Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
SP2006-500014
,-6" RAISED / CURB CONCRETE DETECTABLE WARNING AREA -- - - - - -, �` DETECTABLE - I WARNING AREA I C14 I TAPER CURB - - - - - - 6" RAISED i w/ RAMP Q I Ibi CURB I o v ( o 6'-0" RAMP v (12:1 ) z Q CO I 2.00X _ o 0 i CONCRETE -(—� ( I o v) DRIVEWAY ------- 18" IN 12" 12" SIDEWALK WIDTH - 12 OR 3'-0" RAMP (MIN) N.T.S. 5-0" PEDESTRIAN CROSSWALK & AISLE 1i"R (TYP) 3C RESERVED SIGN NOTES: 1. SIGN SHALL BE TYPE R7-8 AS IDENTIFIED 1 IN THE TEXAS MANUAL ON UNIFORM TRAFFIC, CONTROL DEVICES. 3C 2. SIGN COLORS SHALL BE AS FOLLOWS: 1 TEXT — GREEN LEGEND & BORDER — GREEN BACKGROUND - WHITE SYMBOL - WHITE ON BLUE BACKGROUND 6" SQ PENALTY SIGN NOTES: 3. SIGN SHALL BE TYPE R7-8A AS IDENTIFIED IN THE TEXAS MANUAL ON UNIFORM TRAFFIC; 14" CONTROL DEVICES. 4. SIGN COLORS SHALL BE AS FOLLOWS: TEXT - GREEN LEGEND & BORDER - GREEN BACKGROUND - WHITE c TAPER CURB w/ RAMP N N.T.S. DETECTABLE WARNING AREA H/C RAMP NOTES: r- CLEAR ZONE I I 6" RAISED PLAN LAYOUT CURB PRIME & PAINT RACK BLACK IN COLOR MOUNT TO CONCRETE SURFACE w/4—GALVANIZED J—BOLTS 1. ALL H/C RAMPS SHALL MEET ADA & ANSI STANDARDS. 2. MAXIMUM CROSS -SLOPE OF 2.00% IN ALL DIRECTIONS. 3. ALL RAMPS SHALL HAVE A DETECTABLE WARNING CONSISTING OF RAISED TRUNCATED DOMES WITH A NOMINAL DIAMETER OF 0.9", A NOMINAL HEIGHT OF 0.2" AND A CENTER -TO -CENTER SPACING OF NOMINAL 2.35" AND SHALL CONTRAST VISUALLY WITH ADJOINING SURFACES, EITHER LIGHT -ON -DARK, OR DARK -ON -LIGHT. 4. APPLY LIGHT BROOM FINISH TO ALL NEW CONCRETE. 5. RAMPS SHALL BE ACCENTED WITH COLOR AS SPECIFIED BY THE ARCHITECT. HANDICAP PARKING ROW N.T.S. /- 1 j" R (TYP ) C� k IL BICYCLE RACK N,T.S. 1,a,> 2C RESERVED SIGN NOTES: 1. SIGN SHALL BE TYPE R7-8 AS IDENTIFIED 1" IN THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 2C 2. SIGN COLORS SHALL BE AS FOLLOWS: 1" TEXT - GREEN LEGEND & BORDER - GREEN BACKGROUND - WHITE SYMBOL - WHITE ON BLUE BACKGROUND 6" SQ 4" 1.5C 1.5C AISLE 1.9"0 STEEL TUBING 6%3" STEEL PLATE WELDED TO RACK 6%6"xi" STEEL PLATE WELDED TO SUPPORT GALVANIZED J-BOLT CONNECTION DETAIL CONCRETE w/ DOMED FINISH 3" O.D. STEEL PIPE (SCH-40) PRIMED AND PAINTED (COLOR AS SPECIFIED BY THE OWNER) rn ro FINISHED CONCRETE PAVEMENT (CLASS B) 12"0 FIXED PIPE BOLLARD N.T.S. HANDICAP PARKING SYMBOL N.T.S. CONCRETE N CURB RESERVED PARKING SIGN SIGN NO. R7-8 w/VAN SIGNAGE WHERE APPLICABLE PENALTY PARKING SIGN (AS SPECIFIED) 21"0 GALVANIZED PIPE © 2 LBS./FT.. FINISH GRADE CLASS "B"-, CONCRETE FOOTING 24'-0" 8' O.C. MAXIMUM 4"x4"xj" STRUCTURAL STEEL TUBING SEE CONNECTION DETAIL 1"x1"x" STRUCTURAL STEEL TUBING TYPICAL HANDRAIL DETAIL N.T.S. H/C PARKING SIGN NOTES: 1. ALL SIGN HARDWARE SHALL BE GALVANIZED. 2. MOUNTING HEIGHT SHALL BE A MINIMUM OF 60" ABOVE THE GROUND, FLOOR OR PAVING o SURFACE AS MEASURED TO THE z LOWEST CHARACTER OF THE LOWEST Iw SIGN. rn 0 HANDICAP SIGN MIOUNTING N.T.S. PRIME & PAINT HANDRAIL BLACK IN COLOR 4"x4"xj" STRUCTURAL STEEL TUBING 4%2"xi" STRUCTURAL STEEL TUBING NO PARKING FIRE LANE TOW —AWAY —ZONE NO PARKING FIRE LANE .8" RED STRIPE PAINTED ON DRIVE SURFACE WITH 4" WHITE LETTERS STALING "NO PARKING FIRE LANE TOW -AWAY -ZONE" 3Nt+'1 3211d JNIx2JVd ON 3NOZ—AbMV—MOT 3NV"1 3211d ONfN21Vd ON JLMM47 i FIRE LANE MARKING 12" , 1 3 /8" 2" B SERIES 1 1 /8" 2" 2" C SERIES DESIGNATED 00 1 1 /2" PARKING 2" C SERIES EWE-D FOf 1 1/2tj p I I A TE ONLY 2„ C SERIES r / �� 2 1 /2" .ulv � � Z�0 �4 CULLLUL L �;i i 1U � SIGN LoPWINT SEWI A SIGN MUST BE MOUNTED IN A CONSPICUOUS LOCATION AT EACH ENTRANCE TO THE PROPERTY FIRE LANE DETAILS N.T.S. RABON � METCALF A ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineerCverizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 6/22/06 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. OF TE l AjI s +o �* / ABO A. M F .. ... 00 ills �F<��E t XX, CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 355-1082 FILENAME: 0268D1 A SCALE: N.T.S. SUBMITTED DATE: JAN. 23, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A,M, FIELD BOOK: 5 PAGES: 51-7' RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 - 0268 REVISIONS /1\16,/8/06-REVISED H/C PARKING DETAIL C3.1 SHEET 1 Z OF 14 NOTE: —LIMIT CHANGES IN BASE ELEVATION TO 6" PER STEP TO AVOID DIFFERENTIAL SETTLEMENT —STEP OFTEN ENOUGH TO MAINTAIN MINIMUM REQUIRED EMBEDMENT FINISHED GRADE RANDOMLY STAGGER LINE VERTICAL JOINTS 'd • e •' . tom. v _5 17 GRANULAR LEVELING ��� �/ �;/�• ,/ //�� - - - - - - / e - / i - PAD 6 THICK TH I / / BURY ONE ADDITIONAL FULL UNIT MIN. UNDISTURBED SOIL STEPPING BASE DETAIL CURB NOTE: EXPANSION JOINTS TO BE PLACED AT 60' INTERVALS AND AT ALL RADIUS POINTS, P,C.'s, P.T.'s. CONSTRUCTION JOINTS SHALL BE PLACED AT 20' INTERVALS. " R 6" #4 BAR CONTINUOUS (HQRZ)" R #4 BAR VERTICAL 3"R C4 ' e•' 3„ 3» PAVEMENT LEAVE ROUGH REINFORCEMENT FINISH • _ #4 BARS TYPE II TYPE IA — MONOLITHIC CONCRETE CURB N.T.S. VARRES PLAN VIEW #3 BARS @ 18" 0. C.E. W. SIDEWALK NOTES: 24" 0 z o� W� d N + SIDESLOPE TO MATCH THAT OF FILL OR CUT GRADE TO DRAIN, 12" (MIN) AS\REQUIRED CROSS—SECTION VIEW CONCRETE HEADWALL N.T.S. 1. CROSS —SLOPE OF SIDEWALK SHALL NOT EXCEED 2.00%. 2. EXPANSION JOINTS SHALL BE PLACED AT A MAXIMUM OF 30' SPACING AN AT ALL OTHER LOCATIONS WHERE SIDEWALK ADJOINS TO OTHER CONCRETE STRUCTURES. 3. CONTRACTION JOINTS SHALL BE PLACED AT A 5' MAXIMUM SPACING. SPACING SHALL BE UNIFORM. 4. AS FAR AS PRACTICAL SIDEWALK JOINTS SHALL ALIGN WITH ADJACENT JOINTS IN CURBING. " EXPANSION JOINT MATERIAL & SEALANT (MIN DEPTH OF 1" DEPTH (MIN) EXPANSION JOINT CONTRACTION JOINT WIDTH VARIES CAP UNIT ADHERES TO TOP UNIT w/VERSA—LOK CONCRETE ADHESIVE VERSA—LOK STANDARD MODULAR CONCRETE UNITS GRANULAR LEVELING PAD MIN. 6" THICK PIN HOLES AND SLOTS FOR 3/4" SETBACK WALL CONSTRUCTION 14" of \ al • RAIGNT SPLIT FACE PIN HOLES FOR VERTICAL WALLS SPLITTING GROVE FOR HALF UNIT <:SPLITTING GROOVES FOR FREESTANDING WALLS SPINNING SLOT FOR FREESTANDING WALLS PINHOLE 3/4" SETBACK - VERSA —TUFF PIN 2 PER UNIT II 12, II RECEIVING SLOT �•o -I VERSA-LOK STANDARD UNIT/PINNING IMPERVIOUS FILL 12" DEEP DRAINAGE AGGREGATE 12" THICK MIN. 4" DIA. DRAIN PIPE OUTLET @ END OF WALL OR @ 40' CENTERS MAX. IMPERVIOUS FILL TYPICAL SECTION -UNREINFORCED RETAINING WALL VERSA-LOK RETAINING WALL N.T.S. #4 SMOOTH DOWEL, 18" LONG & SPACED @ 24" O.C. (COATED w/HEAVY GREASE) CONCRETE SIDEWALK, SEE DETAIL THIS SHEET as .. . .