGESY DIMENSION}. COMPACTED TO A 1. FOR BEDDING AND TRENCHING W/TH/HALL EX/ST/NG MINIMUM OF90%OF MAXIMUM DENSITY AS DETERMINED BY ASTM 0688 (STANDARD AT A MOISTURE CONTENT WITHIN PAVEDAREAS SEE DETAILS FOR OPEN CUTS7REETS. (Deta//s ST4-06, ST4-01, ST4-OZJ. TH/S NOTEDDES NOT APPL Y TO STREETS BEING RECONSTRUCTED. OPTIMUM TO +4% OF OPTIMUM UNDER NON-STRUCTURAL 2, AREAS (ie... YARDS, PASTURES, EASEMENTS) AND TO A MINIMUM OF 9A%OF MAXIMUM DENSITY AS DETERMINED >� @ SELECT MATERIAL 2. EVERY 100 FEET PROV/DEA WATER STOP BLOCK BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN 0 OPTIMUM TO +4k OF OPTIMUM UNDER NEW STREET AREAS QA SELECT MATERIAL �_ ' ©CEMENT STABILIZED SAND COMPoSEDOFCEMENTSANDORNAT/VEMATER/AL DEPENDING ON EMBEDMENT. BLOCK SHALL BE6 FEET AND STREETS TO BE RECONSTRUCTED. 8"-12" MAX 8"• 12" MAX. /NLENGTH. NO BEDDING SAND /N THIS AREA. © GRANULAR MATERIAL (MANUALLY CONSOLIDATE ® AT OPTIMUM MOISTURE) ©(MANUALLY CONSOLIDATE AT OPTIMUM MOISTURE) 3. ALL BEDDING & INSTALLATION OF PVC PIPE SHALL BE IN ACCORDANCE WITH ANSI/AWWA STANDARDS FOR PVC PIPE. MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE OF DETRIMENTAL QUANTITIES OF CLAY DEBRIS, OR ORGANIC 4. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE MATERIAL AND WHICH, WHEN TESTED BY STANDARD 4" 4„ SHALL BE IN ACCORDANCE WITH ANSI/AWWA Cl SO/A21.50 LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: MAXIMUM LIQUID LIMIT 45 MAXIMUM PLASTICITY INDEX 15 I PIPE UNDISTURBED SOIL I UNDISTURBED SOIL 5. COMPACTION SHALL BE ATTAINED BY MECHANICAL TAMPING. MAXIMUM PERCENT PASSING NO.200 SIEVE 35 MINIMUM PERCENT PASSING 3/4" SIEVE 00 .�J O.D. �J O.O. 6. RELATIVE COMPACTION SHALL BE TESTED IN THE OF THE CITY ENGINEER. PLAE METAL DETECTORPRESENCE THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET SHALL 6" MIN.M2" MAX. TAPE AT A MINIMUM OF 24" NOT ADHERE TO A 6" MIN./12" MAX. 7. DUST RESULTING FROM THE CONTRACTOR'S FORM BALL WHEN PRESSED IN THE HAND. ABOVE TOP OF PIPE PERFORMANCE OF THE WORK, EITHER INSIDE OR IV OIV STRUCTURAL. ARE-4S 7 O BE, R-1 PED OUTSIDE THE RIGHT-OF-WAY, SHALL BE CONTROLLED BY THE CONTRACTOR. © CEMENT STABILIZED SAND OR S7RL;YTS TO BL 8 ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY ARF,AS PAVING OR PLATING PLACED AT THE END OF EACH RLG'OIV ,57 X I./QW WORKING DAY. BEDDING AND TRENCH FOR DI PIPE & PVC PIPE W4-021 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYOROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS SHALL BE SSE EO OR SODDED WILL BE HIREQUIRED. CLENDAR ED AREAS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. Li z 0 cn w rz� 74 L-4 CITY OF BRYAN The Cond Life�l, Tr�.5 Stile: DRAWN BY: C.L.M. DATE: 08-01-12 SCALE: N T S APPROVED: W. P. K. FIGURE: SHEET 1 OF 2 10 Service saddle, SS straps, CC threads Installed per manufacturer's recommendations. All main types: Smith Blair 317 2Q Corporation Stop: Ford FS 1000-4-Q -1" !� Service tubing: Type K copper - soft-1" ® Ford male adapter - C8444-Q -1" Q Meter box valve: 5 = Ford Angle Stop - SA13-342W 5A = Ford Straight Stop - 811-444W -1" © Brass bushing IPS -1" x 3/4" Meter nipple - C38-23-2-5 - 3/4" © Meter box and lid: Old Castle meter box, Cl lid with Reader #36 CUSTOMER VALVE CUSTOMER VALVE CITY OF BRYAN STRAIGHT OR ANGLE TAP - 3/4" W6-00 NOTES: Q Service saddle, SS straps, CC threads Installed per manufacturer's recommendations. All main types: Smith Blair 317 0 Corporation Stop: Ford FB 1000-7-Q (cc thread) - 2" 03 Service tubing: Type K copper - cu - soft - 2" ® Ford male adapter - C84-77-Q - 2-' ® Meter box valve: 5 = Ford Angle Stop - BA-11-777W - 2" 5A - Ford Straight Stop - 611-777W - 2" © Brass nipple I.P.S. - 2" x 6" 0 Brass coupling I.P.S. - 2" ® Swivel nut - 038-77 - 2" Q9 Meter adapter - BBIM 77 - 2" ® Brass nipple I.P.S. - 2" x 3" © Meter box and lid: Old Castle meter box, Cl lid with Reader #65 ® Meter box and lid: Old Castle 12" round valve box #3RT CITY OF BRYAN STRAIGHT OR ANGLE TAP - 211 VALVE NOTES: 1Q Service saddle, SS straps, CC threads ® Meter box valve: Installed per manufacturer's recommendations. All types: 6 = Ford Angle Stop - BA-13.444W-Q - V. main Smith Blair 317 SA = Ford Straight Stop - B11-444W -1" t� Corporation Stop: Ford FB 1000-4-0-1„ © Meter nipple - C38-44-2-625 - i" 0 Service tubing: Type K copper -soft -1 ® Meter box and lid: Old Castle meter box, Cl lid with Reader #36 ® Ford male adapter - C84-44-Q -1" CUSTOMER VALVE `V6-03 CUSTOMER 9VALVE CITY OF BRYAN STRAIGHT OR ANGLE TAP - I" W6-01 NOTES: 1. ALL CONNECTIONS TO BE COMPRESSION TYPE. 2. MATERIAL USED SHALL BE AS SPECIFIED OR AN APPROVED EQUAL. 3. ALL SERVICE WYES & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 4. EXISTING METER BOXES ARE TO BE REMOVED. THE NEW METER BOXES SHALL BE OLD CASTLE. METER NUT SIZE FORD PART NO. 3/4" x 2.5" Long C 23-2-5 314" x 3" Long C38-23-3 3/4" x 12" Long C38-23-12 1" x 2. 5" Long C38 44-2-625 1" x 8.5" Long C38-44-8-5 1-112" Meter Nipple C38-6&2-875 1-1/2" Meter Bushing BBIM-66 2" Meter Nipple C38-77 2" Meter Bushing BBIM-77 1Q Service saddle, SS straps, CC threads © Swivel nut- C38-66-2-875-1-1/2" Installed per manufacturer's recommendations. All types: Brass all thread I.P.S. 21) main Smith Blair 317 Corporation Stop: Ford FS -1-1/2" ® Meter adapter- BBIM 66-1-1/2" 1000-6-Q-1-1/2" O Meter box and lid: Old Castle meter Q3 Service tubing: Type K copper - soft-1-112" box, Cl lid with Reader #65 ® Ford male adapter - C8466-0 -1-1/2" 5O Meter box valve: 5 = Ford Angle Stop - BA-11-666W-1-112" 5A = Ford Straight Stop - 811-666W-1-112" CUSTOMER VALVE CUSTOMER VALVE CITY OF BRYAN STRAIGHT OR ANGLE TAP - 1-1/2" W6-02 METER SWIVEL NUT OR NIPPLE METER BOX ANGLE STOP LU ((1-1/2" BALL VALVE o 2 (FORDOUBLE SERVICE F WATER 0 METER ----4'MIN.----- — VIEW A A I DOI jBLESERVICE o d o� A (1-1/2" BALL VALVE (F Y)DOUBLE SERVICE ONL CITY OF BRYAN WATER SERVICE RECONNECTION ANGLE STOP WATER METER BOX METER SWIVEL NUT OR NIPPLE I 1" NUMEX SDR-9 200 PSI PIPE OR COPPER PIPE (2 FOR DOUBLE SERVICE) -1-1/2" X 1" BRASS WYE (1 FOR DOUBLE SERV.) NOTES: 10 Service saddle, SS straps, CC threads © Brass bushing IPS -1" x 3/4" installed per manufacturer's recommendations. All main ttyyppees: Cambridge 800 Series or 7 Meter nipple - C38-23-2-5 - 3/4" Ford S70IS90 8 Ball valve 2 Corporation Stop: Ford FS 1000-4-1" 9 Meter box and lid: Old Castle meter Q 3 Service tubing: Type K copper - soft -1" box, Cl lid with Reader 036 4 Ford male adapter - C84-44-1" 5 Meter box valve: 5 = Ford Angle Stop - BA13-342W -1" CUSTOMER 5A = Ford Straight Stop - 611 444W -1" VALVE NOTES: Q Service saddle, SS straps, CC threads Installed per manufacturer's recommendations. All main types: Cambridge 800 Series or Ford S70IS90 Corporation Stop: Ford FB 1n00.4-1" Q Service tubing: Type K copper - soft -1" 8Ford male adapter- C84 441" Meter box valve: 5 = Ford Angle Stop - BA-43-444W -1" 5A = Ford Straight Stop - B11-444W -1" SPECIAL CONDITIONS 1. METER REGISTER SHALL BE NO DEEPER THAN 12 INCHES BELOW FINISHED GRADE. 2. FLOOR OF VAULT WILL BE A MINIMUM OF 6 INCHES FROM BOTTOM OF ANY PIPING APPARATUS OR METER WITHIN THE VAULT. 3. REINFORCED CONCRETE VAULT BASE (FLOOR) SHALL BE CONSTRUCTED USING A STANDARD FIVE SACK CONCRETE MIX AND REINFORCING COMPRISED OF #3 REBAR ON 12 INCH CENTERS WITH A MINIMUM BASE THICKNESS OF 6 INCHES. 4. SET SCREW RETAINER GLANDS SHALL BE INSTALLED AT EACH FITTING ON MECHANICAL JOINT PIPE. 5. VALVES SHALL MEET THE CITY SPECIFICATIONS FOR VALVES. 6. THERE SHALL BE NO PIPING UNDER THE FLOOR OF THE VAULT. NRS FLG GATT VALVE (TYP-2) 15 SE US C2 OMNI FLG TEE TOUCH READ 1000 (TYP-2) GALLON w/STRAINER PIA N T'IF, T'V CONCRETE LID W/ 36"x60" SINGLE LEAF GALVANIZED STEEL HATCHWAY (H-20 RATED) MODEL SIZE L1 W1 H1WE OMC-CS3 3" 8'-8" 5'-0" 4'-6" 12,000 DMC-CS4 4" 8'-8" 5'.0" 4'-6" 12,000 DMC-CS6 6" 1 V-0" 6'-0" 4'-9" 12,000 NRS GATE VALVE (TYP-2) MFG: PARK EQUIP. CO. MODEL: DMC-CS APPROVED 3" OR LARGER COMPOUND METERS. VAULTS & MATERIALS -ROD (TYP) APPROVED METERS - SENSKUS SRH (U. S. GALLONS) APPROVED VAULTS - PRE CAST CONCRETE VAULT W/ADEQUATE ACCESS AND VAULT DIMENSIONS FOR METER SELECTED APPROVED MATERIALS - DUCTILE IRON PIPE WITH MECHANICAL JOINT. SETSCREW RETAINER GLANDS WILL BE BASED ON ALL M.J. FITTINGS. DUCTILE IRON (TYP) GALVANIZED STEEL -- �P)SUPPORT GRAVEL BED 12" SO SUMP W/ CAST IRON GRATE AND OPTIONAL DRAIN ANY DEVIATIONS FROM THE ABOVE SPECIAL CONDITIONS OR APPROVED METERS, VAULTS OR MATERIALS MUST BE SUBMITTED TO THE DIVISION MANAGER WATER SERVICES, 72 HOURS PRIOR TO ANTICIPATED DEVIATION. { 1 VATION HE1,V CITY OF COLLEGE STATION METER VAULT ASSEMBLY 88 6 Meter nipple - 038-44-2-625 -1" Ball valve 9Q Meter box and lid: Old Castle meter box, Cl lid with Reader 936 CUSTOMER VALVE 9 NOTES: O Se rvice saddle SS P. stra s CC thr eads Installed per manufacturer's recommendations. All main types: Cambridge 800 Series or Ford S70IS90 2 Corporation Stop: Ford FS 1000-6-1-112" 3 Service tubing: Type K copper - soft-1-112" 4 Ford male adapter - C84-66-1-112" 5Q Meter box valve: 5 =ford Angle Stop - FV43-666W-1-i/2" SA = Ford Straight Stop - 811-666W -1-1 /2" Q6 Swivel nut - C38-66-2-875-1-112" 7 Brass all thread I.P.S.