- � • a as BUILDING FOUNDATION 3" LONG METAL OR PLASTIC CAP, INSIDE DIAMETER TO BE 1 /16" GREATER THAN DIAMETER OF DOWEL. CAP MUST BE/ LONG ENOUGH TO COVER 2" OF DOWEL AND HAVE STOP SO END OF CAP IS 1" FROM END OF BAR BUILDING CONCRETE SIDEWALK, SEE DETAIL THIS SHEET TOOL JOINT AT ARTIFICIAL EXPANSION JOINT, BACK OF CURB 1 R SEE DETAIL THIS SHEET I PAVEMENT DRIVEWAY D • OR PARKING AREA y i d #4 DOWEL @ 24" O.C. > 2" CLR LIGHT BROOM FINISH #3 BARS @ 12" O.C.E.W. 2" CLR ZO COMPACTED SUBGRADE N CROSS-SECTION TYPICAL CONCRETE SIDEWALK N.T.S. MONOLITHIC CURB CONCRETE SIDEWALK, EXPANSION JOINT SEE DETAIL THIS SHEET w/TOOLED EDGE, SEE DETAIL THIS SHEET 101 EXISTING CONCRETE d. CURB & GUTTER 777 BACKFILL #4 DOWEL @ 24" O.C. EXISTING CURB CONCRETE SIDEWALK ADJACENT TO STRUCTURE N.T.S. 6" RAISED MONOLITHIC CURB (TY 1 A) SAW CUT EXISTING CURB & TIE w/NEW PAVEMENT w/EXPANSION JOINT RING & COVER ELEVATED 3" (MIN) ABOVE GRADE IN NON —PAVEMENT AREAS CONCRETE THROAT RINGS (2 MINIMUM & 4 MAXIMUM) 24"0 STORM SEWER MANHOLE RING & COVER RING & COVER FLUSH w/GRADE IN PAVEMENT AREAS GRATE INLET, T, OR JUNCTION L FOR SPECIFICATIONS RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 - e / \ /\ d ' 0 FILL VOID SPACE BETWEEN SUBSTANTIALLY Y / e FORM RESTRICTOR \/ 4 ADS PIPE AND MANHOLE OPENING COMPLETE TO SIZE SPECIFIED WITH ANON —SHRINK GROUT MATERIAL R 4,000 PSI /�//��j O.D. + 12" ON DRAINAGE PLAN ,� `// 4 O CONCRETE �, y�,y (MINIMUM) �` //222 / e @ 28 DAYS 1x\Ir�� • '/��1� - ADS N-12 STORM 6„ + DRAIN PIPE CONSTRUCTION �!%\! TYP �_`✓ `/%�' 511110 6 ' w � • a " I CONSTRUCTION DRAWINGS a° #4 BARS @ Co >- ISSUED PRIOR TO THIS 12" O.C.E.W. {a `� DATE ARE REPLACED BY d THIS SET & SHOULD NOT (ALL SIDES)BE USED FOR CONSTRUCTION. 6" THICK CEMENT—,-'#4. BARS @ 6" O.C.E.W. �F TE�q tt r ttl STABILIZED BASE (TOP &BOTTOM) ,, * •'' '• 00# * 0 ADS PIPE TO CONCRETE BOX '"' ABON"A." 'TC' „� ,. , 00 STORM SEWER JUNCTION BOX GROUTED MANHOLE CONNECTION /CENS� N.T.S. N.T.S. SS/oNAixx L MAINTAIN 4' WIDE PATH @ 2.00% CROSS —SLOPE (MAXN THROUGH SIDEWALH PROJECTI01' R2� H/C DRIVEWAY RAMP TY 1, SEE DETAIL SHEET C3.1 4' CONCRETE WALK-2' OFF CURB I I — EXISTING CURB &GUTTER TO BE REMOVED AS REQUIRED I L _ _ — REPLACE STREET SURFACING — — — — -- — — — — — AS NEEDED — — — — — — — — — — — — — — — — MATCH PAVEMENT FLUSH w/THICKENED EDGE SAWED CUT CONTROL JOINT, " TO SEALED w/JOINT MATERIAL — SEALING NOT REQUIRED IN „R CURBS -, rx, T=5" — #4 BARS @ 18" O.C.E.W. T=7" — #4 BARS @ 18" O.C.E.W. 6" LIME STABILIZED SUBGRADE (w/6% LIME BY WEIGHT) COMPACTED TO 95% STANDARD PROCTOR DENSITY (ASTM D698) CONTROL JOINTS SHALL BE PLACED AT 15' CENTER TO CENTER. CONTROL JOINT N.T.S. LINCOLN DRIVEWAY ENTRANCE- N. T. S. W ''^^ d° a •. + .d .e F w 24" THICKENED EDGE N.T.S. METAL KEYWAY PLATE N,T.S. SEAL w/EXPANSION JOINT MATERIAL 12"—#4 DOWEL @ #5 SMOOTH DOWEL, 18" LONG 12" O.C. & SPACED @ 12" O.C. R (COATED w/HEAVY GREASE) METAL KEYWAY --��' NON —EXTRUDING 3 LONG PLASTIC CAP —INSIDE FILLER DIAMETER TO BE 1 /16" GREATER THA T=5" — #4 BARS @ 18" O.C,EW. DIAMETER OF DOWEL — CAP MUST BE T=7" — #4 BARS @ 18" O.C.E.W. 6" LIME STABILIZED SUBGRADE LONG ENOUGH TO COVER 2" OF DOWE (w/6% LIME BY WEIGHT) COMPACTED & HAVE STOP SO END OF CAP IS 1" 6" LIME STABILIZED SUBGRADE TO 95% STANDARD PROCTOR FROM END OF BAR w 6% LIME BY WEIGHT) COMPACTED ED DENSITY I TY (ASTM D698) TO 95% STANDARD PROCTOR DENSITY (ASTM D698) EXPANSION JOINT TO BE SPACED AT 60' INTERVALS & PLACED CONSTRUCTION JOINTS SHALL BE PLACED AT DESIGNATED AT ALL RADIUS POINTS, PC's, PT's & OPPOSITE PI's AND ON LOCATIONS AND MAY REPLACE CONTROL JOINTS AS REQUIRED. ALL HORIZONTAL & VERTICAL CURVES. CONSTRUCTION JOINT EXPANSION JOINT N.T.S. N.T.S. EXISTING CURB & GU TTER AREA GRATE TABLE GRATE I.D. MODEL. NO. A (FT) A' (IN) B (FT) B' (IN) P1 A R-1878—A10G 4.0 36 4.0 36 P1 B R-1878— A10G 4.0 36 4.0 36 P1C R-1878—A10G 4.0 36 4.0 36 SIZE, TYPE & DE, SEE DRAINAGE Q� a CLIENT INFORMATION PLAN VIEW NEENAH FOUNDRY M.D. WHEELER, INC. GRATE FLUSH w/GRADE GRATE, AS SPECIFIED 1919RONALD WH WHITNEY OWE IN PAVEMENT AREAS HOUSTON, TX 77006 CONCRETE SLOPE TO GRATE IN OFF: (713) 355-5355 PAVEMENT EXPANSION JOINT NON —PAVEMENT AREAS FAX: (713) 355-1082 FILENAME:0268D1A I SCALE: N.T.S. SUBMITTED DATE: JAN. 23, 2006 a DRAWN BY: R.A.M. \/\/• ►� c0 CHECKED BY: R.A.M. + g I FIELD BOOK: 5 PAGES: 51 -7' #4 DOWEL o z RABON METCALF ENGINEERING @ 12 O.C. ;//\i 6 o z \\ CLIENT N PROJECT N � CL E 0. ROJEC 0 /// • (TYP) w w N #4 BARS @ 197 - 0268 12" O.C.E.W. %! REVISIONS e p L (ALL SIDES) + a.4 ,�s-Y •. ���'i�` 6" THICK CEMENT #4 BARS @ 6" O.C.E.W. STABILIZED BASE (TOP & BOTTOM) iEW FOB ELEVATION VIEW C0kA,P L I A CE MAY 17 zl)JG AREA GRATE INLET rfi �OLLtVt � I � I11,31`� N.T.S. DEVELOPMENT SERVIUNS SHEET 13 OF 14 FINISHED PAVEMENT GRADE IRON E 0 I� 18" SQUARE --I DETAIL "A„ STANDARD CASTING RING & COVER ELEVATED 3" (MIN) ABOVE GRADE IN NON -PAVEMENT AREAS---Iz 30%30" (6" THICK) CONCRETE SLAB_` - MECHANICALLY COMPACTED - _—III— _- EARTH FILL (IN NON- w -III=1 ".�� PAVEMENT AREAS `= : ': " o -I �' = - - - - 6 STOPPER w -1 = X w 6" PVC (SDR 26, D3034 - - - - CLEANOUT STACK �- � - I- °. i►I_I, _ E EE DETAIL A 'z ' " III=1 I I=1 I =-1 FI I F- 2 -� I=111=111= =-lil_Ti. -i i_I�II+III SANITARY SEWER MAIN LINE x 6" MAIN LINE 45' WYE STANDARD CLEAN OU T N.T.S. NOTE: N ALL INSTALLATIONS OF THE SIDESLOPE EROSION CONTROL FABRIC SHALL BE IN ACCORDANCE WITH THE MANUFACTURES' RECOMMENDATIONS. CONTINUOUS 6"x12" ANCHOR TRENCH w/BACKFILL COMPACTED PROPOSED GRADE a w 0 J J u- 6"x1"x6" "U" STAPLE (11 GA) AT 12" (MAX) SPACING 24" ANCHOR TRENCH 1 -- 1211------- 30„ w . o r N � N STABLE LOCATION STAGGER ROWS L---- — T�f— — — SPLICE N LOCATION • STABLE GUIDE PROVIDE 4" (MIN) F-OVERLAP AT ALL SPLICES 4 SEED EMBANKMENT PRIOR \\ 1 TO INSTALLATION OF SOIL /\\ BLANKET - PYRAMAT (HP-TRM) SOIL RETENTION BLANKET \X/�i\\i\ EXISTING GROUND = v) f- w 0Lj< 0� SIDESLOPE EROSION CONTROL— N. T. S. CURB NOTCH N.T.S. ROCK FILTER DAM (TYPE 1) SEE TxDOT STANDARD DETAIL SHEET EC(2)-93 WOODEN POST WIRE MESH FENCE (ATTACHED TO POST) FILTER FABRIC (ATTACHED TO FILTER FENCE) DETAIL "A" TIE SILT FENCE TOGETHER AT JOINTS WITH NYLON CORD COMPACTED FILL ROUND 3' LONG WOODEN 24" HIGH SILT FENCE, AS POST � 10' SPACING MANUFACTURED BY SILT O.C. (MAX) STOP OR EQUIVALENT EXISTING GROUND COMPACTED FILL SEE DETAIL "A" j �j WIRE & SILT FENCE i� BURIED 6" BELOW GRADE (DOWNSTREAM) j �\%j (UPSTREAM) SIDE VIEW SILT FENCING N.T.S. CURB INLET 1�t NOTE: USE ADEKA SEALANT, OR APPROVED EQUAL, BETWEEN RING/COVER, ADJUSTMENT RINGS & CHIMNEY OR CORBEL/CONE SECTION. FLUSH w/PROPOSED PAVEMENT [STANDARD CAST IRON MANHOLE COVER & FRAME (32"0 OPENING) MATCH EXISTING \�//� MAXIOF 2MUM OF THROAT4MINIMUM RINGS DIAMETER PRECAST REINFORCED CONCRETE MANHOLE co CONE (ASTM C - 478 ) < ` _ _ (ECCENTRIC CONE /VA \ OVA/\ > WHERE SPECIFIED) / \ °\.