-1-1/2" 8Meter adapter - BBIM 66-1-1/2" Meter box and lid: Old Castle meter box, Cl lid with Reader #65 ® Ball valve CUSTOMER VALVE 1 v • I;1J • liin�,l'J • 071 f90 () O� F1A4iffi1w%rAS1,_N iii��/11i�" ill 4 Ilia.- ■ OMEr_-W it CITY OF COLLEGE STATION STRAIGHT OR ANGLE TAP - 3/4" W7-00 NOTES: iD Service saddle, SS straps, CC threads Installed per manufacturer's recommendations. All main types: Cambridge 800 Series or Ford S70IS90 20 Corporation Stop: Ford FB 1000-7 (cc thread) - 2" 30 Service tubing: Type K copper - cu - soft - 2" ® Ford male adapter - C8477- 2" Q Meter box valve: 5 = Ford Angle Stop - FV-43-777W - 2" 5A = Ford Straight Stop - 611-777W - 2" © Brass nipple I.P.S. - 2" x 6" 7O Brass coupling I.P.S. - 2" ® Swivel nut - C38-77 - 2" 90 Meter adapter - BBIM 77.2" ® Brass nipple I.P.S. - 2" x 3" © Meter box and lid: Old Castle meter box, Cl lid with Reader #65 ® Meter box and lid: Old Castle 12" round valve box #3RT ® Ball valve CUSTOMER -VALVE CITY OF COLLEGE STATION STRAIGHT OR ANGLE TAP - 2" CITY OF COLLEGE STATION STRAIGHT OR ANGLE TAP - 1" W7-01 CUSTOMER VALVE -03 NOTES: 1. ALL CONNECTIONS TO BE COMPRESSION TYPE. 2. MATERIAL USED SHALL BE AS SPECIFIED OR AN APPROVED EQUAL. 3. ALL SERVICE WYES & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 4. EXISTING METER BOXES ARE TO BE REMOVED. THE NEW METER BOXES SHALL BE OLD CASTLE. METER NUT SIZE FORD PART NO. 3/4" x 2.5" Lon C38 23-2-5 3/4" x 3" Long C38-23-3 314" x 12" Long C38-23-12 1" x 2.625" Lon C38-44-2-625 1" x 8.5" Long C38-"8-5 1-112" Meter Nipple C38-66-2-875 1-112" Meter Bushing BBIM-66 2" Meter Nipple C38-77 2" Meter Bushing BBIM-77 CITY OF COLLEGE STATION STRAIGHT OR ANGLE TAP - 1-1/211 W7-02 METER SWIVEL NUT OR NIPPLE ANGLE STOI 1-1/2" BALL VALVE FOR DOUBLE SERVICE ONLY) VIT TVA -A DOUBLE SETT VICE CITY OF COLLEGE STATION WATER SERVICE RECONNECTION ANGLE STOP BOXER W z J -WATER O METER WATER METER BOET XER METER SWIVEL I NUT OR NIPPLE A (2 FOR "K" OUBLE SERVICE) CE 1-1/2" X 1" BRASS WYE (1 FOR DOUBLE SERV.) z CD W /U U CITY OF BRYAN The Good Life, Texas Stile." DRAWN BY* C.L.M. DATE: 08-01-12 SCALE: N T S APPROVED: W. P. K. FIGURE W7-04 W 2 SHEET 2 OF 2 SAND SAG-\ —] # d NOTE: CINDER BLOCK - A! TEMPORARY DEVICES AROUND STORMS DRAINS ARE USED TO DETAIN AND/OR FILTER SEDIMENT -LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO ATMOSPHERIC CONDITIONS. SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION. NOTE: HAY BALES ARE USED TO DETAIN AND/OR FILTER SEDIMENT -LADEN RUNOFF. THE PROTECTION ALLOWS SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. 1L HAY FILTER FABRIC NOT TO n nur-c DRAIN INLET )CK SIZE 4" TO 1-112" FILTER FABRIC SAND BAG HAY BALES METAL T-POST AS— REQ'D. TO MAINTAIN STORM DRAIN INLET PROTECTION All1w;J, SNVPP1-00 *MINIMUM 12' SHALL BE FULL WIDTH OF SITE ENTRANCE AGE 5140' 6" MIN. D448TH TO 5 E *VARIES N DIAMETER) OVER 1pp' jow GEOTEXTILE FABRIC 50' TO 5p- WITH SAME SQUARE T FOOTAGE `SOU A IL ui ai iu ni ui ui EROSION CONTROL ALONG DITCH 2"X4" WIRE MESH FASTENED TO T-POST 1 SEDIMENT CONTROL FABRIC FASTENED SECURELY TO T-POST & WIRE MESH METAL T-POST AS 8" OF FILTER FABRIC TO EXTEND REQ'D TO MAINTAIN INTO A TRENCH AND BE ANCHORED SPACED W APART WITH COMPACTED BACKFILL ALLOW 2.W TO S' AT TOE OF SILT FENCE AND/OR SLOPE FOR SEDIMENT TO HAY BALES TO BE ACCUMULATE. ALIGN FENCE USED IN AREAS OF DRAINAGE FLOW ALONG SLOPE CONTOURS. LO OF FW NATURAL GROUND DIREC-TUTON 4" 4"X4" MIN. TRENCH 4"i-7 20" EXISTING STREET NOTE: DRESS WITH ADDITIONAL 6" MIN. STONE AS NEEDED. STONE IS TO BE MAINTAINED SO AS TO PREVENT CONSTRUCTION TRAFFIC FROM TRACKING MUD ONTO ADJACENT PUBLIC STREETS. GEOTEXTILE FABRIC SWTIOT A-A�SUBGRADE CONSTRUCTION EXIT SILT CONTROL 1-U1 SWPP1-02 SILr1, FENCE ASSEMBLY S`VPP1-03 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. V) z o_ (N W CITY OF BRYAN 7 he Gomm Life, 7 eras .Stale. DRAWN BY: C.L.M. DATE: 08-01-12 SCALE: N T S APPROVED: W. P. K, FIGURE= #I SWPP SHEET 1 OF 1 NOTE: TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 40' APART AND AT ALL RADIUS POINTS, P.T.'S AND P.C.'S. TYPE "B" CONTRACTION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 10' APART. 24" 12" DIP < 12" 1/4"R 314"R 1/4"R I %I / f 10-1I2" 3/4"R ' 1" #4 BARS CONTINUOUS AND 3" CLEAR TYP. 24" LAY DOWN GUTTER SECTION ST1-TUTU BAR 112" CHAMFER (TYPICAL) 24" 28-DAY CONCRETE STRENGTH=3500 psi. TYPICAL RIBBON CURB ST1-03 NOTE: TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 40' APART AND AT ALL RADIUS POINTS P.T.'S AND P.C.'S. TYPE "B" CONTRACTION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 10' APART. 4- • = #4 BARSg gay EXPANSION DOWELS TYPICAL COMBINED CURB & GUTTER SECTION NOTE: TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 40' APART AND AT ALL RADIUS POINTS, P.T.'s AND P.C.'s. TYPE "B" CONTRACTION JOINTS IN CURB & GU FTER SMALL BE SPACED AT A MAXIMUM DISTANCE OF 10' APART R3 k61/2" A #4 BARS @ 18" C/C ---17 VARIES • - #4 BARS DOWELLED IN CURBS DETAIL ST1-01STI-02 NOTE: 1. TYPE "G" EXPANSION JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM DISTANCE OF 40' APART AND AT ALL RADIUS POINTS, P.T.'s, AND P.C: s. TYPE "B" CONTRACTION 24" 6' 15" 3 • R• 6" M 114"R 12" I' 3" i 1 •� 0 !� 4" 6* 6.314" I. 3• 2" 3" 3" .10 _W W 4" 3" = #4 BARS EXXPANSION DOWELS TYPICAL COMBINED SPILL CURB ST1-U4 118" SEAL WITH JOINT MATERIAL e D:• a P .°: 6" MIN. METAL KEY WAY PLATE DEFORMED TIE BARS #4 X 18",18" O.C. TYPE "D'1 LONGITUDINAL TOINT LONGITUDINAL JOINTS SHALL BE REQUIRED ONLY ON THE CENTERLINE OF THE PAVEMENT & IN INTERSECTIONS AS DETAILED SEAL W/EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR 314"OX18",18"O.C. COATED WITH HEAVY 1/4" R 3/4"GREASE) 6" MIN. RECYCLED MATERIAL, 3/4" THICK AS MANUFACTURED 3" LONG METAL OR PLASTIC CAP, BY J.D. RUSSELL CO. OR INSIDE DIAMETER TO BE 1/16" GREATER APPROVED EQUAL THAN DIAMETER OF DOWEL BAR. CAP MUST BE LONG ENOUGH TO COVER OF DOWEL AND HAVE STOP SO END OF CAP IS 1" FROM THE ENO OF BAR. TYPE "G1 EXPANSION & CONSrI,RUCTION JOINT SAWED OR FORMED, SEAL WITH JOINT MATERIAL. SEALING NOT REQ'D IN CURBS 3/8" R Fl/8"T03M6" \1314" 6" MIN. • 'D \�#4 BARS, 18- O.C.E.W. TYPE "B" CONTRACTION JOINT 12' 1" MIN. TO #4 BARS @ 18" O.C.E.W. 6" MAX. (MID SLAB) SEC. TION A .,12, ' ? :GALLEY!'. , fQ �. C TYPE "G" EXPANSION JOINT ALLEY PAVING ST1-0G I JOINTS IN CURB & GUTTER SHALL BE SPACED AT A MAXIMUM GENERAL NOTES. DISTANCE OF 10' APART 2. PIPE EXTENDED 1"-2" FROM SOC TO BE COVERED WITH FABRIC ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER AND TIED IN PLACE HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED 24' DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE 6„ VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS 114"R COMPLETE AND THEN REMOVED BY CONTRACTOR. 3" ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. 1' DIA ,y ALL TRAFFIC SIGNALS AND APPURTENANCES AND ALL PAVEMENT MIN 112% °� 61. MARKINGS A AND MARKERS SHALL BE IN ACCORDANCE WITH TXDOT STANDSLOPE 114"R REFER TO SPEC 3117 23.23 (PAVEMENT MARKINGS) FOR ADDITIONAL LOCAL REQUIREMENTS. 3" 44" 3- 0 3., o B 3/4" 23" • = #4 BARS 0 EXPANSION OOWELS TYPICAL WEEPHOLE CURB ST1-05 (TYP) 3" - CURB #4 BARS 18" C.C. THE RES S AT EVERY INTERSECTION SHALL BE 3/4" DOWEL BARS TIED 100 PER CENT TYPE "G" SEE TYPE "D" JOINT 44 TIE BARS 18" LONG SEE DETAIL TYPE "G" JOINT -20' MAXXIMU TYPE "B" JOINT T i z- CURB TYPICAL JOINT & REINFORCEMENT LAYOUT FOR CONCRETE PAVEMENT NOTE: EXPANSION JOINTS AS SHOWN AND AT EACH RADIUS POINT. CURB EXPANSION 71 JOINTS SHALL BE AT 60' CENTERS. CURB VARIES CONTROL JOINTS SHALL BE AT I W CENTERS. TYPE "B" JOINT (TYP) ` Qp9Jg LONGITUDINAL JT. @ 90° ` TO CHORD OF RADIUS (TYP) 5-112" e V-6' 3/4' 7/8" (TMP•) TYPE "D" JOINT (TYP.) e•' 1-b/8" W 3�q,, e ° 1-1/2" TYPE "G" JOINT AT ALL > RADIUS POINTS AND 3" MAX. DISTANCE OF 300' ON TANGENTS METAL KEY WAY PLATE BACK OF CURB 7 TYPE"B"JOINT TYPE "G" JOINT AT FUTURE EXTENSION OR AT PROPOSED WORK (TYP) TYPICAL.TOINT LAYOUT AT CONCRETE INTERSECTION TYPE "G" EXPANSION EXISTING CURB & GUTTER KEEP 6" RISE TO T uw JOINT. ELEV. + TO BE REMOVED -' TYPE "G" EXPANSION w T/C ELEV. = 3" MATCH E OF PROPERTY LINE JOINT. ELEV. + C� CURB RETURN RADIUS + 2' 1 TIC ELEV. = 3" a �-> KEEP B" RISE TO EXISTING GUTTER -1 2' z� CURB RETURN RADIUS " MATCH OF PROPERTY LINE EXISTING PVMT. 1 On EXISTING GUTTER I �q" av ACCESSIBLE ROUTE (4' MIN) 2' Arj ' EXISTING q _ ___ ___ _ - (OPTIONAL) OT OTE PVMT. R E E 3 �- - - --""- EXISTING BASE MIN DRIVEWAY APRON SHALL BE 4" 6" (28-DAY CONCRETE STRENGTH —L 3" RISE - 3000� psi) W! #4 BARS @ 18" 1-1/4" DRIVEWAY APRON SHALL BE 4" Ei4SEING MIN (28-DAY CONCRETE STRENGTH DEFORMED TIE BAR O.C.E.W. ASPHALT APRONS W/O #4 X 1R" O.C. FOR TIE CURB AND GUTTER SHALL BE TYPE "D" LONGITUDINAL - 3000 psi) W/ #4 BARS 018" O.C.E.W. ASPHALT APRONS W/O TO CONCRETE TO ALLOWEDON OPEN DITCHED CONCRETE PAVEMENT STREET SECTIONS ONLY. JOINT DEFORMED TIE BAR CURB AND GUTTER SHALL BE ONLY SECTIONAA #4 x 18" O.C. FOR TIE ALLOWEDON OPEN DITCHED TO CONCRETE TO STREET SECTIONS ONLY. SEC"TIONA A CONCRETE PAVEMENT SLOPING AWAY FROM INTERSECTION ONLY W UA CURB RETURN RADIUS + i� CURB RETURN RADIUS dU ACCESSIBLE C PTILOU1%' MIN.00NA*1OT� TYPE"0" � 1-1/4 LONGITUDINAL JOINT .S'F,C,'TIONA A SLOPING TOWARD INTERSECTION ,-6" 1 6" SECTIONA ASIDE STREET WIDTH---� W77 H LA YD0147N CURB PVMT !