\\ BACKFILL AROUND MANHOLE \ //@ 98% STANDARD PROCTOR REMOVE &DISCARD %/ //\\% DENSITY (D-698) /\\ EXISTING CONE, RING, RUBBER GASKET JOINTS � //\� COVER & FRAME TYPE MAY w/MORTAR SEALANT VARY INSIDE AT ALL JOINTS EXISTING MANHOLE SECTION MANHOLE EXTENSION N.T.S. HAY BALE EXISTING GROUND (DOWNSTREAM) 1 SECTION 2-#3 BARS, STEEL PICKETS OR 2"x2" STAKES DRIVEN 18" (MIN) INTO EXISTING GROUND COMPACTED FILL FLOW (UPSTREAM) TRENCH SHORING — MINIMUM REQUIREMENTS SIZE & SPACING OF MEMBERS DEPTH KIND OR CONDITION UPRIGHTS STRINGERS CROSS BRACES,l WIDTH OF TRENCH MAXIMUM SPACING OF TRENCH (ft) OF EARTH MINIMUM MAXIMUM MINIMUM MAXIMUM UP TO 3 3 TO 6 6 TO 9 9 TO 12 12 TO 15 VERTICAL HORIZONTAL DIMENSION SPACING DIMENSION SPACING FEET FEET FEET FEET FEET (ft) (ft) (in) (ft) (in) (ft) (in) (in) (in) (in) (in) 3 x 4 5TO10 HARD, COMPACT OR 6 2 x 6 4 x 4 4 x 6 6 x 6 6 x 8 4 6 2 x 6 3 x 4 LIKELY TO CRACK OR 3 4 x 6 4 2 x 6 4 x 4 4x6 6 x 6 6 x 8 4 6 2 x 6 SOFT, SANDY, OR FILLED 3 x 4 OR CLOSE SHEETING 4 x 6 4 4 x 4 4 x 6 6 x 6 6 x 8 8 x 8 4 6 2 x 6 HYDROSTATIC PRESSURE 3 x 4 OR CLOSE SHEETING 6 x 8 4 4 x 4 4 x 6 6 x 6 6 x 8 8 x 8 4 6 2 x 6 3 x 4 10TO15 HARD OR 4 4 x 6 4 4 x 4 4 x 6 6 x 6 6 x 8 8 x 8 4 6 2 x 6 3 x 4 LIKELY TO CRACK OR 2 4 x 6 4 4 x 4 4 x 6 16x6 6 x 8 8 x 8 6 2 x 6 SOFT, SANDY, OR FILLED 3 x 4 OR CLOSE SHEETING 4 x 6 4 4 x 6 6 x 6 16 x 8 8 x 8 8 x 10 4 6 2 x 6 HYDROSTATIC PRESSURE 3 x 6 CLOSE SHEETING 8 x 10 4 4 x 6 6 x 6 6 x 8 8 x 8 8 x 10 4 6 15TO20 ALL KINDS OR CONDITIONS 3 x 6 CLOSE SHEETING 4x12 4 4x12 6 x 8 8 x 8 8x10 10x10 4 6 OVER20 ALL KINDS OR CONDITIONS 3 x 6 CLOSE SHEETING 6 x 8 4 4x12 8x8 8x10 10x10 10x12 4 6 1 TRENCH JACKS MAY BE USED IN LIEU OF, OR IN COMBINATION WITH, CROSS BRACES. SHORING IS NOT REQUIRED IN SOLID ROCK, HARD SHALE, OR HARD SLAG. WHERE POSSIBLE, STEEL SHEET PILING AND BRACING OF EQUAL STRENGTH MAY BE SUBSTITUTED FOR WOOD. 3" TO 5"0 STONE (ASTM D448) GEOTEXTILE FABRIC EXISTING SUBGRADE CROSS-SECTION CONSTRUCTION ENTRANCE N.T.S. HAY BALE FENCE NOTES: 1. BALES SHALL BE PLACED IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENT BALES. FILL THE VOIDS BETWEEN BALES WITH SURPLUS STRAW. PLACE BALES WITH BINDING PARALLEL TO GROUND SURFACE. 2. WHERE POSSIBLE, EACH BALE SHALL BE EMBEDDED IN THE SOIL AT AT MINIMUM OF 4 INCHES. 3. BALES SHALL BE SECURELY ANCHORED IN PLACE BY #3 REBAR STAKES DRIVEN THROUGH THE BALES. THE FIRST STAKE IN EACH BALE SHALL BE ANGLED TOWARDS THE PREVIOUS BALE TO FORCE THE BALES TOGETHER. 4. BALES SHALL BE BOUND BY EITHER WIRE OR NYLON ROPE TIED ACROSS THE HAY BALES. 5. MAINTENANCE SHOULD BE PERFORMED AS NEEDED. DESIGN CRITERIACONSTRUCTION& REQUIREMENTS: WIRE OR NYLON BINDING ANGLE FIRST STAKE TIMING: HAY BALE FENCES SHALL BE INSTALLED PRIOR TO DISTURBANCE OF THE TOWARD ADJACENT BALE CONSTRUCTION AREA. T REMOVAL: HAY BALE FENCES SHALL BE REMOVED ONCE FINAL STABILIZATION OF THE 2-#3 BARS, STEEL DISTURBED AREA IS COMPLETED. PICKETS OR 2"x2" STAKES DRIVEN 18" (MIN) / / PLACEMENT: HAY BALE FENCES SHOULD BE PLACED ON THE CONTOUR TO THE EXTENT INTO EXISTING GROUND PRACTICABLE. HAY BALE FENCES MAY NOT BE PLACED PERPENDICULAR TO THE CONTOUR ON SLOPES OF GREATER THAN 2%. THE ENDS OF THE STRAW BALE FENCE SHOULD BE TURNED UPSLOPE 1 TO 2 FEET IN ELEVATION TO PREVENT FLANKING. BOTTOM OF BALE TO FIRMLY ABUT BALES ENTRENCHING: THE HAY BALE FENCE SHALL BE ENTRENCHED AT LEAST 4 INCHES, THE BE 4" (MIN) BELOW TO MINIMIZE UPSLOPE SIDE OF THE BALE SHALL BE BUILT UP AN ADDITIONAL 4 INCHES. EXISTING GRADE STORMWATER INFILTRATION ABUTTING: HAY BALE FENCES SHALL BE CONSTRUCTED BY TIGHTLY ABUTTING ENDS OF FILL VOIDS, BETWEEN ADJACENT BALES. GAPS BETWEEN BALES SHALL BE FILLED WITH STRAW. BALES w/SURPLUS STRAW POSITIONING: ALL BALES SHALL BE WITHER -WIRE -BOUND OR TIED WITH NYLON OR POLYPROPYLENE ROPE. JUTE OR COTTON BINDING IS NOT ALLOWED. STRAW BALES SHALL BE INSTALLED SO THAT BINDINGS ARE ORIENTED AROUND THE SIDES RATHER THAN ALONG THE TOPS AND BOTTOMS OF THE BALES TO PREVENT DEGRADATION OF THE BINDINGS. ANCHORING DETAIL ANCHORING: EACH HAY BALE SHOULD BE ANCHORED SECURELY BY AT LEAST TWO STAKES OR REBARS DRIVEN BELOW THE TOP OF THE BALE AND AT LEAST 18 INCHES INTO THE GROUND. THE FIRST STAKE SHALL BE DRIVEN TOWARDS THE PREVIOUSLY ANCHORED BALE HAY BALE FENCE TO HELP CREATE A TIGHT FIT. EXPOSED REBARS SHOULD BE CAPPED TO PROTECT AGAINST INJURIES. N.T.S. HAY BALE BARRIER FENCE, SEE DETAIL THIS SHEET AREA INLET GEOTEXTILE BAGS FILLED w/PEA GRAVEL - 6" MINIMUM HEIGHT & LAID END TO END NOTE: DURING CONSTRUCTION, THE CONTRACTOR SHALL PLACE SILT PROTECTION COMPLETELY AROUND CURB INLET OPENING. SET HAY BALE FENCE 6 TO 18 AWAY FROM GRATE AREA INLET CURB INLET AREA INLET INLET SILTATION CONTROL N.T.S. ASTM D2321-89 CLASSES OF EMBEDMENT & BACKFILL MATERIALS GIVEN IN TABLE 1 1 OF ASTM D2323 & SUMMARIZED AS: CLASS IA: ANGULAR, CRUSHED ROCK, NO FINES BEDDING TABLE IDENTIFIER BEDDING INITIAL TYPE TYPE BACKFILL f�D CLASS III CLASS II 0CLASS 18 CLASS 1B 10% (MIN) CEMENT PER CEMENT CUBIC YARD OF SAND STABILIZED OR 2.5 SACKS OF CEMENT PER CUBIC SAND YARD (WHICHEVER IS GREATER) CLASS IB: ANGULAR, CRUSHED ROCK AND SAND, WELL GRADED TO MINIMIZE MIGRATION OF ADJACENT SOILS. LITTLE OR NO FINES. CLASS II: COARSE GRAINED SOILS, CLEAN. NATIVE SOILS FROM THE TRENCH GENERAL DO MEET THIS REQUIREMENT. THE CONTRACTOR MAY USE NATIVE MATERIALS FROM THE TRENCH ONLY AFTER PROVIDING SOILS LABORATORY TEST DEMONSTRATING COMPLIANCE. CLASS ill: COARSE GRAINED SOILS WITH FINES. NATIVE SOILS FROM THE TRENCH GENERALLY DO NOT MEET THIS REQUIREMENT. THE CONTRACTOR MAY USE NATIVE MATERIALS FROM THE TRENCH ONLY AFTER PROVIDING SOILS LABORATORY TEST DEMONSTRATING COMPLIANCE. BANK RUN SAND GENERALLY MEETS THIS REQUIREMENT. CLASS IV A: SELECT MATERIAL FROM THE TRENCH CONSISTING OF FINE-GRAINED SOILS (INORGANIC). INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS. THIS MATERIAL MUST HAVE A LIQUID LIMIT <50 AND A PLASTICITY INDEX >7 AND >"A" LIME. SEE SPECIFICATION ASTM D2321-89 FOR DETAILS. CLASS IV B: SELECT MATERIAL FROM TRENCH CONSISTING OF FINE-GRAINED SOILS (INORGANIC). INORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, FAT CLAYS, INORGANIC SILTS, FINE SANDY OR SILTY SOILS, ELASTIC SILTS. CLASS V: ORGANIC SOILS. MATERIAL FROM THE TRENCH WHICH DOES NOT MEET THE REQUIREMENTS OF THE ABOVE CLASSES. ALL ROCKS, LUMPS, AND CLODS MUST BE REMOVED FROM THIS MATERIAL PRIOR TO PLACEMENT IN THE TRENCH. THIS MATERIAL IS ONLY APPROPRIATE FOR TOPSOIL IN NON-STRUCTUAL AREAS. 1 em o' O 0 LL- z w a < u) O ^ a� In < J w Q = M 0( z w bj 2< < w/yy> T 0 LL < r U� 0 z < / SPECIAL NOTES: 1. CLAYS, SILTS, LOADS, OR NON -HOMOGENEOUS SOILS REQUIRE SHORING AND BRACING. 2. THE PRESENCE OF GROUND WATER REQUIRES SPECIAL TREATMENT. APPROXIMATE ANGLE OF REPOSE FOR SLOPING OF SIDES OF EXCAVATIONS TRENCH SAFETY NOTES: 1. O.S.H.A, STANDARD 29 C.F.R. 1926.650 SHALL BE USED FOR THE DESIGN OF TRENCH SAFETY REQUIREMENTS. SHOULD THERE BE ANY CONFLICT BETWEEN THIS DRAWING AND C.F.R. 1926.650, THE O.S.H.A. STANDARD SHALL PREVAIL. 2. WHEN CONDITIONS ARE SATURATED OR SUBMERGED, USE THIGH SHEETING. THIGH SHEETING REFERS TO THE USE OF SPECIAL TIMBER PLANKS AT LEAST THREE INCHES THICK, STEEL SHEET PILING, OR SIMILAR CONSTRUCTION, THAT WHEN DRIVEN OR PLACEDIN POSITION PROVIDE A TIGHT WALL TO RESIST THE LATERAL PRESSURE OF WATER. CLOSE SHEETING REFE-RS TO THE PLACEMENT OF PLANKS SIDE -BY -SIDE ALLOWING AS LITTLE SPACE AS POSSIBLE BETWEEN THEM. 3. ALL SPACING INDICATED IS MEASURED CENTER TO CENTER. 4. WALLS ARE TO BE INSTALLED WITH THE GREATER DIMENSION HORIZONTAL. 5. IF THE VERTICAL DISTANCE FROM THE CENTER OF THE LOWEST CROSS BRACE TO THE BOTTOM OF THE TRENCH (EXCEEDS TWO AND ONE-HALF FEET, UPRIGHTS SHALL BE FIRMLY EMBEDDED OR A MUD SILL SHALL BE USED. WHERE UPRIGHTS ARE EMBEDDED, THE VERTICAL DISTANCE FROM THE CENTER OF THE LOWEST CROSS BRACE TO THE BOTTOM OF THE TRENCH SHALL NOT EXCEED 36 INCHES. WHEN MUD SILLS ARE USED, THE VERTICAL DISTANCE SHALL NOT EXCEED 42 INCHES. (NOTE: MUD SILLS ARE VALES THAT ARE INSTALLED AT THE TOE OF THE TRENCH SIDE.) 6. TRENCH JACKS MAY BE USED IN LIEU OF OR IN COMBINATION WITH TIMBER CROSS BRACES. 7. IF SHORING IS THE CHOSEN SUPPORT SYSTEM, THE INSTALLATION IS TO START FROM THE TOP OF THE TRENCH OR EXCAVATION AND WORK DOWNWARD. 8. SPOIL MUST BE STORED TWO FEET OR MORE FROM THE EDGE OF THE EXCAVATION, AND BE RETAINED IN AN EFFECTIVE MANNER. 9. WHEN HEAVY LOADS MUST BE LOCATED NEAR AN EXCAVATION, THE WALLS MUST BE BRACED, SHEET PILED OR `.SHORED TO SAFELY SUPPORT THE EXTRA WEIGHT. 10. DIVERSION DIKES AND DITCHES OR OTHER SUITABLE MEANS MUST BE USED TO PREVENT SURFACE WATER FROM ENTERING AN EXCAVATION AND TO PROVIDE ADEQUATE DRAINAGE OF THE AREA ADJACENT TO THE EXCAVATION. WATER IS NOT ALLOWED TO ACCUMULATE IN A TRENCH OR EXCAVATION. 11. AN ADEQUATE MEANS OF EXIT, SUCH AS A LADDER OR STEPS MUST BE PROVIDED AN LOCATED SO AS TO REQUIRE NO MORE THAN 25 FEET OF LATERAL TRAVEL. TRENCH WIDTH EXISTING MAX = PIPE O.D.+24" GRADE6" MIN = 'PIPE O.D. +12" CLASS V: SALVAGE (MIN) ("— -TOPSOIL w < // < > % m < OL i\�j\`� ....' J s� J J Z N — < w r- zU - °° SPRING LINE __ -__-__-___ O.D. OF PIPE z z w EQUALLY m,-� \ \ SPACED MIX BROWN COLORING IN CEMENT STABILIZED -SAND FOR WASTEWATER FORCE MAINS - IV B - COMPACT IN %\//CLASS 8" (MAX) LIFTS TO 90% STANDARD PROCTOR DENSITY @ 0 TO +4% OF OPTIMUM MOISTURE CONTENT INITIAL BACKFILL - COMPACT IN 6" (MAX) LIFTS TO 90% Q STANDARD PROCTOR DENSITY @ 0 TO +4% OF OPTIMUM MOISTURE CONTENT - WORK IN AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT UP TO SPRING LINE BEDDING - COMPACT IN 6" �- (MAX) LIFTS TO 90% STANDARD PROCTOR DENSITY @ 0 TO +4% OF OPTIMUM MOISTURE CONTENT - LEVEL FINAL GRADE BY HAND WHERE THE TRENCH BOTTOM IS UNSTABLE, EXCAVATE TO A DEPTH AS REQUIRED BY THE ENGINEER AND REPLACE w/A FOUNDATION OF CLASS 1B MATERIAL, COMPACT IN 6" (MAX) LIFTS TO 85% STANDARD PROCTOR DENSITY TRENCH BEDDING N.T.S. RABON C M ETCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@veriz0n.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731 -0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 511110 6 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. X%\ OF i tf �... '' ABO. A. .. :. � �00 /OENS J J W 14 NJ LLI CIO ui CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 355-1082 FILENAME: 026BDl A SCALE: N.T.S. SUBMITTED DATE: JAN. 23, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A.M. FIELD BOOK: 5 PAGES: 51 -7 RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 — 0268 REVISIONS C3.3 SHEET 14 of 14 NOTE: VALVE EXTENSION TO BE USED ONLY WHEN TOP OF GATE VALVE IS DEEPER THAN 5 FEET FROM FINISHED GRADE. VALVE BOX PER SPECS. �I -2" SQUARE AWWA NUT EXTENSION. TERMINATE 12" FROM TOP OF BOX. -STD.GATE VALVE W/STAINLESS STEEL BOLTS PVC OR D.I. PIPE L7JBLOCK AS DIRECTED. -MIN. DIMENSION APPROX. EQUAL TO ONE BAG OF SACKRETE GATE VALVE & BOX W1-00 STANDARD FIRE HYDRANT GATE VALVE W/VALVE BOX WATER LINEN� �AS REQUIRED TEE OR TAPPING SLEEVE-\ & VALVE AS REQUIRED Y �{ V MIN. AS REQUIRED I I II ANCHOR 90' BEND �C GATE VALVE w W/VALVE BOX ? J STANDARD FIRE HYDRANT Q FIRE HYDRANT LOCATION + o REALIGN AS NEEDED General Notes (1) Finely divided earth free of rock, lumps and clods exceeding 6" shall be placed by hand, and compacted around the cast iron pipe to a depth of 12'' over the top of the pipe before back fill is begun by any mechanical equipment. (2) All concrete blocking shallbe - 28 day concrete strength = 2000psi. (3) All thrust blocking shall provide a minimum of 2 square feet of bearing area of concrete on undisturbed soil, or as directed by the engineer. (4) Water mains will not be fully pressurized until concrete has reached 7 day strength. (5) All pipe will be laid so as the entire barrel will have full bearing on the fine graded trench bottom. Bell holes shallbe cut for each bell and fire hydrant. (6) All gate valves to be "0'' ring type, with non -rising stems; with M. J. ends including all glands, bolts and gaskets; and to open counter -clockwise (left). (7) All fittings shallbe mechanical joints unless otherwise directed. 1 10 24'' X 24" X 6" 28-DAY CONCRETE STRENGTH = 2000 psi WTIH `4 BAR AROUND ALL VALVE BOX. VIEW A - A VALVE BOX PER SPECS. 2" SQUARE AWWA NUT A A FINISHED GRADE EXTENSION. TERMINATE 12" FROM TOP OF BOX. AS REQ'D VARIES ,i r- ro I 6" STD. r GATE VALVE WITH SS BOLTS NCRETE BLLOCK NG 7 STANDARD FIRE HYDRANT BURY LINE 6" D.I. OR C909 PIPE 6" MJ ANCHOR COUPLING PEA GRAVEL - FILL TO 1 FT. ABOVE WEEP HOLE THRUST BLOCK TEE OR TAPPING -/ , SLEEVE & VALVE MECHANICAL JOINTS BLOCK USING 12"x12"x4 AS REQUIRED PRECAST CONCRETE WITH SET SCREW BLOCK RETAINER GLANDS OR MEGA LUGS 6" X 12'' GRADELQK BLOCK AS DIRECTED W/M.J. SPLIT GLANDS (ROTATE TO FINAL GRADE) OPTIONAL STANDARD FIRE HYDRANT ASSEMBLY W1-01 SPECIAL CONDITIONS NOTES: 1. METER REGISTER SHALL BE NO DEEPER THAN 12 INCHES BELOW FINISHED GRADE. BLACK 1. FURNISH AS SHOWN ON PLANS AND ON ALL VALVE SIGN POSTS. 