� "G" Cam' A TYPE EXPANSION JOINT soo's" PROPERTY LINE 6" THICK CONCRETE (28 DAY STRENGTH = ] P o *MAINTAIN 2 /o MAX NOTE: RAMPS ONLY WHEN 3500 PSI) WITH #4 BARS A CROSS SLOPE POINT OF THE LONGITUDINAL SLOPE IS - -------- AT 18" O.C.E.W. WITH CURVATURE GREATER THAN 1:20 RAMPS DOWEL INTO EXISTING SIDEWALK 6" LSSB TO 2' BEYOND SHALL COMPLY WITH TAS (VARIES) WITH #4 BARS @ 18" O.C. BACK OF CURB REQUIREMENTS RETURN CURB TO HAVE BACK OF CURB i ++ � �1� A ROLL FACE DIMINISHING T RADIUS POINT SMOOTH DOWEL � 25' RAD. (MIN.) BAR E SIDEWALK 4i * �-i-'�-i-i�i i a 1f 12 O.C. (CWITH OATED OA ED SITH LONGITUDINAL I ACCESSIBLE RAMP ** 5' R. (MIN.) BACK OF CURB HEAVY GREASE) 1 JOINT (SEE RAMP DETAIL) ------------1--- - - - - - - ACCESSIBLE ROUTE NEAT SAW CUT NEAT A SAW CUT yl I�1� NEAT SAW CUT - - - - - - -- - - -- �------------- POINT OI i TANGEN * MAINTAIN 2% MAX CROSS TYPE "G" EXPANSION JOINT EXISTING CURB & GUTTER TO • • —► • • • ... —+ • • • • • • j • • • — • • • --+- - • • • • • -� • • - SLOPE. S' MIN. WIDTH. BE REMOVED. REPLACE STREET SURFACING AS NEEDED ** EXISTING SIDEWALKS, (A MIN. OF 4' BEHIND BACK CURB) A EXPANSION JOINT (TYP.) s1Rti� SEAL WITH APPROVED MAY REMAIN IN PLACE. RESIDENTIAL DRIVEWAY EXPANSION JOINT MATERIAL OTHERWISE SIDEWALK MUST BE REMOVED. TYPICAL STREET CONCRETE APRON ST2-00 ST2-01 W � > TYPE "D" EXPANSION JOINT. A U DRIVEWAY SLOPE 1-1l4" PER ELEV. + T!C ELEV. EXISTING CURB & GUTTER TO 8E KEEP 6" RISE TO = 3" I TYPE "G" EXPANSION JOINT VARIES >T. MIN. REMOVED PROPERTY LINE - _ _ PROPERTY LINE DRIVEWAY WIDTH APPROX.12" ARIE I�DRA-GE MATCH E.OF 1 EXISTING GUTTER EXISTINGPVMT. 3, ' � I I 1 * 2°/MAX LVERT A 1 �6„ �gAINTAIN CROSS SLOPE RETURN CURB TO HAVE 1 A ROLL FACE DIMINISHING (MIN. 18- DIA. RCP PIPE) _ -- __ ___ _ AT RADIUS POINT SECTIOl\'A A _ PROPERTY - - --{— - —LINE 3I�RI E EXISTING BASE MIN. REMOVE CURB 1 TYPE "0" AMBULATORY RAMP 25' MIN. R. I LONGITUDINAL SLOPE 1:12 MAX - - - - DEFORMED TIE BAR DRIVEWAY APRON SHALL BE 6" (28-DAY CONCRETE THRU RAMP JOINT i NOTE: #4 X 18 O.C. STRENGTH = 3000 psi) WI #4 BARS 18" O.C.E.W. - - - - - - - - - - - - - - 1. LENGTH OF DRAINAGE PIPE FOR EDGE PVMT. RESIDENTIAL DRIVES IS 36' MAX DRAINAGE CULVERT FOR TYING NEW CONCRETE TO EXISTING ASPHALT APRONS W/O CURB & GUTTER SHALL BE ALLOWED SIDEWALK--1,,,C 1 * a _ - _ _ - - - - - - _ - L _ - - - - _ _ _ _ -- & 20' MIN. CONCRETE PAVEMENT ONLY ON OPEN DITCHED STREET 1 2. ALL DRIVEWAY PIPES WITHIN ROW MUST HAVE CONCRETE SLOPED END SECTIONS A SECTIONS ONLY. NEAT i NEAT SAW CUT SAW UT _ �� - - (6:1 SLOPE) OR APPROVED EQUAL SE JONA-A � �. 1' TYPE "G" A NEAT EXISTING CURB & GUTTER TO TYPICAL DRIVEWAY ENTRANCE EXPANSION JOINT SAW CUT BE REMOVED. REPLACE STREET SURFACING AS NEEDED COMMERCIAL DRIVEWAY WITH CULVERT ST2-02 ST2-03 FLEX BASE * MIN. 6"HMAC #4 BARS, 18- O.C.E.W. 28- AY CONCRETE STRENGTH = 3500 psi BORING OF STREETS FOR (TYPE C OR 0) EXISTING SEAL COAT/ HMAC DOWEL #5 BARS,16" LG., (8" INTO EXIST. PVMT.), EXISTING 6" UTILITY PIPE IS THE CITY STANDARD. OPEN CUTTING SAW CUT .. @ 18" OC COMPACTED CEMENT GRAVEL STREET OF STREETS SHALL BE BY EXISTING CONCRETE g" STABILIZED SAND 0 0 • • ' o ' o •o•• • oo.o., • o'o.o•° • o O o APPROVAL OF THE CITY ENGINEER ONLY. STREET SAW CUT 12VARIES12" COMPACTED CEMENT " COMPACTED CEMENT - • STABILIZED SAND OR 12" FLEX BASE STABILIZED SAND REFER TO HMAC SPECIFICATION 12" 12" 12" D. : ' FOR LIFT AND CO REQUIREMENTS MPACTION BORING OF STREETS FOR UTILITY PIPE IS THE CITY 6„ SEE BEDDING DETAIL FOR O'D STANDARD. OPEN CUTTING OF STREETS SHAL BE Y SEE BEDDING DETAIL FOR APPROPRIATE PIPE TYPE APPROVAL OF THE CITY APPROPRIATE PIPE TYPE UNDISTURBED SOIL ----ENGINEER ONLY. UNDISTURBED SOIL yAR1ES VARIES BORING OF STREETS FOR SEE BEDDING DETAIL FOR SEE UTILITY PIPE IS THE CITY UNDISTURBED SOIL-%� APPROPRIATE PIPE TYPE STANDARD. OPEN CUTTING OPEN CUT OPEN CUT SEAL COAT/ OF STREETS SHALL BE BY APPROVAL OF THE CITY VARIES ENGINEER ONLY. OPEN CUT CONCRETE STREET GRAVEL STREET OVERLAY STREET FsT4-00 ST4-U 1 I ST4-02 14 100' ROW -I RESIDENTIAL COLLECTOR SECTION SECTION PAVEMENT WIDTH 24 30 R.O.W WIDTH 70 100 16' UTILITY l4 l4" 16' UTILITY EASEMENT 12' 12' w EASEMENT (SEE NOTE 1) w (SEE NOTE 1) xq > e �(a NOTES' C7 2" HOT MIX STD. RIBBON CURB z ASPHALTIC = c 1. RURAL SECTIONS WILL NOT REQUIRE 16' n°I. CONC. PVMT. a� V EASEMENTS PARALLEL TO ROW WITHIN 02 a 1/2"/FT, SLOPE-. CITY LIMITS. w C 2. WITHIN ETJ AREA, RURAL SECTIONS SHALL "^""" 1I11VU11 FOLLOW COUNTY SPECS AND STANDARDS MIN. 4" HMAC BASE OR 6" CRUSHED 6" COMPACTED STABILIZED SUBGRADE LIMESTONE BASE (98% STANDARD ASTM D-698 AT A MOISTURE CONTENT BETWEEN 0 AND +4%OF OPTIMUM TYPICAL RURAL ROAD RIBBON CURB SECTION ST4-U3 NOTES: NOTES: 1. ALL SUBGRADES SHALL BE STABILIZED. S. REFER TO B/CS UNIFIED DESIGN GUIDELINE MANUAL FOR 1. REFER TO B/CS UNIFIED DESIGN GUIDELINE MANUAL 2. COLLECTOR STREETS WILL BE REQUIRED TO USE 8" 2, FOR SUBGRADES WITH PI > 15 AND % PASSING THE #200 ACCEPTED RIGHT OF WAY AND PAVEMENT WIDTH. FOR ACCEPTED RIGHT OF WAY AND PAVEMENT WIDTH. REINFORCED CONCRETE (28 DAY STRENGTH = 3500 PSI) SIEVE_ 35%, USE LIME STABILIZATION. 6. COLLECTOR STREETS WILL BE REQUIRED TO USE 5" HMAC 3. FOR SUBGRADES WITH PI < 15 AND %PASSING THE #200 BASE OR 8" CRUSHED LIMESTONE BASE AND STABILIZED SIEVE < 35%, USE WITH PI NO CEMENT STABILIZATION. SUBGRADE IN ACCORDANCE WITH THE B/CS UNIFIED DESIGN GUIDELINE MANUAL OR AS DIRECTED BY CITY ENGINEER. VARIABLE R-O-W (SEE NOTE 1) 4. SIDEWALK PLACEMENT VARIES WITH EACH LOCATION AND WILL BE DETERMINED BY THE ENGINEER. VARIABLE B/C TO SIC (SEE NOTE 1) � VARIABLE R-O-W (SEE NOTES) I R R R VARIABLE B/C TO B/C (SEE NOTE 5) E � MONOLITHIC CURB SEE 6' CONCRETE 6" REINFORCED SEE 5' CONCRETE SEE 6' CONCRETE 2" HOT MIX ASPHALTIC �j STD. CURB & GUTTER SEE W CONCRETE I SIDEWALK DETAIL CONCRETE 28 DAY SIDEWALK DETAIL SIDEWALK DETAIL CONCRETE PAVEMENT I SIDEWALK DETAIL I I STRENGTH { 3500 PSI) I TYPE "D" JOINT 3% SLOPE —► 3% SLOPE -- i► MIN. 4" HMAC BASE o LIMIT OF MEASUREMENT —"•I 2' #4 BARS 18" O.C.E.W. 6" COMPACTED STABILIZED SUBGRADE 98% STANDARD LIMIT OF MEASUREMENT— 2' OR 6" CRUSHED LIMESTONE 6" COMPACTED STABILIZED SUBGRADE (88/o STANDARD FOR ROADWAY EXCAVATION MID I ASTM D-698 AT A MOISTURE CONTENT BETWEEN FOR ROADWAY EXCAVATION o ASTM D-698 AT A MOISTURE CONTENT BETWEEN ( I BETWEEN AND STABILIZATION (BASE LOCAL MOD. ASTM-D1557) 0 AND +4% OF OPTIMUM. &STABILIZATION 0 AND +4% OF OPTIMUM) (LOC STREETS) TYPICAL STREET' SECTION TYPICAL STREET SECTION ASPHALTICCOM( RF,TE R4 ITAfEAT ST4-04 REI.VFOR(M.D COAr(R';TL• P.1 T'TMEAIT ST4-O:` Ocon H w Q c� W � C7 w O Q CITY OF BRYAN The C1xx1 Life, Texas Slyle.' DRAWN BY: C.L.M. DALE: 08-01-12 SCALE: N T S APPROVED: W. P. K. FIGURE: S CT SHEET 1 OF 1 CROSS SLOPE 2°% MIN. CROSS SLOPE CROSS SLOPE SIDEWALK 20/ato4% 2'/,MAX.,1%MIN• IE - - 8' TYP. NOTE: THIS DOES NOT TAKE INTO ACCOUNT DRAINAGE REQUIREMENTS - BERMS MAY BE REQUIRED OUTSIDE OF THE SIDEWALK. s � b i y $ v y ® ytooe + ( „ y b• PER TAS STANDARDS NOTES: 1. SIDEWALK PLACEMENT SHALL BE IN ACCORDANCE WITH B/CS UNIFIED DESIGN GUIDELINES. 