2. FLOOR OF VAULT WILL BE A MINIMUM OF 6 INCHES FROM BOTTOM OF ANY PIPING APPARATUS OR METER WITHIN THE VAULT. TEXT -�� WARNING 2. SIGNS TO BE CONSTRUCTED FROM 20 GA. STEEL BAKED ON 3. REINFORCED CONCRETE VAULT BASE (FLOOR) SHALL BE CONSTRUCTED USING A 10 'UNDERGROUND ENAMEL FINISH. FURNISH ONE STANDARD FIVE SACK CONCRETE MIX AND REINFORCING COMPRISED OF •3 PIPELINE WARNING AND ONE VALVE SIGN REBAR ON 12 INCH CENTERS WITH A MINIMUM BASE THICKNESS OF 6 INCHES. CONTACT THE CITY AND ONE POST FOR EACH VALVE 4. SET SCREW RETAINER GLANDS SHALL BE INSTALLED AT EACH FITTING ON BEFORE EXCAVATING INSTAL AND AT OTHER LOCATIONS AS SHOWN ON PLANS. MECHANICAL JOINT PIPE. YELLOW FURNISH SAME NUMBER OF 5. VALVES SHALL MEET THE CITY SPECIFICATIONS FOR VALVES. BACKGROUND 14" REPLACEMENT SIGNS AS FOR EAC 6. THERE SHALL BE NO PIPING UNDER THE FLOOR OF THE VAULT. INSTALLED (OMITTING VALVE VALVE NUMBER ON VALVE SIGN BLANK) N 0. (NOT A SEPARATE PAY ITEM) APPROVED 3" OR LARGER COMPOUND METERS VAULTS & MATERIALS 2" BLACK PRESSURE SENSITIVE NUMBERS APPROVED METERS - SENSUS SRH (U.S.GALLONS) TO BE ADDED AFTER APPROVED VAULTS - PARK DMC-BR WHITE 10'' BASIC SIGN HAS BEEN PAINTED. PRE -CAST CONCRETE VAULT WITH BACKGROUND. ADEQUATE ACCESS AND VAULT DIMENSIONS FOR METER SELECTED APPROVED MATERIALS - DUCTILE IRON PIPE WITH MECHANICAL JOINT. SET SCREW RETAINER GLANDS WILL BE USED ON ALL M. J. FITTINGS. ANY DEVIATIONS FROM THE ABOVE SPECIAL CONDITIONS OR APPROVED METERS, i VAULTS OR MATERIALS MUST BE SUBMITTED TO THE DIVISION MANAGER, WATER 4'-0 SERVICES, 72 HOURS PRIOR TO ANTICIPATED DEVIATION. CONCRETE VAULT 4 -� 1 -VALVE AMERICAN FLOW CONTROL TRENCH ADAPTER OR AN APPROVED EQUAL METER WATER MAIN SERVICE CONNECTION VAULT FLOOR (6" LIP) *NOTE AND VALVE COMPACTION WITHIN LIMITS OF ASSEMBLY SHALL BE 95Z STANDARD DENSITY PER METER VAULT ASSEMBLY ASTM D698 W3-00 NOTE I. EMBED COPPER LINE IN TAMPED SAND FROM UNDISTURBED SOIL TO 6" ABOVE AND ON BOTH SIDES OF COPPER PIPE. BRONZE NZE INSECT SCREEN 2 PAYMENT FOR BID ITEM OF "AIR RELEASE VALVE" WHOSE CLAMP SHALL INCLUDE ALL MATERIALS, AS SHOWN IN DETAIL, INCLUDING MAIN LINE TAPPING SADDLE. 1RELEASE VALVE R " AIR 3_ SIZE OF LINES AND VALVES MAY BE MODIFIED BY AR MODEL 50 THE ENGINEER HOT -BOX POLY ROX MODEL PHRI WITH HEAT OR APPROVED EQUAL 1" APCO WAFER 4" X 3' X 3' CONCRETE PAD CHECK SERIES 300 1" IRON PIPE THREAD COMPRESSION FITTING 1" BRASS ELL (TYP.)AND 1" GATE VALVE TYPE "K" COPPER TUBING kv-1" TAPPING SADDLE W/ CORPORATION STOP. AIR RELEASE VALVE & VACUUM CHECK VALVE W`5-02 PIPELINE WARNING SIGN VALVE IDENTIFICATION SIGN 8' BLUE, HEAVY DUTY, WING CHANNEL POST 2' X 4' X 6" [ `CONCRETE SLAB NOT GREATER THAN 45" / 6" DIP W/RETAINING GLAND AT BEND AND PLUG. MAIN LINE M. J. TEE ,R CROSS VALVE BOX AND SHAFT EXTENSION 4'-0" CAST IRON VALVE BOX COVER 2' X 4' X 6" CONCRETE SLAB %ACK FILL-_ lG P� G1. THRUST BLOCK) �-' RESTRAINED JOINT 6" M. J. ELL PLACED ON W/THRUST BLOCK UNDISTURBED SOIL �INST�4,CI,3PCOUPLIN AND REDUCER AS REQUIRED IN -LINE BLOW OFF ASSEMBLY 1V3-01 GALV. ELL GALV. NIPPLE REMOVE AND DISCARD AFTER USE BROOKS UNDERGROUND ENCLOSURE -MODEL 1220 SCH. 40 GALV. PIPE OR APPROVED EQUAL AFTER BLOW OFF INSTALL MALE QUICK EXIST. GRADE CONNECTION & CAP i BRASS BALL VALVE BRASS THREAD PIPE BRASS ELL MJ TAPPED CAP CONCRETE BLOCKING (SEE BLOCKING DETAIL) W ATE R MAIN BRASS NIPPLE J BLOW -OFF RISER W3-03 NOTE:USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG, TEE AND PLUG SCHEDULE ID (in7 THRUST C A VOLUME 4,6,8 5.1 11.5 2.5 0.3 10 12 11.3 1-5 3.5 0.6 (LQ a o I n -TH U T Q n o� THRUST O Q Ud < p mU O QU tap m J m POUR AGAINST POUR AGAINST UNDISTURBED EARTH UNDISTURBED EARTH TEE THRUST BLOCK PLUG THRUST BLOCK THRUST BLOCK NOTES: 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200psi FOR 24'' AND SMALLER INNER DIAMETER PIPE. 2. ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH OR ROCK. 3. CONCRETE FOR BLOCKING SHALL BE 2000 psi. 4. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 5. WATER MAIN WILL NOT BE FILLED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. THRUST BLOCK DETAILS POUR CONCRETE AGAINST CONCRETE SHALL NOT UNDISTURBED EARTH EXTEND BEYOND JOINTS--7 NOTES: 1. NO SPLICES IN COPPER TUBING WILL BE ALLOWED BETWEEN THE SERVICE SADDLE AND THE CURB STOP FOR SINGLE SERVICE OR BETWEEN THE SERVICE SADDLE AND THE WYE FOR DOUBLE SERVICE. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PRESSURE TEST LINES IMMEDIATELY AFTER THE STREET CROSSINGS HAVE BEEN INSTALLED. APPROVED SERVICE SADDLES FOR DUCTILE AND PVC. DR TAPPED TEE � CORP STOP BRASS CURB STOP z WITH PLUG (REF) J 0 lJ - -------- 4' MIN. -------- ---------.-.Y.---- I O VIEW A -A DOUBLE SERVICE CONC.CURB & GUTTER 2' MIN.-N MAX. BALL VALVE - PAD 2' MIN. WITH PLUG (2 FOR DOUBLE SERV.) I 4' MIN. 1:' 1 i 3. MARK EACH SERVICE END WITH METAL "T" POST PAINTED BLUE. 4, MATERIAL USED SHALL BE AS SPECIFIED OR AN APPROVED EQUAL. 5. ALL CONNECTIONS TO BE COMPRESSION TYPE. 6. ALL SERVICE WYES & EXTENSIONS ARE TO BE INSTALLED WITH THE MAIN LINE CONSTRUCTION. TRENCH WIDTH r� %rWATER }`f7,1s1/F YPE K COPPER TUBING (SINGLE SERVICE) 2" TYPE K COPPER TUBING (DOUBLE SERVICE) LINE NOTE 1) �" •:'• X a WADER �R TPIPIEWATER CROSSING _ PIPE y ••� m ? JOINT 1• T ^4, t\ � OUTER POUR CONCRETE ER O I� DIA. AGAINST UNDISTURBED EARTH SECTION X-X PLAN VIEW HORIZONTAL THRUST BLOCK SCHEDULE BEND SIZE A (ft> B (ft) C (ft) E (tv G (n) VOLUME (e..) 90` 6,11 5.0 1.5 1.5 0.9 2.7 0.4 10,12'' 6.5 2.5 1.5 1.2 4.0 1.0 45' 6,8" 2.0 2.0 1.5 0.9 1.5 0.2 10,12" 3-5 2.5 1.5 1.2 2.2 O-5 22.5' 6,13 1.5 1.5 1.5 0.9 0.8 0.1 10,12' 2.0 2.5 1.5 1.2 1 1.1 0.3 11.25' 6'8" 1.0 1.5 1.5 0.91 0.4 1 0.1 10,12' 1,5 1.51 1.5 11.2 1 0.6 1 0.1 TYPICAL HORIZONTAL THRUST BLOCK W2-00 1" TYPE "K" COPPER TUBING (2 FOR DOUBLE SERVICE) 1-1/2" X 1" BRASS WYE (1 FOR DOUBLE SERV.) MAIN TRACK Q SELECT MATERIAL SUBGRADE DITCH MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF of 10 ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) o I 4'-6" I� INCHES IN THE LARGEST DIMENSION), COMPACTED TO A MINIMUM ADETERMINED Y MIN. 4'-0" MIN. ASTMD698 (STANDARD) AT A MOISTURE CONTENT WITHIN OPTIMUM TO -4Z OF OPTIMUM UNDER NON-STRUCTURAL AREAS Ge --- YARDS, PASTURES, EASEMENTS) AND TO A MINIMUM OF 98/ OF MAXIMUM DENSITY AS DETERMINED W2-01 STEEL CASING CARRIER PIPE t II ORIGINAL GROUND BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN IN FUTURE STREET OPTIMUM TO -4/ OF OPTIMUM UNDER FUTURE STREET AREAS. AREA GRANULAR MATERIAL MACHINE BORING MACHINE BORING MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE PLACE METAL DETECTOR OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC (TUNNELING IN EMBANKMENT) (TUNNELING IN CUT) TAPE AT 12"-18" DEPTH. MATERIAL AND WHICH, WHEN TESTED BY STANDARD LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: MAXIMUM LIQUID LIMIT 45 NOTE �- SELECT MATERIAL MAXIMUM PLASTICITY INDEX 15 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING 6"-12" MAXIMUM PERCENT PASSING NO, 200 SIEVE 35 SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER © (MANUALLY MINIMUM PERCENT PASSING 3/4" SIEVE 100 THE MATERIAL SHALL LINE CONSTRUCTION. / BE FREE FLOWING AND WHEN WET, SHALL 2. STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. J CONSOLIDATE NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. 