2. FINISH: LIGHT BROOM FINISH. JOINTS TO BE TOOLED," DEEP AT AN INTERVAL EQUAL TO THE SIDEWALK WIDTH. EXPANSION JOINTS @ 40' O.C.,CONTRACTION JOINTS @ 4' O.C. 3. DOWEL IN AND TIE TO ANY CONCRETE STRUCTURE ADJACENT TO SIDEWALK (DRIVEWAY, INLET BOX, CURB, JUNCTION BOX, ETC.) WITH 03 x 12" BARS @ 12" O.C. OR #4 x 12" BARS @ 18" O.C. 4. COMPACTION: COMPACTED SUBGRADE MATERIAL COMPACTED TO A DENSITY AT LEAST 98% OF MAXIMUM DRY DENSITY AS DETERMINED BY PROCTOR COMPACTION TEST ASTM 0698 (STANDARD) AND SHALL BE 0-41% WET OF THE OPTIMUM MOISTURE CONTENT 5. A MINIMUM CLEAR PEDESTRIAN WIDTH AS DEFINED BY TAS AND ADA SHALL BE PROVIDED FOR ENTIRE LENGTH OF SIDEWALK. SEAL WITH EXPANSION JOINT MATERIAL SMOOTH DOWEL BAR e 112"0 X IS"', 12- O.C. ( 1/4" R 314" GREASE) WITH HEAVY -� 3'-0" MIN. 5'-0" VARIES-J 4" j MAX. RECYCLED MATERIAL,1l2" SEE NOTE 4 THICK AS MANUFACTURED BY J.O. RUSSELL CO. OR 3" LONG METAL OR PLASTIC CAP INSIDE APPROVED EQUAL DIAMETER TO BE Ill 6" GREATERYHAN DIAMETER OF DOWEL BAR. CAP MUST BE LONG ENOUGH TO COVER 2"OF #3 BARS @ 12" O.C.E.W. OR 28-DAY CONCRETE DOWEL AND HAVE STOP $O END OF #4 BARS @ 18" O.C.E.W. STRENGTH = 3000 PSI TH CAP IS 1" FROM END OF BAR. c4"c c .ICK MIN.) u unrc SIDEWALK EXPANSION SIDEWALK SLOPE REQUIREMENTS SWi-00 & CONSTRUCTION JOINT 4"x4"x3/16" STRUCTURAL STEEL TUBING SAWED OR FORMED, 8' O.C. MAXIMUM 8' O.C. MAXIMUM - r -12" O.C. 118" TO 3/16SEAL WITH EXPANSION JOINT MATERIAL, MIN. 318" R - _ _ 4„ 6" O.C. 4"x2"x3116" STRUCTURAL STEEL TUBING SIDEWALK CONTRACTION JOINT 4"x4"x3116" STRUCTURAL STEEL TUBING 1 "x1"x3/16" STRUCTURAL STEEL TUBING SEE CONNECTION DETAIL SWEEP SAND MIN 8" INTO ALL JOINTS 4„ MAX 24" CONC. SIDEWALK 6" •' 3-112" TYPICAL PEDESTRIAN T� 1/2" DIA. BOLT -If 4" GUARDRAIL GENERAL NOTES: GRASS ° CONNECTIONDElAIL , ° • ° 7.5'• SW1-01 ° BARED AREAS SHALL BE SEEDED OR SODDED WITHIN 14 DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN, ALL TRAFFIC SIGNALS AND APPURTENANCES, AND ALL PAVEMENT MARKINGS AND MARKERS SHALL BE IN ACCORDANCE WITH TXDOT STANDARDS REFER TO SPEC 31 17 23.23 (PAVEMENT MARKINGS) FOR ADDITIONAL LOCAL REQUIREMENTS. CROSSWALK DIMENSIONS, CROSSWALK MARKINGS, AND STOP LINE LOCATIONS SHALL BE AS SHOWN ELSEWHERE IN THE PLANS. **VARIES K- 4 � 3' 1 I GREEN SPACE 1 y g• ' • . ' . SIDEWALK M 12- PROPERTY LINE , **23' (10' CURB RADIUS 9 •' ' 21.6' (20' CURB RANI 16.5' (25' CURB RADIUS) FAQ \ •' W \ Q CO) •1' CROSS SLOPE NOT TO EXCEED \ w C w w 2°% OR BE LESS THAN 1%ON ANY PORTION OF RAMP OR TRANSITION H TO STREET ' 5' 3' DETECTABLE WARNING SURFACE 6" 1" MAX. SAND LAYING COURSE ACCEPTABLE TRAFFIC RATED PAVER MATERIAL SIDEWALK PAVER SECTION CONCRETE SIDEWALK ALONG LOCAL STREETS I 3'-0" MINVARIES-•j MAX. I 1 .o- 2% Fp SEE NOTE 4 #3 BARS @ 12" O.C.E.W. OR 28-DAY CONCRETE #4 BARS @ 18" O.C.E.W. STRENGTH - 3000 PSI ALONG MINOR COLLECTORS AND LARGER ACCEPTABLE TRAFFIC RATED 8'-0" VARIES PAVER MATERIAL �- 2% MAX SEE NOTE SEE NOTE 3 28-DAY CONCRETE #3 BARS @ 12" 0.C.E.W. OR STRENGTH = 3000 PSI #4 BARS @ 18" O.C.E.W. 4" THICK MIN.) SEE FINISH NOTE ALONG MINOR COLLECTORS AND LARGER SW 1-02 CROSSWALK DIMENSIONS, CROSSWALK MARKINGS, AND STOP LINE LOCATIONS SHALL 4' BE AS SHOWN ELSEWHERE IN THE PLANS. *` VARIES 3116" NOMINAL VARIES NEENAH GRATE ANNULAR SPACE IN PLACE OR AP EQUAL . . 8. ' . • ; '. SIDEWALK .. ••' M:r(" !'y90� tY/A, ' DETECTABLE - r WARNING h SURFACE 6- No. 4 BARS \ AMP :.: "-' VARIES \ J ( PROPERTY LINE TRENCH GRATE MAY ONLY BE ALLOWED WITH PRIOR APPROVAL FROM THE CITY ENGINEER AND WHERE THERE IS NO OTHER STORM SEWER SYSTEM AVAILABLE. Q 3 *" 23' (10' CURB RADIUS) p 21.5' 20' CURB RADIUS ` 16.5' �25' CURB RADIUS; � CROSS SLOPE NOT TO EXCEED ` ; <, 2% OR BE LESS THAN 1°%ON ANY �. •' ;a ' PORTION OF RAMP OR TRANSITION TO STREET 8' 3/6' SIDEWALK AMBULATORY 8' SIDEWALK AMBULATORY RAMP AT STREET INTERSECTION SW3-00RAMP AT STREET INTERSECTION * CROSS SLOPE NOT TO EXCEED * CROSS SLOPE NOT TO EXCEED 2% OR BE LESS THAN 1°% ON ANY 2% OR BE LESS THAN 1% ON ANY PORTION OF RAMP OR TRANSITION / PORTION OF RAMP OR TRANSITION TO STREET TO STREET • GAP / , G'rP y �h 0,5 Q'P tih y 8' SIDEWALK Z RAMP* s 1'., P4. SLOPE MA) 1• � QF' � 1• 1• � �� Cry � y � 1• PROPERTY DETECTABLE LINE / DETECTABLE WARNING SURFACE - �� 1 y SU FACE & SIDEWALK is SLOPE IF 3• EXPANSION JT. & SMOOTH DOWEL BAR, EXPANSION JT. & 1/2" DIA. X 16", WITH CAP @ 12" O.C. BACK SMOOTH DOWEL BAR, BACK (COATED W/HEAVY OF CURE 1l2" DIA. X 16", WITH OF CURB 6' MIN. GREASE) 6' MIN. CAP ((�� 12" O.C. (COA�`ED WIHEAVY GREASE) 8' SIDEWALK AMBULATORY RAMP U SIDEWALK AMBULATORY RAMP AT STREET INTERSECTION & DRIVES AT STREET INTERSECTION & DRIVES SW3-03 f SW3-04 I.somenrc View SIDEWALK DRAINAGE TRENCH GRATE SW3-01 SW3-02 * CROSS SLOPE NOT TO EXCEED 2`/o OR BE LESS THAN 1%ON ANY PORTION OF RAMP OR TRANSITION TO STREET / ghG�P Jy Y / PROPERTY LINE i 1' Z RAMP* 5' SIDEWALK 3' OF 6' MIN. 1• y DETECTABLE WARNING SURFACE 1. 1•* EXPANSION JT. & SMOOTH DOWEL BAR, 1/2" DIA. X 16", WITH CAP 0 12"O.C. (COATED W/HEAVY GREASE) 5' SIDEWALK AMBULATORY RAMP AT STREET INTERSECTION & DRIVES SW3-05 DETECTABLE WARNINGS PEDESTRIAN MCILIIIES CROSSWALKS: GENE.-kI. NOTES: GENERAI, NOTES: DETECTABLE CROSSWALK MARKINGS ARE IMPORTANT TRAFFIC z WARNING SURFACE CONTROL DEVICES AT CONTROLLED INTERSECTIONS. THESE DEVICES IDENTIFY THE APPROPRIATE LOCATION 1. CURB RAMPS MUST CONTAIN A DETECTABLE WARNING 1. A s aPEc ARF LIAMIM111M AL 1 AWARI THE LEAST o: O 1-J% LANDIN NW FOR PEDESTRIANS TO CROSS THE INTERSECTION AS WELL AS INFORMING DRIVERS WHERE PEDESTRIANS SURFACE THAT CONSISTS OF RAISED TRUNCATED DOMES COMPLYING WITH SECTION 4.29 OF THE TEXAS POSSIBLE SLOPE THAT WILL STILL DRAIN PROPERLY SHOULD BE USED. ADJUST CURB RAMP LENGTH OR GRADE Mi MAYBE PRESENT. NOT ALL LOCATIONS NEED THE THE SURFACE MUST ACCESSIBILITY STANDARDS ADJOINING CONTRAST VISUALLY WITH ADJOINING SURFACES, OF APPROACH SIDEWALKS AS DIRECTED. -a �- ME= a G CROSSWALKS MARKED, HOWEVER, TYPICALLY COLLECTOR AND ARTERIAL STREETS DO. AS STATED INCLUDING SIDE FLARES. FURNISH DARK BROWN OR 2. LANDINGS SHALL BE A 5' X 5' MINIMUM WITH A MAXIMUM cn 4" M : :o:;:o:o:: AX. IN THE TMUTCD, AN ENGINEERING STUDY SHOULD BE DARK RED DETECTABLE WARNING SURFACE AOJ 4CENT TO 2% SLOPE IN ANY DIRECTION. Z o z a:o:Q:.00A:a:o.o. AND USUAL iv a.�.4a.ag�•o' PERFORMED BEFORE CROSSWALKS ARE INSTALLED AT LOCATIONS OTHER THAN CONTROLLED INTERSECTIONS. UNCOLORED CONCRETE, UNLESS SPECIFIED ELSEWHERE IN THE PLANS. 3. MANEUVERING SPACE AT THE BOTTOM OF CURB RAMPS o_ N la. a:oo...a... SHALL BE A MINIMUM OF 4' X 4' WHOLLY CONTAINED WITHIN O.vaa q.4.7lii. THE CITY OF BRYAN'S PREFERENCE FOR MARKING 2. DETECTABLE WARNING SURFACES MUST BE SLIP RESISTANT AND NOT ALLOW WATER TO ACCUMULATE. THE CROSSWALK AND WHOLLY OUTSIDE THE PARALLEL VEHICULAR TRAVEL PATH. CROSSWALKS IS THE LONGITUDINAL (OR "LADDER" w STYLE). THE CITY OF COLLEGE STATION'S 3. ALIGN TRUNCATED DOMES IN THE DIRECTION OF 4. MAXIMUM ALLOWABLE CROSS SLOPE ON SIDEWALK AND PREFERENCE IS THE TYPICAL "TRANSVERSE" STYLE; PEDESTRIAN TRAVEL WHEN ENTERING THE STREET. CURB RAMP IS 2°%. 6" MIN. FACE OF 10" MAX• CURB HOWEVER, IN THE NORTHGATE AREA, ADJACENT TO SCHOOL OR SCHOOL ZONES, AND OTHER HIGH 4. SHADED AREAS ON SHEETS 3 AND 4 INDICATE THE 5. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY PEDESTRIAN CROSSINGS, THE LONGITUDINAL (OR "LADDER" STYLE) APPROXIMATE LOCATION FOR THE DETECABLE WARNING SURFACE FOR EACH CURB RAMP TYPE. WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP, EITHER BECAUSE THE ADJACENT SURFACE IS TYPICAL PLACEMENT OF DETECTABLE WARNING IS PREFERRED. DEVIATION FROM THESE PREFERENCES WILL BE THE APPROVAL OF THE CITY ENGINEER. D ONLY WITH 5. DETECTABLE WARNING SURFACES SHALL BE A MINIMUM OF 24" IN DEPTH IN THE DIRECTION OF PEDESTRIAN TRAVEL, PLANTING O ENON-WALKING THE SIDE APPROACH S SUSTANILLY OBSTRUCTED. OTHERWISE, PROVIDE FLARED SIDES. SURFACE. ON I.ANDING S MEE.T EDGE THE LONGITUDINAL STYLE MARKING SHALL BE 24" AND EXTEND THE FULL WIDTH OF THE CURB RAMP OR ,A.T WIDE AND 8 FEET IN LENGTH, SPACED48-INCHES THLANDING EW ERE THE PEDESTRIAN ACCESS ROUTE ENTERS 6. ADDITIONAL LIGHT RELEATIO VALUE AND TEXTURE MAY �E `7� n(� S 2-` APART. THE TRANSVERSE MARKINGS SHALL CONSIST TWO 12-INCH WIDE BY 6 AVEMENT 6• DETECTABLE WARNING SURFACES SHALL BE LOCATED SO FOUND IN THE CURRENT EDITION OF THE TEXAS ACCESSIBILITY STANDARDS AND 16 TAC 68.102. v `T 1" OF UNMARKED PAVEMEOF NT. ALL CROSSWALK PPARATED MARKINGS SHALL ALWAYS MEET TxDOT'S SPECIFICATION THAT THE EDGE NEAREST THE CURB E IS A MINIMUM Of EX 6" AND A MAXIMUM OF 10" FROM THE EXTENSION OF THE (TAS) 7. TO SERVE AS A PEDESTRIAN REFUGE AREA THE MEDIAN - z FOR TYPE I MARKINGS UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. FACE OF CURB. DETECTABLE WARNING SURFACES MAY BE SHOULD BE A MINIMUM OF 5' WIDE. MEDIANS SHOULD BE Q z LANDING CURVED ALONG THE CORNER RADIUS. DESIGNED TO . PROVIDE ACCESSj8LE PASSAGE OVER OR HJO ADDITIONAL INFORMATION ABOUT CROSSWALK MARKINGS 7. ACCEPTABLE PAVER MATERIAL SHALL BE CLAY, VITRIFIED THROUGH THEM. y W V w> CAN BE FOUND IN THE TMUTCD. POLYMER COMPOSITE, PRECAST POLYMER CONCRETE, 8. CROSSWALK DIMENSIONS CROSSWALK MARKINGS AND BAR W CROSSWALKS WITH BRICK AND CONCRETE. STOP LOCATIONS SHALL BE AS SHOWN ELSEWHERE W 2 % PAVERS, STAMPED ASPHALT, IN THE PLANS. AT INTERSECTIONS WHERE CROSSWALK ago DETECTABLE WARNING SURFACE B F STAMPED CONCRETE, ETC., SHALL ALSO REQUIRE RETRO-REFLECTIVE, THERMOPLASTIC TRANSVERSE • MARKINGS ARE NOT REQUIRED CURB RAMPS SHALL BE ALIGNED WITH THEORETICAL CROSSWALKS, OR AS (DOMES RUN PARALLEL PEDESTRIAN TRAVEL) STRIPING. DIRECTED BY THE ENGINEER. 