3. DRY BORING IS REQUIRED. AT OPTIMUM MOISTURE) NOTES: 1. FOR REDDING AND TRENCHING WITHIN EXISTING STREET/ TYPICAL RAILROAD CROSSING 4„ - STRUCTURAL AREAS SEE DETAILS FOR OPEN CUT STREETS. PIPE � UNDISTURBED SOIL 2. All bedding & installation of PVC pipe shallbe in accordance to ANSI/AWWA Standards for PVC Pipe. 3 All b Ad & 4 - 0 0 0C.D 0 0 00 ' co 7 N cv cV � a a a a a w w w w W W W W W I� O.D. e ing ns a anon of OUCtlle Iron pipe shallbe in accordance to ANSI/AWWA C150/A21.50. 6" MIN./12" MAX. 4. Compaction shallbe attained by mechanical tamping. 2'-0" IN. MACHINE BORING 2'-0" MIN. 5. Relative compaction shallbe tested in the presence of the (TUNNELING) OPEN CUT OPEN CUT City Engineer. 6. Dust resulting from the Contractor's performance of the work, LIMIT LIMIT WIDTH OF PAVEMENT either inside or outside the right of way, shallbe controlled by the Contractor. 7. All trenches shallbe back filled and temporary paving or plating ---t--__ placed at the end of each working day. L- 8. See "Open Cut Details" ST4-00, ST4-02 & ST4-02. 3' 0" MIN. SIDEWALK MAY BE OPEN CUT OR BORED BEDDING AND TRENCH FOR DI PIPE & PVCPIPE WITHIN AS DIRECTED BY STEEL CASING THE ENGINEER AS REQUIRED NON-STRUCTURAL OR FUTURE STREET AREAS CARRIER PIPE W 4 - 0 3 NOTE GENERAL 1. FOR MORE INFORMATION ON WATER AND SEWER LINE CROSSING SEE CITY STANDARD SPECIFICATION FOR WATER AND SEWER NOTES: LINE CONSTRUCTION, 2- STEEL CASING SHALL BE AS SPECIFIED IN THE TECHNICAL SPECIFICATIONS. ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER 3. DRY BORING PREFERRED, WET BORING ALLOWED ONLY WHEN HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY APPROVED BY THE CITY ENGINEER. BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS TYPICAL CITY STREET CROSSING 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 MACHINE BORING CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS (TUNNELING) SHOULDER SHOULDER COMPLETE AND THEN REMOVED BY CONTRACTOR. VARIES VARIES ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF 5'-0" WIDTH OF PAVEMENT 5'-01. SILT AFTER EVERY RAIN. ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. MIN. MIN, 3'-0" BELOW DITCH FLOW LINE. NOTE STEEL CASING CARRIER PIPE--7 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 STATE HIGHWAY OR MAIN THOROUGHFARE CROSSING W4-02 DRAWN BY: DATE-3j-Q3 SCALE: N T S APPROVED: W. P. K. EIGUFRE-- E T 1 OF 1 NOTE MANHOLE BASE SHALL BE PLACED ON FIRM SUBGRADE. ADDITION OF CEMENT STABILIZED SAND OR GRAVEL MAY BE REQUIRED TO STABILIZE FOUNDATION. SECTION A - A 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 CORBEL/CONE SECTION. 3. MANHOLE BASE THICKNESS AND FOUNDATION 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 Z STANDARD PROCTOR ASTM D 698 LANDSCAPE AREA ------------------------- 90 / STANDARD PROCTOR ASTM D 698 SEE NOTE 7. 5. NO RINGS ARE REQUIRED OUTSIDE OF STREET RIGHT-OF-WAY 6. IN FLOOOPLAINS, THE CONE SHALL EXTEND ABOVE THE BASE FLOOD axwac ELEVATION OR A BOLT DOWN WATER -TIGHT RING AND COVER SHALL BE USED. SEWER SIGN 7. WARNING SIGN ONLY TO BE PLACED WHERE MANHOLE SIGN SEWER CROSSES OPEN FIELDS. (SEE DETAIL S01-05) 6'-0" STD. CAST IRON MANHOLE COVER 3' MW. AND FRAME (30" DIA. OPENING) OR EQUAL 12" MAX. SEE NOTE 1 2'- 0" PRECAST REINFORCED 2" 6" NOTE: CONIC. MANHOLE SECT. Z,� DROP FITTINGS ARE TO BE STD. 450 WYE ASTM DES. C 478 RESTRAINED JOINT DUCTILE EN, HEAVY DUTY, 5" MIN. BACK FILL AROUND MH SHALL WING CHANNEL POST IRON PIPE. CEMENT STABILIZED BE AS PER NOTE 4. VARIES VARIES SAND AS SHOWN. 5" MIN. (SEE TABLE) RUBBER -GASKET JOINTS STD, 45° WYE 4"11 NSI EOATAALL JOINTS 3 9„ MAX fi PLUG 6" MIN. A - VARIES VARIES 3" A 45° BEND Vr," -- 45° BEND VARIES 90° BEND 6" MIN. NOTES' SEE BASE _ NOTEC UNDATION MANHOLE DIA, MAIN SIZE 4 FT <18in_ 5 FT >18in. <30in. 6 FT >36in. BASE *4 BARS BENT In 90° AND TIED TO WALL AND BASE. 1. FURNISH AS SHOWN ON PLANS *4 BARS, 8 O.C.E.W. AND/OR AT EACH MANHOLE WHERE NOTE DEPTHS GREATER THAN 12' BLACK TEXT �� WARNING SEWER LINE CROSSES OPEN FIELDS SIGNS T*4 2 BE CONS TRUCTED BARS, 8" O.C.E.W.-- DEPTHS GREATER THAN 12' WILL REQUIRE 2 MATS OF REINFORCING STEEL IN THE BASE. *INVERT - 3/4 DIAMETER UP TO 24". 24" AND LARGER WILL REQUIRE 2 MATS OF OF PIPE REINFORCING STEEL IN THE BASE. FROM 20 STEEBAKED ON SHALL BE FULL DEPTH INVERTS. ENAMEL FINISH. FURNISH ONE 10" UNDERGROUND SEWER ONE SIGN AND ONE POST STANDARD DROP MANHOLE CONTACT THE CITY BEFORE EXCAVATING FOR EACH MANHOLE INSTALLED ACROSS OPEN FIELD AND AT OTHER STANDARD MANHOLE YELLOW LOCATIONS AS SHOWN ON PLANS. NOTE CAP CLEAN -OUT AT BLIND FLANGE ON 1 RESTRANED JOINT FOR FORCE MANS. 15 - 0 2 S 1- 0 3 BACKGROUND 14" FURNISH SAME NUMBER OF REPLACEMENT SIGNS AS FOR EACH NOTES MANHO E INSTALLED (OMITTING MANHOLE NUMBER ON MANHOLE SIGN) 1. 1" DIA. "STARTER" HOLES SHALL BE DRILLED THROUGH WALL OF NO. (NOT A SEPARATE PAY ITEM) PIPE O.D. REMOVE INVERT AS REQUIRED EXISTING MANHOLE SPACED 3" APART CENTER TOCENTER. E AFTER "STARTER" HOLES HAVE BEEN INSTALLED AND APPROVED 7" P 4" AND NEW INVERT FOR NEW N 2" BLACK PRESSURE PERIPHERAL "STARTER" LINE. NEW INVERT SHALL HAVE SMOOTH TRANSITION BY A CITY INSPECTOR, THE CONTRACTOR SHALL BEGIN REMOVING THE CONCRETE INSIDE THE PERIPHERAL "STARTER" HOLES. SENSITIVE NUMBERS HOLES CONCRETE SHALL BE REMOVED WITH PNEUMATIC HAND TOOLS. TO BE ADDED AFTER (SEE NOTE 1.) INTO EXITING INVERT, REWORK EXISTING INVERT AS REQUIRED. WHITE 10"�{ BASIC SIGN HAS BEEN 2. THE NUMBER OF REBAR DOWELS SHALL VARY WITH SIZE OF PAINTED. OPENING. REBAR SHALL NOT BE SPACED MORE THAN 12'' CC. BACKGROUND. -� �� 3. WATERSTOP SHALL BE INSTALLED IN STRICT ACCORDANCE WITH SEWER WARNING AND / OPENING CREATION DETAIL - NON -SHRINK GROUT MANUFACTURERS REQUIREMENTS. A 4. CONCRETE SHALL BE 3,000 P.S.I. MANHOLE IDENTIFICATION SIGN N m CONCRETE SYNKQ-FLEX PREFORMED 0' BLOCK PLASTIC ADHESIVE DIAMETER S 1 - 0 1 *3 REBAR (14" LONG) WATERSTOP, OR APPROVED 1' 0" VARIES EMBEDDED AND EPDXYED INTO MANHOLE EQUAL -(SEE NOTE 3.) WATERSTOP PIPECONX 2" CLR. GROUT TYP.) WALL 3". (SEE NOTE 2.) i MANHOLE ADAPTER NEW INVERT PIPE O.D. SEAL, OR APPROVED PIPE O.D.