4" MAX AND USUAL 9. EXISTING FEATURES THAT COMPLY WITH TAS MAY REMAIN IN PLACE UNLESS OTHERWISE SHOWN ON THE PLANS. _ O:ip:a:q:o'•a.o:aa: z 10. HANDRAILS ARE NOT REQUIRED ON CURB RAMPS. PROVIDE SIDE FLARE CURB RAMPS WHEREVER ON ACCESSIBLE ROUTE CROSSES (PENETRATES) A CURB. lnP•) 11. SEPARATE CURB RAMP AND LANDINGS FROM ADJACENT SIDEWALK AND ANY OTHER ELEMENTS WITH PREMOLD OR BOARD JOINT OF 314" UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 0 MAX CURB 12. PROVIDE A SMOOTH TRANSITION WHERE THE CURB RAMPS CONNECT CONNECT TO THE STREET. TYPICAL PLACEMENT OF DETECTABLE 13. FLARE SLOPE SHALL NOT EXCEED 10°% MEASURED ALONG CURB LINE. VARNING SURFACE ON SLOPING RAMP RUN az 5'x5' JO LANDII (00 DEW al-o J I } N j Fv- (TYPICAL) 4V AM IDTH (TYPICAL) ' CUR(TYPB TYPICAL AMBULATORY RAMP W/ FLARED WINGS SW2-01 I I 1 2-3/81: _f 4"_FO O O O2" DODO 8" DrTr T- ABLT; ICAR_NINC R4 T•'T,R GENERAL NOTES (PAVERS) FURNISH DETECTABLE WARNING PAVER UNITS MEETING ALL REQUIREMENTS OF ASTM C-936, C-33. LAY IN A TWO BY TWO UNIT BASKET WEAVE PATTERN OR AS DIRECTED. LAY FULL-SIZE UNITS FIRST FOLLOWED BY CLOSURE UNITS CONSISTING OF AT LEAST 25 PERCENT OF A FULL UNIT. CUT DETECTABLE WARNING PAVER UNITS USING A POWER SAW. LANDI DETECTABLE WARNING N0.3 REBAR AROUND PAVER INSET PAVER WITH TRUNCATED SAX DOME SURFACE DETECTABLE WARNING PAVER WITH USUAL EXPANSION JOINT TRUNCATED DOME SURFACE A AS REQUIRED 1" MORTAR BED - SHALL CONFORM TO SIDE FLARE SIDE FLARE APPLICABLE SPECIFICATIONS CONTROL JOINT PERMISSIBLE a� $-= QAsmr�, `- FACE OF CURB TRIINCA 7ED DOVF, PA TTEMV CURB RAMP DETECTABLE WARNING PAVER No. 3 REBAR AT MIN. 4" 18" MAX,) ON -CENTER BO WAYS CLASS A CONCRETE - SHALL CONFORM TO APPLICABLE SPECIFICATIONS SECTIONA A SW2-03 z o H � w Q � � w � Q o � Q z � z H con U CITY OF BRYAN l tie Good i &, 7 Lvay Sij1e.' DRAWN BY: C.L.M. GATE 08-01-12 SCALE: N T S APPROVED: W. P. K. FIGURE: a w SHEET 1 OF 1 NOTES: 1. A MAX. OF 4 AND A MIN. OF 2 THROAT RINGS SHALL BE USED AT EACH MANHOLE IN NEW OR EXISTING RIGHT-OF-WAY. 2. USE ADEKA SEALANT OR APPROVED EQUAL BETWEEN RING/COVER ADJUSTMENT RINGS AND CHIMNEY OR CORBEUCONE SECTION. 3. MANHOLE BASE THICKNESS AND FOUNDATION FROM FLOWLINE TO RIM AS FOLLOWS: MANHOLE DEPTH (FT.) BASE THICKNESS 0-12------------8" 12 AND OVER - - - - - - - - - 12" 4. MANHOLE LOCATION AND COMPACTION AS FOLLOWS: LOCATION COMPACTION REQUIREMENT PAVEMENT- - - - - - - - 98 % STANDARD PROCTOR - ASTM D 688 LANDSCAPE AREA- - - - 90 % STANDARD PROCTOR - ASTM O 698 6. NO RINGS ARE REQUIRED OUTSIDE OF STREET RIGHT-OF-WAY 6. IN FLOODPLAINS OR AREAS OF CONCENTRATED FLOW, THE CONE SHALL EXTEND 1 FOOT ABOVE THE BASE FLOOD ELEVATION OR A BOLT DOWN WATER -TIGHT RING AND COVER SHALL BE USED, VENTED WHERE REQUIRED. 7. WARNING SIGN ONLY TO BE PLACED WHERE SEWER CROSSES OPEN FIELDS. (2 STD. DUCTILE IRON II AND FRAME (30" DIA. OR EQUAL MANHOLE DIA. MAIN SIZE 4 FT 08in. 5 FT 218in. <30in. 6 FT 236in. 12" MAX' - SEE NOTE 1 2,6„ CLASS "A" CONC. 3000 PSI IN 28 DAYS VARIES VARIES (SEE TABLE) _ VARIES 9" 6" MIN.: BACK FILL AROUND MAX MH SHALL BE AS PER NOTE 4 .MIN: 2,-0« ec INVERT=3 UP TO 24". SHALL BE EER SEAL, #4 BARS, 8" O.C.E.W. R SE UAL. NOTE: DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. CAST IAI PLACE AL4NHOLE SEE NOTE 7 I� SEWER SIGN MANHOLE SIGN N' (SEE DETAIL S5-02) W-0" STO. DUCTILE IRON MANHOLE 3' MIN. COVER AND FRAME ' (30" DIA. OPENING) OR EQUAL .n ., .. . 11 L/1"1771 SEE NOTE 1 I 12" MAX. PRECAST REINFORCED I 2-6" CONC. MANHOLE SECT. ASTM DES. C-478 8' GREEN, HEAVY DUTY, BACK FILL AROUND MH WING CHANNEL POST SHALL BE AS PER NOTE 4 VARIES 5" MIN. (SEE TABLE) RUBBER -GASKET JOINTS W/ MORTAR SEALANT INSIDE AT ALL JOINTS 9" MAX PLUG 1-6-MIN. ,METER OF PIPE 112"I� iND LARGER DEPTH INVERTS. , BASE MMOUND D BASE. #4 BARS, 8" O.C.E.W. NOTE: DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE EASE. PR&CAST 11LINHOLE STANDARD MANHOLE /---- ORIGINAL GROUND OR - / BOTTOM OF SUBGRADE NOTES: QA SELECT NATIVE MATERIAL 1. FORSEDDINGAND TRENCHING W/TH/NALL EX/ST/NGPAVEDAREAS MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF �2 (A) SELECT MATERIAL SEEDETAILSFOROPENCUTSTREETS. (Details ST4-00, ST4-0> ST4-62). THIS NOTEDOESNOTAPPLYTOSTREETS SE/NGRECONSTR!%CTED. ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) IN THE INCHES LARGEST DIMENSION), COMPACTED TOA MINIMUM OF 90°k OF MAXIMUM DENSITY AS DETERMINED BY 8"-12"MAX, SELECT MATERIAL C CEMENT STABILIZED O 2. ALL BEDDING & INSTALLATION OF PVC PIPE SHALL BE IN ACCORDANCE TO ANSI/AWWA STANDARDS FOR PVC PIPE. ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4%OF OPTIMUM UNDER NON-STRUCTURAL ©( A ALLY 1A 8"-12"MAX SAND 3. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE SHALL BE IN ACCORDANCE ACCORDANCE TO ANSI/AWWA C150/A21.50. AREAS (Ie...YARDS, PASTURES EASEMENTS) AND TO A MINIMUM OF 98% OF MAXIMUM DENSITY AS DETERMINED �. AT OPTIMUM MOISTURE) ©( E 110 4. COMPACTION SHALL BE ATTAINED BY MECHANICAL TAMPING. • BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO +4% OF OPTIMUM UNDER NEW STREET AREAS 6" BELO PIPE BELL 6" BELO 5. ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY PAVING OR PLANKING PLACED AT THE END OF EACH WORKING DAY. AND STREETS TO 8E RECONSTRUCTED. O.O. UNDISTURBED SOIL PIPE BELL O.D. UNDISTURBED SOIL © GRANULAR MATERIAL X PIPE O.D. PIPE MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE O.D. OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC 6" MIN./12" MAX. MATERIAL AND WHICH, WHEN TESTED BY STANDARO PLACE METAL DETECTOR 6" MIN.H2" MAX. LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: TAPE AT A MINIMUM OF 24" ABOVE TOP OF PIPE MAXIMUM LIQUID LIMIT 45 MAXIMUM PLASTICITY INDEX MAXIMUM PERCENT PASSING NO.200 SIEVE 35 NON-STRUCTURAL AREAS TO BE PA L ED MINIMUM PERCENT PASSING 314" SIEVE 4 ME `�`S OR STREETS TO BE THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. RECONSTRUCTED © CEMENT STABILIZED SAND NOTES: 1. FLOW SHALL BE MAINTAINED DURING CONSTRUCTION. 2. THIS DETAIL TO BE USED WHEN A 6" OR LARGER LATERAL NECESSITATES CONSTRUCTION OF A NEW MANHOLE. 3. FOR ADDITIONAL STANDARDS NOT SHOWN, SEE "STANDARD MANHOLE" DETAIL S1-02. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPORT OF EXISTING SEWER DURING INSTALLATION OF MANHOLE. 5. DOGHOUSE OPENING MAY ONLY BE USED WHEN PLACING A NEW MANHOLE OVER AN EXISTING LINE; OTHERWISE, THE OPENING MUST BE CAST. SIZE, LOCATION, AND ANGLE OF ENTRY SHALL BE AS REQUIRED BY THE PLANS. 6. EXCAVATE TRENCH TO MIN.13" BELOW BOTTOM OF EXISTING PIPE, COMPACT SUBGRADE. PLACE AND COMPACT W OF GRANULAR BEDDING. MONOLITHIC POUR OF MIN. 7" DEPTH 6 SACK TOPPING MIX TO BE PLACED INSIDE, UNDER, AND OUTSIDE MANHOLE BARREL FROM SURFACE OF BEDDING AROUND CONCRETE BLOCK RISERS, TO A POINT APPROXIMATELY AT THE SPRING LINE OF THE EXIST. PIPE. 7. DURING THE SAME POUR, THE FINISH MANHOLE SHELF SHALL BE FORMED AND FINISHED AROUND THE BARREL AND EXISTING PIPE AS SHOWN. 8. AFTER CONCRETE SHELF HAS CURED THE EXISTING PIPE SHALL BE SAW -CUT ON BOTH SIDES TO THE FINISHED SHELF GRADE AND REMOVED. THE EXISTING PIPE SHALL FORM THE TROUGH OF THE MANHOLE AS SHOWN. FILE CUT PIPE TO GIVE SMOOTH EDGES. MANHOLE SECTION - MIN. 24" BETWEEN CUT-OUT AND MANHOLE CONE. FORM SHELF SLOPE AT- 1 "/FT. NEAT AND SMOOTH. BASE PROVIDE A WATERTIGHT SEAL. RAM -NECK GASKET OR APPROVED EQUAL AROUND THE PIPE AT MANHOLE WALL. Lwj FILL-IN BETWEEN DOG HOUSE CUT-OUT AND PIPE WITH NON -SHRINK GROUT AND CONCRETE BRICK AS NEEDED MAINTAINING INSIDE MANHOLE WALL_ SHAPE. MINIMUM 3 - 2-1/2"X6"X16" CONCRETE BLOCKS. (TYPICAL) 6" OF GRANULAR BEDDING CITY OF COLLEGE STATION GRAVITY SEWER DOGHOUSE MANHOLE BEDDING AND TRENCH FOR DI PIPE &PVC PIPE Sl-Ol NOTES: 1. 1" DIA. "STARTER" HOLES SHALL BE DRILLED THROUGH WALL OF EXISTING MANHOLE SPACED 3" APART CENTER TO CENTER. AFTER "STARTER" HOLES HAVE BEEN INSTALLED AND APPROVED BY A CITY INSPECTOR, THE CONTRACTOR SHALL BEGIN REMOVING THE CONCRETE INSIDE THE PERIPHERAL "STARTER" HOLES. CONCRETE SHALL BE REMOVED WITH PNEUMATIC HAND TOOLS. 2. THE NUMBER OF REBAR DOWELS SHALL VARY WITH SIZE OF OPENING. REBAR SHALL NOT BE SPACED MORE THAN 12" CC. 3, WATERSTOP SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURERS REQUIREMENTS. 4. CONCRETE SHALL BE 3,000 P.S.I. PIPE O.D. PLUS 4" PERIPHERAL O STARTER" HOLES (SEE NOTE 1.) %1OPENING CREATION DETAIL REMOVE INVERT AS REQUIRED AND NEW INVERT FOR NEW LINE. NEW INVERT SHALL HAVE SMOOTH TRANSITION INTO EXITING INVERT. REWORK EXISTING INVERT AS REQUIRED. 1.-0.1 SYNKO-FLEX PREFORMED PLASTIC ADHESIVE WATERSTOP, OR APPROVED #3 REBAR (14" LONG) EQUAL. (SEE NOTE 3.) EMBEDDED AND WATERSTOP - PIPECONX EPDXYED INTO MANHOLE MANHOLE ADAPTER WALL 3". (SEE NOTE 2.) PIPE O.D. SEAL, OR APPROVED PLUS 18" EQUAL. (2 REQ'O) CONNECTION DETAIL SECTION VIEW 6.1 1 MANHOLE CONNECTION DETAIL B DIAMETER VARIES 2" CLR. NON SHRINK (Typ,) I GROUT �- NEW INVERT PIPE O.D. PLUS 18" - WATERSTOP-PIPECONX MANHOLE ADAPTER SEAL, OR APPROVED EQUAL. (2 REQ'D) CONNECTION DETAIL SECTION VIEW STANDARD MANHOLE TIE-IN S3-00 S3-01 NOTE: M. SI S1 A SIZE X SIZE #4 NC REw-.,.<<,,. - .�ca�rvrwnw STEEL IN THE BASE CITY OF COLLEGE STATION OUTSIDE DROP MANHOLE O.VI,Y A1,1.OTfFD FOR r-fAl..V LI.VF, CON.'1 FCTIO.,VS WANDLARGLRI Sls•C.7 %ON A - A S2-00 NOTE, MANHOLE BASE SHALL BE PLACED ON FIRM SUBGRADE. ADDITION OF CEMENT STABILIZED SAND OR GRAVEL MAY BE REQUIRED TO STABILIZE FOUNDATION. STANDARD CLEANOUT ANDARD CROSS IN. N SAND ATSSST,ft ED STANDARD CROSS 4"� 3" VARIES fi A VAM 3" 3" A 90" BENDiE 90° BEND SEE BASE '`- 6"MIN. NOTE FOUNDATION #4 BARS, 8" O.C.E.W. - DEPTHS WATERSTOP-PIPECONX GREATER THAN 12 FEET WILL REQUIRE MANHOLE ADAPTER SEAL, 2 MATS OF REINFORCING STEEL IN THE OR APPROVED EQUAL. BASE (2 REQ'D) CITY OF BRAYN OUTSIDE DROP MANHOLE ()AlYTVHF,NAPPROT'F,D BYCITY F1VGLVF.F1? 52-01 NOTES: 1. EACH PIER SHALL BE COMPLETED IN A SINGLE CONTINUOUS POUR. 2. CHAMFER EDGES 3/4". 3. CONTRACTOR SHALL CONSTRUCT CONCRETE PIER TO A MINIMUM DEPTH OF 6' OR TO A DEPTH WHERE A GOOD BEARING SOIL IS ENCOUNTERED. 4. ALL SHAFTS SHALL BE BORED VERTICALLY PLUMB WITHIN 2" TOLERANCE. 5. ALL INFORMATION SHOWN IS CITY MINIMUM. ALL PIERS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER. PLAN DUCTILE IRON PIPE -� WRAP WITH ONE LAYER OF TAR PAPER TO PREVENT BONDING w C9af:. W WO II X LY C Uju W �Da: 2" 151mm] LETTERING LETTERING STYLE: sQOKMAN OLD STYLE 2" [51mm] LETTERING [818mm] �LETTERING � STYLE: 1-9116" (2) PICKBARS /s BOOKMAN OLD STYLE 1/4" [6mm] DIA II [40mm] NEOPRENE GASKET II 4-1/2" O $ (2) PICKBARS [114mm] ® (51MM] [51MM] I11mm)�30- DIA -[6/16" [762mm] - [8mm] clnoFelerAN �. 2-9/16�__33-15/16" DIA 1p [85mm] [862mm] E Y 40.3f4" DIA 11035mm] 51mm] LETTERING .y�h •` � 2" [51mm] LETTERING ETTERRING STYLE: w PLAN VIETY LETTERING STYLE: FRAMF, SECTION )KMAN OLD STYLE BOOKMAN OLD STYLE J MACHINED SURFACE 32" DIA 3-1 / �1811-1/2" L_ 3 mm) - [96mm] 5/8" [16mm [38mm] 2 • [62mmmm] TIS" v,wN 2-718" p�q[22mm] [73mm] R 1-3/4" [R44mm] H.Fi.S. ROOLG LLLIII LLLIII COVER SECTION PICKBAR DET4IL u u NOTE: CITY SPECIFIC SANITARY SEWER BOTT(' AI VIET'V STANDARD MANHOLE LIDS TO BE USED FOR PUBLIC • RING AND COVER, SEWER SYSTEMS ONLY. NOT TO OF VLR � BE USED ON PRIVATE SEWER SYSTEMS. DUCHLE IRON V-1432--3 4Q 1 13116" g311 " 38" DIA [20mmJ 96mm [965mm] 1/4" (6mm DIA 250" [781 mm]DIA. [20mm 1 32-114" DI NEOpRE�E GASKET [6mm] 180" ID Of GROOVE -7 [30"!m]� 1-1/2" [5mm) L [13mm] / (73mm] 762mm' [38mm) [102mm] BOLTHOLESE,CTION [2 In 3/4" 1" (25mm) DIA. [R44mm] X 6112"�140mm] �- 32- 21 m DIA 4CI-IIN GROOVE LG STE L ROD 33 1i 116' DIA [38mm] DK, A11, 30" DIA 1/2" PIC,KBAR DETAIL [821mm] 111VGASKET rmGROOVE FOR [762mm] I38mm) 1'K`11LIL SLCIIOIV PNEOPRENE GASKET • BBB �� 2-7/8" MACHINED SURFACE 2ETTERm]GLEgTTTyE SING [73mm] COT'ER SECTION �g ��I E ER hookmanNNOld Stye JECESjLFLUSHING (4) 5/8"A l NC X 2" LG (4) 518"A l ENUC X 2" LG HEX SS CAP SCREWS E E �. HEX SS CAP SCREWS �! & NARROW ZINC PLT. & NARROW ZINC PLT. & o 0 & RUBBER WASHERS RUBBER WASHERS ° [ 1mm] ° 4„ 4" [51mm] _ IFEL [102mm] ® [102mm] % ® � °tea 'IM «.. ari of BRYAN WE o u u o ICKBAR 2" ISMIn LETTERING 2" [51mm] LETTERING (2) PLACES RE ESSED FLUSH LETTERING STYLE: TYPICAL CONCRETE DRILLED Bookman Old Style PI�I:V VJF, TV RUTTU/lI VIEt T' NOTE: WArI E'R TIGHT MANHOLE RING AND COVER PIER FOR AERIAL SEWER CITY SPECIFIC SANITARY SEWER LIDS TO BE USED FOR PUBLIC n BE UESESYSTEMS ON PRIVATE ONLY. DUCTILE IRON V-2432-3 ST-nll SYSTEMS. S4-02 1191t4 MANHOLE BASE SHALL BE PLACED ON FIRM SUBGRADE. ADDITION OF CEMENT STABILIZED SAND OR GRAVEL MAY BE REQUIRED TO STABILIZE FOUNDATION. IN EXISTING MANHOLE, PLACE PVC ELBOW ON BENCH GROUT NEW BENCH TO SPRINGLINE ARD TROWEL SMOOTH. FORM SMOOTH CHANNEL TO INVERT. ALL NEW CONNECTION AT EXISTING MANHOLES SHALL BE BY CORING ONLY OR EQUAL arm GRADE RINGS FOR ADJUSTMENT TO FINISH 11� GRADE AS PER DETAIL S1-02 - NOTE 1 =' 1 PRECAST FLAT -TOP LID BACK FILL AROUND MH SHALL BE AS PER DETAIL S1-02 - NOTE 4,'{ PVC PIPE SIZE EQUAL TO INCOMING PIPE SIZE 45• ELBOW URN W/FLOW & GROUT IN PLACE) MATCH TOP OF ELBOW SOFFI LARGEST PIPE IN MANHOLE NOTE: DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE SEWER INFLUENT PIPE MAIN SEWER cn PIPE Z O uj PI IIN 5 INCH THICKNESS i (MIN) USE RAM -NECK APPIROVEDEQUAL PVC IN JOINTS i CROSS 1-3/4" STAINLESS STEEL BANDS -118" THICKNESS (TYP) W/ 618" STAINLESS STEEL BOLTS W/EXPANSION ANCHORS (TYP) #4 BARS, 8" O.C.E.W. 1 � ^ i STANDARD DROP MANIIOLE C'M'OrBRS'A.V - DROP M11.V1101,F TO BF IISFD OA' 1JIVL5 UI' 7 012'LV .5 E CT YOFCOLLEGES'TATIO;V - DROPAL-L HOLE TO BF USED O,V I,I,VF.S LIP TO 4' IAIS'I%F S2-02 PIER DIA. AS SHOWN ON PLANS SECHONA A UES #2,BOAtHOOPS, 3" CLEARANCE MININMUM PIER DIAMETER VERTICAL STEEL # 5 BARS 16" 8 24" 12 26" 14 30" 16 42" 24 4" WIDE X 3/8" THICK STAINLESS STEEL STRAP fPRIMED & PAINTED) FORMED TO PERM11 SNUG TIGHTENING OF PIPE TO PIER (2 REQD. PER PIER) ..«....o«^A. uw u.•scn errs VERTICAL STEEL AS PER TABLE #4 BAR HOOPS, 12" O.C. UIN O nOYI$TUED GAM 2" z con Hcon � w x clm� w w � U � � Q A� Con U CITY OF BRYAN I The Good Ir%, Texas S(lc. DRAWN BY: C.L.M. DATE: 08-01-12 SCALE: N T S APPROVED: W. P. K. FIGURE= SHEET 1 OF 2 NOTE: 1. ALL MATERIAL SHALL BE ASTM D3034 SOR26 W! GASKETS 2. ALL SERVICE CONNECTIONS & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 3. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE CONTRACTOR AT THE ROW FOR EACH SERVICE. CLEANOUT SHALL INCLUDE A BRASS PLUG. 4. CLEANOUTS SHALL BE EXTENDED 4 FEET ABOVE NATURAL GROUND. CLEANOUT CAP FITTING SHALL BE PLACED ON TOP. 5. LOT CORNERS SHALL BE MARKED WITH A LATH UNDER THE SUPERVISION OF A RPLS UPON COMPLETION OF CONSTRUCTION ALLOWABLE TAPPING AREA BOTTOM UP OF CONNECTING PIPE SHALL NOT DIP BELOW CENTERLINE OF MAIN. STD. PVC COUPLING SEE NOTE 3 v w O z 3 O IC I � w tLw Z_ IL 12, � 4' SEE NOTE 3 PLAN WIGASKETS 1.0% MIN. (PIPE IS NOT 0 BE PLACED HORIZONTALLY) PROFILE 3 O IY � t w aw Oz t2, -�� rALLOWABLE 1 TAPPING AREA 4' BOTTOM LIP OF CONNECTING PIPE SHALL NOT DIP BELOW CENTERLINE OF MAIN. NOTE: 1. ALL MATERIAL SHALL BE ASTM 03034 SDR26 W1 GASKETS 2. ALL SERVICE CONNECTIONS & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 3. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE CONTRACTOR AT THE ROW FOR SEWER LINE CITY OF BRYAN SEWER SERVICE LINE CROSSING TO BE LOWERED TO FINAL R-O-W OR EDGE GRADE AT TIME OF OF EASEMENT PLUMBER'S TIE-IN R-O-W OR EDGE OF EASEMENT ° TO BE LOWERED ww TO FINAL GRADE - `f co AT TIME OF i VARIES z PLUMBER'S TIE-IN HC VARIES z ' I BENDS TO BRING I m STACK VERTICAL �u (TYPICAL 45° BEND) O 1 z PVC (SEE NOTE 2 (MIN.1% SLOPE) `� TEE WYE SERVICE FITTING (SEWER WYE AND 118 BEND; ROTATE AS NEEDED) EACH SERVICE. CLEANOUT SHALL DEEP CONNECTION PROFILE INCLUDE A BRASS PLUG TEE WYE SERVICE FITTING (SEWER TEE) w e!vf p (MIN.1% SLOPE) z BENDS TO BRING w STACK VERTICAL to (TYPICAL 45° BEND) STANDARD CONAIECTIONPROFILE 4. CLEANOUTS SHALL BE EXTENDED 4 CITY OF BRYAN FEET ABOVE NATURAL GROUND. CLEANOUT CAP FITTING SHALL BE PLACED ON TOP. SANITARY SEWER SERVICE CONNECTION S6-00 S6-01 GENERAL NOTES: GRASS IS PRESENT BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED OR SODDEb WITHIN 14 CALENDAR DAYS OF LAST DISTURBANCE. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF SILT AFTER EVERY RAIN. ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. 6" CLEAN OUT DIP OR PVC METER BOX OR CLEAN -OUT BOi S1.01) OR EX COMPACTED N O N co N O 4' 2' 2' NEAREST BELL MAX-.6'8" TYP. 2' 6'8"TYP. e-- REA JOINT P. 1" M EAS EA. END) CLR. > i AREAS) (OND IRAL `- o :NT 21N IL MUM DRY 8" TYP 1" MIN. CLR. uj )8 STEEL CASING Z NET OF CARRIER PIPE CASING SPACER O o O S1-01) - 1-PC. PULL -ON WATER ADJUSTABLE TOP RUNNERS N co TIGHT NEOPRENE END TO MAINTAIN 1" MAX CLR. > cn SEAL W/ STAINLESS w STEEL CLAMPS "APS" OR "PSI" MAX NOTE: BAND CLAMP STEEL CASING SPACERS -RUNNER MIN. AT SPRINGLINE (NC(ASI(NG STEEL 304)AINLESS STLRTYP 304; 8A W DEI ANS AINLESS PROVIDE 4 (TYPE POLYMER RUNNERS; CENTERED RUNNERS AT NEOPRENE INSULATION SLEEVE j OR NON -CENTERED; CLEAR BELL, BOTTOM oa BETWEEN PIPE AND BAND B/C ,E�C�� 5' INSULATED- A SNINC., MOD $S18" MIN POLYMER RUNNER (TYP) OR "CASCAbE" 0 1 � CASING DETAIL 55-03 �� PAVEMENT AREAS 4�! SIC ! SIDEWALK . STRUCTURAL BACKFILL AREA MICUT SIDEWALK MAY BE OPEN CUT OR BORED AS DIRECTED BY THE ENGINEER SAS REQUIRED CARRIER PIPE NOTE: 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION. 