--- B•1 PLUS 18" EQUAL. 12 REQ'D) PLUS 1 " O w SIDEWALK I 3.5' MAX. OR AS DESIGNED (SEE NOTE 1.) NX 1 )CONNECTION DETAIL SECTION VIEW wATERSTQPTER SEAL, MANHOLE ADAPTER SEAL, B,1 OR APPROVED EQUAL. i MANHOLE CONNECTION DETAIL (2 REQ'D) B STANDARD MANHOLE TIE-IN (1� CONNECTION DETAIL SECTION VIEW B� S1-04 CONC.CURB & GUTTER WATER LINE (MIN. 4' BURY) 2' DESIRABLE 4" PVC EXTENSION W/PVC CAP (SEE NOTE 3) PVC DOUBLE WYE- WITH PVC CAP (SEE NOTE 3) PLAN (TYPICAL) SEE NOTE 5 7 SIDEWALK -/77�/ /\/ /\ r/ \ / 3.5' MAX. OR AS DESIGNED (SEE NOTE 1.) PVC (SEE NOTE 3) , 2' PVC (SEE NOTE 3) T Y SERVICE FITTING STD. 45° PVC BEND (SEWER TEE) L PVC SDP 21 D2241 @1.0/ MIN SEWER LINE STD. PVC COUPLING PROFILE NOTE 1. WHERE DOUBLE WYE SERVICE ELEVATION IS LESS THAN 2'-7" BELOW PROPOSED BACK OF CURB, MIN. SLAB ELEV. MUST BE SET TO ALLOW SANITARY SEWER SERVICE. 2. MARK EACH SERVICE END WITH METAL "T" POST PAINTED GREEN. 3. ALL SERVICE CONNECTIONS WITHIN THE R-O-W SHALL BE SDR 21 D2241 MATERIAL. 4. ALL SERVICE CONNECTIONS & EXTENSIONS ARE TO BE INSTALLED WITH THE MAN LINE CONSTRUCTION- 5. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW FOR EACH SERVICE, SEWER SERVICE LINE CROSSING 2.0' MINING] MAIN TRACK of SUBGRADE DITCH 10 1. 4'-6" - MIN. 4'-0" MIN. STEEL CASING-' CARRIER PIPE-` MACHINE BORING MACHINE BORING (TUNNELING IN EMBANKMENT) (TUNNELING IN CUT) 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. DRY BORING IS REQUIRED. TYPICAL RAILROAD CROSSING 53-01 2'-0" MIN. MACHINE BORING 2' 0" MIN. OPEN CD LIMIT T (TUNNELING) WIDTH OF PAVEMENT C f3' 0" MIN, ?EN CUT LIMIT SIDEWALK MAY BE OPEN CUT OR BORED AS DIRECTED BY THE ENGINEER STEEL CASING AS 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. DRY BORING PREFERRED, WET BORING ALLOWED ONLY WHEN APPROVED BY THE CITY ENGINEER. TYPICAL CITY STREET CROSSING S3-02 MACHINE BORING (TUNNELING) SHOULDER r SHOULDER VARIES VARIES 5' O" WIDTH OF PAVEMENT 5'-0.. MIN. MIN. 3'-0" BELOW DITCH FLOW LINE. CARRIER PIPED NOTE- STEEL CASING 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 STATE HIGHWAY OR MAIN THOROUGHFARE CROSSING 53-03 NOTE 4" PVC EXTENSION - W/PVC CAP 1. WHERE DOUBLE WYE SERVICE (SEE NOTE 3) ELEVATION IS LESS THAN 2'-7" BELOW PROPOSED BACK OF CURB, MIN. SLAB ELEV, MUST PVC DOUBLE WYE BE SET TO ALLOW SANITARY WITH PVC CAP SEWER SERVICE. (SEE NOTE 3) 2. MARK EACH SERVICE END WITH METAL "T" POST PAINTED GREEN. 3. ALL MATERIAL SHALL BE SDR 21 D2241. 4. GLUED FITTINGS WILL ONLY BE ALLOWED AT THE DOUBLE WYE CONNECTION. GLUED FITTINGS TO BE PVC-DWV. SEE NOTE 5 5. A CLEAN OUT IS REQUIRED AND WILL BE INSTALLED BY THE PLUMBER AT THE ROW PLAN FOR EACH SERVICE. I� STD.45° BEND STACK -� VARIES IN HEIGHT - VARIES 3.5' MIN.(SEE NOTE 1.) - PVC (SEE NOTE 3) (MIN.1/ SLOPE) 2.0' -R-O-W T-Y SERVICE FITTING (SEWER TEE) SEE NOTE 5 ST0.45° BEND DEEP CONNECTION PROFILE VARIES 3.5' MIN.(SEE NOTE 1.) PVC (SEE NOTE 3) (MIN. 1Z SLOPE) R-O-W /�' -T-Y SERVICE FITTING Y(SEWER TEE) SEE NOTE 5 STANDARD CONNECTION PROFILE SANITARY SEWER RVICE CONNECTION s2-oo PIER DIA. AS SHOWN ON PLANS SECTION A -A PIER DIAMETER VERTICAL STEEL *5 BARS 16" 8 24'' 12 26" 14 30" 16 42" 24 •2 HOOPS, 12" O.C. 3" CLEARANCE MININMUM DUCTILE IRON PIPE - WRAP WITH ONE LAYER OF TAR PAPER TO PREVENT BONDING NOTES _ 1. EACH PIER SHALL BE COMPLETED IN A SINGLE CONTINUOUS POUR. cr A 2. CHAMFER EDGES 3/4". a 3. CONTRACTOR SHALL CONSTRUCT w w o = F-w CONCRETE PIER TO A MINIMUM Q DEPTH OF 6' OR TO A DEPTH , z a WHERE A GOOD BEARING SOIL w o v IS ENCOUNTERED. 4. ALL SHAFTS SHALL BE BORED VERTICALLY _ o PLUMB WITHIN 2" TOLERANCE. 5. ALL INFORMATION SHOWN IS CITY ° 0 MINIMUM. ALL PIERS SHALL BE z o 3 CEh SP METER BOX OR STANDARD CLEAN -OUT BOOT d JG STANDARD CLEAN OUT FOR MAIN LINE S2-011 SELECT NATIVE MATERIAL ORIGINAL GROUND IN MATERIAL EXCAVATED FROM THE DITCH, (WHICH IS FREE OF FUTURE STREET AREA ROCKS, LUMPS, CLODS, OR DEBRIS LARGER THAN TWO (2) NOTES INCHES IN THE LARGEST DIMENSION), COMPACTED TO A PLACE METAL DETECTOR MINIMUM OF 90Z OF MAXIMUM DENSITY AS DETERMINED BY TAPE AT 12"-18" DEPTH. 1. FOR BEDDING AND TRENCHING WITHIN EXISTING STREET/ ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN STRUCTURAL AREAS SEE DETAILS FOR OPEN CUT STREETS. OPTIMUM TO +47. OF OPTIMUM UNDER NON-STRUCTURAL 2. ALL BEDDING & INSTALLATION OF PVC PIPE SHALL BE IN AREAS (ie...YARDS, PASTURES, EASEMENTS) AND TO A-__. OA SELECT MATERIAL ACCORDANCE TO ANSI/AWWA STANDARDS FOR PVC PIPE. MINIMUM OF 98X OF MAXIMUM DENSITY AS DETERMINED BY ASTM D698 (STANDARD) AT A MOISTURE CONTENT WITHIN 6"-12'' © (MANUALLY 3. ALL BEDDING & INSTALLATION OF DUCTILE IRON PIPE SHALL OPTIMUM TO +41 OF OPTIMUM UNDER FUTURE STREET AREAS. CONSOLIDATE BE IN ACCORDANCE TO ANSI/AWWA C150/A21.50. II GRANULAR MATERIAL) AT OPTIMUM 4. COMPACTION SHALL BE ATTANED BY MECHANICAL TAMPING. MATERIAL SHALL BE BANK RUN RIVER SAND WHICH IS FREE MOISTURE) 5. DUST RESULTING FROM THE CONTRACTOR'S PERFORMANCE OF DETRIMENTAL QUANTITIES OF CLAY, DEBRIS, OR ORGANIC 4" OF THE WORK, EITHER INSIDE OR OUTSIDE THE RIGHT OF MATERIAL AND WHICH WHEN TESTED Y STANDARD D LABORATORY METHODS, MEET THE FOLLOWING REQUIREMENTS: �� UNDISTURBED SOIL WAY, SHALL BE CONTROLLED BY THE CONTRACTOR. MAXIMUM LIQUID LIMIT 45 PIPE D. 6. ALL TRENCHES SHALL BE BACK FILLED AND TEMPORARY PAVING MAXMUM PLASTICITY INDEX 15 OR PLATING PLACED AT THE END OF EACH WORKING DAY. MAXIMUM PERCENT PASSING NO. 200 SIEVE 35 6" MIN./12" MAX. 7. TWENTY-FOUR (24) HOUR NOTIFICATION TO ENGINEERING MINIMUM PERCENT PASSING 3/4'' SIEVE 100 IS REQUIRED PRIOR TO COMMENCEMENT OF WORK. THE MATERIAL SHALL BE FREE FLOWING AND WHEN WET, SHALL NOT ADHERE TO FORM A BALL WHEN PRESSED IN THE HAND. 