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. APPROVED BY PREFERRED WET EORRING ALLOWED ONLY WHEN S5-0U TYPICAL URBAN CITY STREET CROSSING S'" a OPEN C LI UT MIT (TUNNELING) 0 LI WIDTHO PAVEMENT 3'-0"MIN. NOTES: ��- 1. FURNISH AS SHOWN ON PLANS MACHINE BORING AND/OR AT EACH MANr, 5LE WHERE SEWER LINE CROSSE• WEN FIELDS (TUNNELING) BED -�� 2. SIGNS TO BE CONSTRUCTED FROM SHOULDER SHOULDER ARN I N 20 GA. STEEL BAKED ON ENAMEL VARIES VARIES FINISH. FURNISH ONE SIGN AND 10" UNDERGROUND SEWER ONE POST FOR EACH OPEN FIELD CONTACT THE Cm AND AT OTHER LOCATIONS AS 5'-0" WIDTH OF PAVEMENT A _n" BEFORE EXCAVATING SHOWN ON THE PLANS. FURNISH FOR EARTH, SEE SAME NUMBER OF REPLACEMENT BEDDING AND SIGNS AS FOR EACH INSTALLED TRENCH DETAIL YELLOW " (OMITTING MANHOLE NUMBER BACKGROUND 4 N MANHOLE SIGN) MANHO E (NOTA SEPARATE PAY ITEM) CEMENT STABILIZED �`�C` 7" NO. SAND AS SHOWN �\� 2" BLACK PRESSURE FOR CUSHION " - TO BE ADDED AFTER 1e BASIC SIGN HAS BEEN NOT LESS THAN 3" PAINTED WHITE BACKGROUND STANDARD CLEAN OUT FOR MAIN LINE SEWER WARNING AND MANHOLE 45°BEND S5-01 IDENTIFICATION SIGN S5-02 NOTE: 1. WHERE DOUBLE WYE SERVICE ELEVATION IS LESS THAN 2'-7" BELOW PROPOSED BACK OFCURB, MIN. SLAB ELEV. MUST BE SET TO ALLOW SANITARY SEWER SERVICE. 2. MARK EACH SERVICE END WITH METAL "T" POST PAINTED GREEN. 3. ALL MATERIAL SHALL BE ASTM D3034 SDR26 W/ GASKETS 4. ALL SERVICE CONNECTIONS & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 5. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE. 6. LOT CORNERS SHALL BE MARKED WITH A LATH UNDER THE SUPERVISION OF A RPLS UPON COMPLETION OF CONSTRUCTION 7. WHEN SERVICE CONNECTION IS DEEP, CONTRACTOR MUST PLACE A VERTICAL STACK THAT SHALL BE BROUGHT WITHIN 3-1/2 FEET BELOW NATURAL GROUND. 'TA"PPIJIN�GAORLE&�s BOTTOM LIP OF CONNECTING PIPE SHALL NOT DIP BELOW CENTERLINE OF MAIN. NOTE: 1. WHERE DOUBLE WYE SERVICE ELEVATION IS LESS THAN 2'-7" BELOW PROPOSED BACK OFCURB, MIN. SLAB ELEV. MUST BE SET TO ALLOW SANITARY SEWER SERVICE. 2. MARK EACH SERVICE END WITH METAL'T" POST PAINTED GREEN. 3. ALL MATERIAL SHALL BE ASTM D3034 SDR26 W/ GASKETS 4. ALL SERVICE CONNECTIONS & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. 5. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE. 6. WHEN SERVICE CONNECTION IS DEEP, CONTRACTOR MUST PLACE A VERTICAL STACK THAT SHALL BE BROUGHT WITHIN 3-1/2 FEET BELOW NATURAL GROUND. CONC. CURB & GUTTER O SIDEWALK 3.5' MAX. I (SEE NOTE 1.) IMIN. 4' &bN 1 2' DESIRABLE ' 2' PVC (SEE NOTE 4) STD. 45° PVC BEND LASTM D3034 SDR26 PIPE - STD. PVC COUPLING W/GASKETS 1.0% MIN. (PIPE IS NOT OIZO O BE PLACED PROFILE 4" PVC EXTENSION W/PVC CAP (SEE NOTE 3) PVC WYE WITH PVC CAP7 (SEE NOTE 3) SEE NOTE 5 PLAN 2.0' 3'-0" BELOW DITCH FLOW LINE. NOTE: STEEL CASING CARRIER PIPE 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER LINE CONSTRUCTION. 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. 3. DRY BORING IS REQUIRED. TYPICAL RURAL STREET CROSSING APIAL) 3.5' MAX: (SEE NOTE 7)SEE NOTE 1 PVC (SEE NOTE TEE WYE SERVICE FITTING (SEWER WYE AND 118° BEND) SEWER LINE 4" PVC EXTENSION W/PVC CAP (SEE NOTE 3) PVC WYE WITH PVC CAP (SEE NOTE 3) CITY OF COLLEGE STATION SEWER SERVICE LINE CROSSING SEE NOTE 5- (TYPICAL) PLAN S7-UU R-O-W OR EDGE OF EASEMENT I R-O-W OR EDGE OF EASEMENT VARIES 3.5' MAX. t z (SEE NOTE 1 AND NOTE 3.5' MAX. (SEE NOTE 1.) Z I PVC (SEE NOTE 3) (MIN.1%SLOPE) 1 STD. 45° BEND 8 ISTACK IGHTRIES 2 0 PVC (SEE NOTE 3) W N - (MIN I SLOPE) STD. 450 BEND TEE WYE SERVICE TEE WYE SE FITTING (SEWER TEE) FITTING ( se WYEAN 1/1 Lo O z w w rn STANDARD COjVNECI Y0jV PROFILE DEEP CONNLCIIOIV PROFILE CITY OF COLLEGE STATION SANITARY SEWER SERVICE CONNECTION S7-01 o Con H� ¢w w x � w � w o Q z � c� c„ CITY OF BRYAN The Good Lifc, Tex rs .Vale:' DRAIN BY: C.L.M. DATE: 08-01-12 SCALE: N T S APPROVED: W. P. K. FIGURE: 02 SHEET 2 OF 2 NORMAL TRAVERSE SLOPE O.D. + 1'-0" MIN.5'-0" 6" TYP. 3" AFEXTENSION —� 6" TYP. _� _ A 000000 I 10._0.. i 1 ❑❑❑❑000O3 - 00000 `� -13' RADIUS ,_ ❑❑❑❑❑�- DEPRESSED GUTTER SLOPE •.• _ _ _ _ _ _ _ _ / /� , - - 3' RADIO i 2'-0" — 16" I I -�Ig•- / / / / , NORMAL FACE OF OUR 2%0" / // ! / MIN. 2'-6" 28-DAY CONCRETE SQUARE STRENGTH = 3000 psi THROAT DETAIL WARP PAVEMENT SURFACE TO THROAT OF INLET SEE 04-01 SEE 01-05 PLAN PLAN M,1V CURB LINE WHEN 28-DAY CONCRETE STRENGTH = 3000 psi CONCRETE RECESSED INLET BARS 6" O.C.E.W. GUTTER P SLAB BARS, 6" O.C.E. . A STD. CAST IRON MANHOLE COVER #4 BARS 12" O.C.E.W. 7_f-6" TOP OF CURB TOP SLAB AND FRAME .`.� 11 SIDEWALLS TOP SLAB 6"� 3•_6" { li 1 %3" 1. 5 �2„ NORMAL GUTTER LINE - O.D. I - +6"MIN. #4 BARS 12" O.C.E.W. f !� 1 �! �'.� DEPRESSED GUTTER LINE I I .;;_. SIDEWALLS & BOTTOM EXTENSION 6 1 7r� SLAB8"BOTTOM_ 8„TYP IE6"SIDEWALLS INVERT SHAPING CONCRETE FILL A #4 BARS 12" O.C.E.W. SLABBOTTOM #4 BARS 8" O.C.E.W. SLAB SIDEWALLS & BOTTOM SB SECTION A A (SEE NOTES 1 & 2) SECTIONAA SECTION B-B ELEVATION SEE NOTES 1 & 2) SINGLE GRATE INLET SINGLE RECESSED CURB INLET & CURB INLET W/EXTENSION D1171 D 1 -0 1 GRATE SHALL BE BICYCLE PROOF. /� A 3116" 7116" 314" I I -�j(�- 28-DAY CONCRETE STRENGTH = 3000 psi p PEDESTRIAN GRATES SHALL BE INSTALLED - - - - - - - - `Q� G�`O IN SIDEWALK AREA. _ _ _ _ _ i 1:21" I !�---21 o� A HODDDDDDDDDODODD A „ _ _ _ _ _ � _ - - - - V>I�:LVA, 4 A --A MAIN HEREIN 4 GONAL pO28-DAY CONCRETE -- --STRENGTH =3000psi (2) 314" DIA HOLES ! .� Ej O FOR RE I LINE IL j '- -ROD oo- D.O. + 6" STD. CAST IRON MANHOLE COVER PL.-LV - - - - (2) 3/4" SQUARE AND FRAME A CROSSIAMOV PLAN 6" TOP SLAB PL 4N MINIMUM DISTANCE BETWEEN TWO PIPES 112" FLAT FACED GOTHIC O.D. + 6" MIN. 18" TO 36" -12" APART w/APPROPRIATE CITY TITLE A cmroF sRrnN A Dour A PO DRAINS �� #4 BARS, SIDE WALLS 6" TOP SLAB •I #4 BARS 6" O.C.E.W. �" OR LARGER -18"APART #4 BARS, 12" O.C.E.W. SIDE WALLS TOP SLAB I RIVERS " " O.D.+6"MIN. LARGE MOUTH BASS LOG 1 f ----� 8" BOTTOM WALLS 1 6" TOP MIN+3 " O VARIES O SLAB 3/4" FLAT FACED GOTHIC (2) PLACES 3" MIN. EACH SIDE 6"SIDE L8" BOTTOM WALLS SLAB — — .. — — EE NOTE L#4 BARS -tk. T T T T T T T T O.C.E.W. SF,CTIONA A #4BARS 8"0C.E.W. #4 BARS, 8" O.C.E.W. SLggTTOM TI SIDEWALLS A cmrOFcOLL N owu"TO BOTTOIY�SLAB (SEE NOTES 1 & 2) 6"SIDE WALLS BOTTOM SLAB (SEE NOTES 1 & 2) -,� 6" SIDE WALLS NOBAASURA #4 BARS 8" O.C.E.W. SE, CTION A BOTTOM SLAB 112" FLAT FACED GOTHIC STORM SEWER IN STREETS 28-DAY SEC7'IONAA (SEE NOTES 1 & 2) w/APPROPRIATE CITY TITLE CONCRETE STRENGTH =3000psi DOUBLE BARREL BASS LOGO JUNCTION BOX GRATE INLET PLATE D 1-02 D 1-03 INLET D 1-04. D 1-0.5 ELEV AS SHOWN ON THE PLANS #3 "U" BARS 9„ 1 PER BLOCK —� DISSIPA TOR BL 0 CK L 0 C A TION f� AVAV R 24" SECTIONA A + G APRON SLOPE TO O, MATCH RECEIVING FLOWLINE SLOPE #4 BARS 12" O.C.E.W WALLS, BOTTOM SLAB, & TOE IRW"'M iii ralei ter a c WMA DISSIPA TOR BLOCK 6„ PLAN 28-DAY CONCRETE STRENGTH = 3000 psi MINIMUM DISTANCE BETWEEN TWO PIPES 18" TO 36"- 12" APART 48" OR LARGER -18" APART TYPICAL CONCRETE HEADWALL & END WALL WITH WINGS STRUCTURAL BACKFILL AREA INCLUDES ALL PAVED AREAS (SIDEWALKS, STREETS, ALLEYS, DRIVEWAYS AND PARKING AREAS) AND SHALL EXTEND 9' BEYOND THE CURB 4:� I LINE. STRUCTURALBACKFILL SHALL BE G� B/C P 5' CEMENT STABILIZED (OPTION NO.2 IN W4.02) COMPACTED OR EXCAVATED SOIL TO 980/a MAXIMUM DRY DENSITY AS PER ASTM 0698 �J Q- 1 G WITHIN OPTIMUM TO +4% WET OF OPTIMUM (OPTION NO.1 IN W4-02) �P D3-00 SELECTI ID BARS F BARS E BAR W BARS E 8� N BARS VC BAR W BARS C BARS Di-OX BARS Di-Dx BARS Vi-Vx et r 3� CONFORMS T A BARS Vi-Vx 2:1 SLOPE in T ;�— S BARS S BAR BARS � o — — — N - BARS G 4M� `O BARS G BARS Bi-Bx „I 1 BARS E BARS B BARS S 6" BARS A PROVlOE A 19" FOOTING AS SHOWN FRONT ELEVA TION WHERE REQUIRED TO MAINTAIN 4" MIN. COVER FOR PIPES. CONCRETE FOR FOOTING SHALL BE ADDED TO TOTAL 12" MIN. QUANTITIES SHOWN. SIDE ELELATION 1 28-DAY CONCRETE �6- I ! I I STRENGTH = $000 psi 1 BARS F BARS V I 1 1 BARS C BARS S BAR W BARS E P CONSTRUCTION P �B RS B JOINT BARS AI-Ax ---BARS Oi-Dxto 300 Av�S BARS S BARS Ai-Ax --- - �// BARS G SECTIONA .4 sAR PLAN VIEW � (MINv OLB PIECES) CK DISSIPATOR BLOCKS TO I INSTALLED AS SHOWN IN DETAIL 133.00 GENERAL NOTES: ALL EXPOSED CORNERS SHALL BE CHAMFERED 314". REINFORCING STEEL SHALL BE PLACED WITH THE CENTER OF THE OUTSIDE LAYER OF BARS 2" FROM THE SURFACE OF THE CONCRETE. TOTAL QUANTITIES INCLUDE ONE 20 DIAMETER LAP FOR ALL BARS OVER 6'-0" IN LENGTH. BARS B BARS BI-Bx tiAKA „ BARS DiLOx BARS E BARS F BARS G BARS S E e(@18"t #,3@18"t #4@12 ! #3@12 t #5 #4 #3 #4 CONCRETE HEADWALL FOR 2 PIPES BARS W D3-011 2"MIW COMPACTED CEMENT STABILIZED SAND, 1-1/2 SACK/CY (PUGMILL ONLY). SPADE BY LIFTS INTO PLACE, TO FILL ALL VOIDS AROUND . PIPE. MANUALLY CONSOLIDATE AT �'21011 BY ASTM 0698 (STANDARD) AT A MOISTURE CONTENT WITHIN-t'►OPTIMUM MOISTURE. � OPTIMUM TO +A% OF OPTIMUM UNDER NEW STREET AREAS UN BELL) PE PAVEMENT AREAS AND STREETS TO BE RECONSTRUCTED.I I PIP THE TRENCH BOTTOM SHALL BE -•IIf GRADED SO AS TO PROVIDE ,7 B/C UNIFORM CONTINOUSE SUPPORT FOR THE PIPE BARREL BETWEEN ;. 1 I * PE MUST DESIGN TRENCH DETAIL 8" MIN./12" MAX. BELL HOLES I SIDEWALK . SITE SPECIFIC FOR HDPE PIPE. 5' i 1 PIPE IS NOT TO BE USEHOPD UNDER PUBLIC STREET PAVEMENT CEMENAMINIM MINIMUM STABILIZED SAND AS BEDDING AND TRENCH FOR REINFORCED STRUCTURAL BACKFILL AREA REQUIRED. REQUIRED. CONCRETE PIPE AND BOX CULVERTS D3-02 D3-U3 THICKNESS AS DESIGNATED ON PLANS OR AS DESIGNATED ON PLANS #3 BARS @ 18" O.C.E.W. j NOTE: MATCH IEELEV. MIN. 18"TOE WALL TO BE CONSTRUCTED ��TTTrTTTr^�� AT BEGINNING & ENO OF CONCRETE DITCH CHANNEL & RIP -RAP SECTIONS. 5' S. 5' 2„ 0 �. VARIES — H/3 WHEN H=4' OR MORE i�— — t ► E, EPHOLE DETAIL 28-DAY CONCRETE STRENGTH = 3000 psi CONCRETE CHANNEL LINING GENERAL NOTES: 1. BASE THICKNESS AND FOUNDATION SHALL BE AS FOLLOWS: INLET DEPTH (FT.) BASE VEASUREO FROM FLOWLINE THICKNESS 70 FlNALORADE) 0-12--------- 8- 12 AND OVER - - - - - - - - 12" 2. DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. 3. ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. 4. APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS COMPLETE AND THEN REMOVED BY CONTRACTOR. MINIMUM WIDTH DRAINAGE EASEMENT F15' MIN. 5' MIN. 2 � 1 1' MAX. — 1 I'MIN. +11 i MAXIMUM SLOPE n PIC.AL LINED CHANNEL SE, CTIOAT BLOCK SOD OR ENKAMATW/HYDRO-MULCH STANDARD CHANNEL SECTION D2-02 #3 BARS @ 12" O.C. 4 1�•y..i� . `. .i ALSO A7 F UME ENDS) :i: 2'-0" R 4'.0" -' 28-DAY CONCRETE STRENGTH = 3000 psi STANDARD FLUME SECTION EXPANSION JOINTS AT 60' O.C. D 2 -04 1-1/2" G LETTERIN LETTERING STYLE: BOOKMAN OLD STYLE RECESSED FLUSH 6" (TYP.) NOTE: STORM SEWER LIDS TO BE USED FOR PUBLIC STORM SEWER SYSTEMS ONLY. NOT TO BE USED ON PRIVATE STORM SEWER SYSTEMS. 1" LETTERING — (RECESSED FLUSH) (2) PICKI 2„ PLAN VIEW 1-0" THICKNESS AS DESIGNA ON PLANS #3 BARS @ 18" O.C.E.W.-tee\ 1'-6" OR AS DESIGNATED L ON PLANS HEIGHT WEEP HOLE 1/3 HEIGHT 12"X12" GALV. HWD CLOTH 1/4" MESH WITH GRANULAR MATERIAL �i v-�12"X12" GALV. HWD. 18" TO 36" AS CLOTH 1/4" MESH DESIGNATED WITH GRANULAR ON PLANS 6" L MATERIAL NOTE: MIN. 18" TOE WALL TO BE CONSTRUCTED AT BEGINNING & END OF CONCRETE DITCH CHANNEL & RIP -RAP SECTIONS. 2"0 D2-00 5' 5' 5' H/3 WHEN • — —+ — �H=4' OR MORE ��— 28-DAY CONCRETE STRENGTH a 3000 psi WEEPHOLEDETAIL CONCRETE" RIP -RAP D2-01 THICKNESS AS DESIGNATED HANDRAIL ON PLANS #3 BARS @ 18" O.C.E.W. 1'-0" SIDEWALK OR AS DESIGNATED�'- ON PLANS �A Al MATCH ILELEV.� 1 k- HEIGHT 1 %2 �,�'! VARIES MATCH fLELEV. 1�,1 28-DAY CONCRETE STRENGTH = 3000 psi 18" TO 36" AS NOTE: DESIGNATED 18" TOE WALL TO BE CONSTRUCTED ON PLANS LAT BEGINNING & ENO OF CONCRETE 6J DITCH LINING & RIP -RAP SECTIONS. CONCRETE SIDE SLOPE PROTECTION D2-03 NO BOOKMAN OLD STYLE 2-9N RECESSED FLUSH —33-1/4" DIA 32-3/16" DIA -1/4" DIA NEOPRENE GASKET 30"DIA 33-15/16" DIA 40-314" DIA IWAME SFC..'TION J MACHINED SURFACE 32" DIA 3-13116" �— 5/8" -—1-1/2" 1— "-� � 2- 2-7h 6" w 7/8" R 1-3/4" H.RD�q RO.S. OLG COVER SECTION PIC.KBAR DETAIL BOT"I'OM 17F.,W OFCOVER COT, F,R FACE NOTE: STORM SEWER LIDS TO BE USED FOR PUBLIC STORM SEWER SYSTEMS ONLY. NOT TO BE USED ON PRIVATE STORM SEWER SYSTEMS. om.xiv BOTTOM 17F,W OF COVER 9116" r- 4-1/2" STANDARD MANHOLE RING AND COVER 32" DIA. DUCHLE IRON V-14,92--3 D4-UU 25-318" DIA (2) 1- HOLES 24-114" OIA i80 APART 1" LETTERING 22-118" DI (RECESSED FLUSH) 2„ O 5„ 1" LETTERING - ! LETTERING STYLE: 31-718" BOOKMAN OLD STYLE (RECESSED FLUSH) FAJAIE SECTION COI TR FACF, 2.114" MACHINED BEARING SURFACE 24"/4„ 2-1/4""� 2" ill 9/16" r 1-1/4" C01, R ST:CTION PICK HOLE DETAIL STANDARD MANHOLE RING AND COVER 2,1"DIA. DUCTILE IRON V-13-12A '� D4-01 U cn 6"� HEIGHT Z C)VARIES WEEP HOLE 113 HEIGHT > w CITY OF BRYAN lire Good Lilt, T exas .Style. - DRAWN BY: C. L. M. DATE: 08-01-12 SCALE: N T S APPROVED: W. P. K, FIGURE D SHEET 1 OF 1 U. •- L U > a; 000� L o +- CPO L-- C .0 v •- 3O E L CO 4)(V0L C 0 (0 —aUL N0 C :3 •- •- W CI.0 -I- 4-- 0 C4- W xvo0 0 L 000 4- •- 0 c�L0 •+-00E 1 X CC 'vv > JoF- o U L �>1oo L Q) > 0 L D O E 0 W 0 k•- 0 U) L •v C— (D L---- L OYJ0 L 'v 0 C TN U vCCC Nva•- �nomo L 4- +CC0 4- v 0L(00) ..OvEo occn37E W D N L M ou>'O < f- c�~=�0 (D V) + 0 C 0 Q +x O 6 U Q a) •N v U) C U C Q0 Safety P i pe _ Unit Length Varies 24" Max Eq Spa at 24" Max Runners (If required) 0" to 6" 12" - 24" RCP 4" to 8" Safety Pipe Runners (If required) 30 - 42 RCP CL ,zone no PLAN VIEW - 12 THRU 24 v 0 A -I' � 0 W — 0 OF- L Q 0 o� F- 10 Slope as shown elsewhere in the plans. Slope of 6:1 or flatter is required for vehicle safety. O Cement stabilized bedding andbackfill shall be „ in accordance with the Item, Excavation and Backfill for Structures'. Bedding and backfill shall be considered subsidiary to the Item "Safety End Treatment". When concrete riprap is specified around the Safety End Treatment backfill shall be as directed by Engineer, O3 The top 4" of void between Precast End Treatments shall be filled with concrete Riprap and shall be considered subsidiary to Safety End Treatment. 4o Clear distance between pipes shall be adjusted to provide for the minimum distance between safety end treatments. O Optional o Step Slope — Top Face of Riprap r _— — � / & Mitered Face of Safety End Treatment Safety Pipe Runner 4- ( Typ) (I f required) 0 .o I S / OOe as I 1 o C o a) a I 1 F lowl ine o IVY — e e o o e e e o 0 o e o e o e e e o e o o C. o o e o Pipe Wall Thickness (Min) 2, -0" A Min LONGITUDINAL ELEVATION -12" THRU 24" 12", Pipe 0. D. Minimum , 12" (Typ) Wall Thickness (some as Pipe Dia) 12 n • . o' .. • N SECTION A —A O 6" Min MULTIPLE PIPE INSTALLATION MINIMUM MIN O.D. MIN REINF MINIMUM PIPE RUNNERS REQUIRED PIPE PIPE WALL MINIMUM AT REQUIREMENTS MAXIMUM LENGTH REQUIRED RUNNER SIZES I.D. THICKNESS O.D. TAPERED SLOPE OF END (END in/ft UNIT SINGLE MULTIPLE NOMINAL O.D. I. D. of pipe) PIPE PIPE DIAo 12" 2" 16" 16" 0.07 CIRC. 6: 1 4` -0ll No Yes, for>2 pipes 3" STD 3. 500" 3.068" 1511 2 11411 19 �/2 " 1911 9" 0.07 CIRC. 6: 1 5' -8" No Yes, for >2 3" STD 3. 500" 3.06811 pipes „ 18 , 2 /2 23 � �� 21 /2 0. 07 CIRC. 6: 1 7 -3 No Yes for >2 p i 3" STD 3. 500" 3. 068 " pes 24" 3" 30" 27" 0.07 CIRC. 6: 1 10' -6" No Yes, for >2 3" STD 3. 500" 3. 068" pipes 30" 3 1/2 " 37" 3111 0. 1 8 CIRC. 6: 1 12 1 -1 If No Yes A" STD 4. 500" 4. 026" 36" 4' 44" 36" 0.19 EL IP. 6: 1 1 5' -4" Yes Yes �� 4 STD �� 4.500 4.026 4211 4 1/2 " 1 51 " 1 41 �/2 " 1 0. 23 E L I P. ape pia Safety Pipe Runner %4 " Galvanized Steel Bolts with Washers and Inserts . O O O O 0 0 0 o CJ C 0 O o > •_ a 0 %4" Threaded o Insert a INSTALLATION DETAIL FOR SAFETY PIPE RUNNERS ( I f required) P_=e pia, Safety Pipe _ withWashers Galvanized Steel Bolts as e s and Inserts Runner Top Line of ' Safety Pipe Runner O ' O U e o 0 p p •4 %4" Threaded Flowline a •0 Insert 1 p O M 0 4 Pipe Wall Thickness (Min) OPTION A 1—If D i a Safety Pipe Runner D %4 " Threaded Insert ° OPTION B �L %4" Galvanized Steel Bolts with Washers and Inserts Top Line of Safety Pipe Runner - _ X w 0 FIowIine Pipe Wall Thickness (Min) END DETAILS FOR INSTALLATION OF SAFETY PIPE RUNNERS (If required) 6: 1 I 1 8' - 7 " Yes I Yes 4" STD 1 4.500" 1 4.026" GENERAL NOTES: Precast safety end treatment for reinforced concrete pipe may be used for TYPE II end treatment as specified in Item "Safety End Treatment". When Precast Safety End Treatment is used as a Contractor's alternate to mitered RCP, Riprap will not be required unless noted otherwise on the plans. Synthetic fibers listed on the "Fibers for Concrete" Material Producer List (MPL) may be used in lieu of steel reinforcing in riprap concrete unless noted otherwise. All precast concrete end sections shall be manufactured in accordance with Item "Reinforced Concrete Pipe Culverts" and in accordance with ASTM Specification C-76, Class III, Wall B for circular pipe. Precast concrete end sections shall be provided with a spigot or bell end for compatibility to upstream or downstream end conditions with sufficient annular space to allow for mortar, cold applied asphalt joint compound or pre -formed plastic gasket material. Methods of lifting shall be provided by the manufacturer for ease of loading, unloading and installation. Pipe Runnt:'s are designed for a traversing load of 10,000 Lbs at yield as recommended by Research Report 280-2F, "Safety Treatment of Roadside Parallel -Drainage Structures", Texas Transportation Institute, March 1981. Pipe Runners shall conform to the requirements of ASTM A53 (Type E or S, Grade B), ASTM A500 (Grade B), or API 5LX52. All steel components except reinforcing, shall be galvanized after fabrication. Galvanizing damaged during transport or construction shall be repaired in accordance with the specifications. Texos Deportment of Tronsportotlon ,4f Bridge Division PRECAST SAFETY END TREATMENT TYPE II -,**PARALLEL DRAINAGE PSET-RP FILE: psetrpse. dgn DN: RLW I CK: KLR I DW: JTR CK: GAF © TOOT Februory 2010 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS 11-10: Add note for COUNTY CONTROL SECT JOB HIGHWAY synthetic fibers.