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 OPTIMUM MOISTURE. BEDDING AND TRENCH FOR DI PIPE & PVC PIPE ES PLAN 4" WIDE X 3/8" THICK STEEL STRAP (PRIMED & PANTED) FORMED TO PERMIT SNUG TIGHTENING OF PIPE \ TO PIER (2 REQ'D. PER PIER) x GALVANIZED STEEL ANCHOROR BOLT SECURED TO iA 4�VERTICAL REINFORCING STEEL A ZTICAL STEEL AS PER TABLE HOOPS, 12'' O.C. DESIGNED BY A PROFESSIONAL ENGINEER. ~no POUR CONIC. AGAINST wm I - UNDISTURBED EARTH INTO HOLE TYPICAL CONCRETE DRILLED PIER FOR AERIAL SEWER amwerl *2 STIRRUP, 24" O.C. m 2„ •4 BARS 6" CONCRETE ENCASEMENT S4-02 2-02 2-1/4" 1-318" T.7/16" MACHINED BEARING SURFACE 1-1/4" 1-5/8'' PICK HOLE DETAIL I SEE BOLT HOLE DETAIL (WATERTIGHT COVER ONLY) 3/4"- I� _ BOLT HOLE DETAIL i � F 1/42-3/6"GROOVE FOR 1/4'' DIA. 4 1/2" 1 V2[-33 1' NEOPRENE GASKET COVER BACK 7/16' 2-9/16'' 30" 31-7/8" - 5/ 1-1/2" F1 1/2" LL40-3/4" r �� FRAME SECTION �21-3/4" 2 3' COVER SECTION (4) 1/2" DRILLED AND TAPPED BOLT HOLES (4)1/2"-13 X 1-3/4" SS FIX HD BLTS (4)1/2"-13 X 1-3/4'' SS HX HD BLTS (WATERTIGHT FRAME ONLY) WITH STEEL & RUBBER WASHERS WITH STEEL & RUBBER WASHERS (WATERTIGHT COVER ONLY-V1420 APT) (WATERTIGHT COVER ONLY-V1420 APT) C J -1-1/2'' FRAME PLAN COVER FACE_ COVER FACE (VULCAN V1420) (VULCAN V1420) MANHOLE RING AND COVER & WATERTIGHT MANHOLE RING AND COVER S4-01 GENERAL NOTES: ALL AREAS WHERE EXISTING VEGETATION AND GRASS COVER HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY BLOCK SODDED OR HYDROMULCHED AND WATERED UNTILGROWTHIS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS SHALL BE SEEDED DR 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 ESTABLISHMENT OF VEGETATION MAY BE A WARRANTY ITEM. <r- 0 0 0 0 0 0 .. .0-a- C/7 CD c = � G i w w w w w cry cn <n in cn <n w a > w w w w w w � Q C7 W w con O q� 04 con U) C X w Z O Q I- V) w O w J J O U w O f- O w DRAWN BY: - DATE: 1-31-03 SCALE: N T S APPROVED: W. P. K. F I G U R E: SHEET 1 OF 1 a) U L t- a) a) U > U) 0 O O 3 LO+_ �U) U) i- 'u i- 0 L•- Cc0 •-3DE L co a)a)UL a, W+-4- 00to •— a U ULtoC C 3--.- 0- C 0 C 4- cn XQ0a) a) L I —LC OOu) LHL0 +_0 a) E 0 > 0 TXC-a ()I— O Z7TU0 CAL (n LQ)4� > 0 L O E O U) 4- () U) L U) •— T U •— U -OC—a) L____ L OYJO L •— O CT(oU 0 C C C -+- 0 O •— U) a U)o4)o L 4- -C T +- -F O L 4-0Co 0L(0U) ••�0E0 3DE wD u)L :�i o(0o a) Z 0 4- Q - -II— .1— L v = O a) U) 4- 0 C o QF-o (See Usage Guidelines) t- I L I tK UAM A I I Ut Ur JLUI-'t Q y E4�� TYPE 1 %4" Dia. SECTION B-B 3: 1 Max. 3: 1 Max. ('1 • L _ 1_ r 1 _ . . "V" SHAPE (Plan View) PLANS SHEET LEGEND PLAN VIEW Type 1 Rock F i I ter Donn RFD1 -- Type 2 Rock F i I ter Dam ------ Type 3 Rock F i I ter Dom RFD3 --- 3' , 6' or 9' Galvanized Steel TYPE 4 (SACK GABIONS) Galvanized Steel SECTION A -A Excavation ( I f shown on const. dwgs. ) FILTER DAM AT Flow Earth embankment A "V" Shape may be used for higher velocity flows. (See "V" Shape Plan below) SEDIMENT TRAP --- RFD i ---- - OR -- TYPE 1 OR TYPE 2 Galvanized Woven Wire Mesh FILTER DAM AT CHANNEL SECTIONS RFD i - OR -- R F D2 --- OR -- TYPE 1 OR TYPE 2 GENERAL NOTES 1. If shown on the plans or directed by the Engineer, filter dams should be placed near the toe of slopes where erosion is anticipated, upstream and/or downstream at drainage structures, and in roadway ditches and channels to collect sediment. 2. Materials (aggregate, wire mesh, sandbags, etc.) sha I I be as indicated by the specification for "Rock Filter Dams for Erosion and Sedimentation Control". 3. The rock filter dam dimensions shall be as indicated on the SW3P plans. 4. Side slopes should be 2:1 or flatter. Dams within the PROFILE safety zone sha I I have s i des I oyes of 6: 1 or flatter. 5. Maintain a minimum of 1' between top of rock filter dam weir Galvanized woven 2' Min. wire mesh and top of embankment for filter dams at sediment traps. ( for Types 2 & 3 ) See Note 4 2 1 Open graded rock N \o 4" Min. SECTION C-C ROCK FILTER DAM USAGE GUIDELINES Types 1 & 2 = 18" Type 3 = 36" Rock Filter Dams should be constructed downstream from disturbed areas to intercept sediment from overland runoff and/or concentrated flow. The dams should be sized to filter a maximum flow through rate of 60 GPM/FT2 of cross sectional area. A 2 year storm frequency may be used to calculate the flow rate. Type 1 (18" high with no wire mesh): Type 1 may be used at the toe of slopes, around inlets, in small ditches, and at dike or swale outlets. This type of dam is recommended to control erosion from a drainage area of 5 acres or less. Type 1 may not be used in concentrated high velocity flows (approx. 8 Ft/Sec or more) in which aggregate wash out may occur. Sandbags may be used at the embedded foundation (4" deep min.) for better filtering efficiency of low flows if called for on the plans or directed by the Engineer. Type 2 (18" high with wire mesh): Type 2 may be used in ditches and at dike or swale outlets. Type 3 (36" high with wire mesh): Type 3 may be used in stream flow and should be secured to the stream bed. Type 4 (Sack gabions): Type 4 May be used in ditches and smaller channels to form an erosion control dam. 6. Filter dams should be embedded a minimum of 4" into existing ground. 7. The sediment trap for ponding of sediment laden runoff shall be of the dimensions shown on the plans. 8. Rock filter dam types 2 & 3 shall be secured with 20 gauge galvanized woven wire mesh with 1" diameter hexagonal openings. The aggregate shall be placed on the mesh to the height & slopes specified. The mesh shall be folded at the upstream side over the aggregate and tightly secured to itself on the downstream side using wire ties or hog rings. In stream use the mesh should be secured or staked to the stream bed prior to aggregate placement. 9. Sack Gab ions should be staked down with %4" dia. rebar stakes. 10. Flow outlet should be onto a stabilized area (vegetation, rock, etc.) . 11. The guidelines shown hereon are suggestions only and may be modified by the Engineer. () U. + a) N U > U) a N O D L o+ Cra •� 3'U Eo a)4)0L a) U) + 4- CoUn •� CL U C 3 •- •- w CL r- U C 4- U) xao4) I(1)LCL ooU) 4- •— a) C-L0 -ONE 0 > a >, X C -0 -0F- o U L (DnQo C c-W L a)++ - > a L :D OEOU) CD 4- a) to L -aC—a) L •- •- L "0 - 0 CTU)U aCCC - a a•- 4- W L (noa)o L 4- ++--+-0L 4-0Co OLU)cn ..O0EO U 3 3 E w D W L a) z v--- ac -Jt- -I- L V cos �-+ U X -F- <t F— O co 0 0 0. 500' Dowel Spa P i I e Spa (at Cap) Dowel Bar Q 1.677' --- 0. 8 5 7' ( 1 . 607' V Spa at 1 ' -0" Max rom L1 U1- S- Bars S Spa 2 Eq Spa (at (:L Cap) = 1 _g i/2 11 Note: For piling larger than 1 6", adjust Bars S and/or strip back piling as required to clear cap reinforcing. 1 2. 857' �-- � Structure 260 34' Shear Key 911 1 %2" tall 6 (Typ) 6- '9 I - Face of Bkwl & '6 CL Piling Begin or Dowels End Bridge 12 Spaces at 2.000' = 24.000" 3 Spaces at 7.500' = 22.500' Dowel Bar Q 1 2. 857' 0. 857' 0 -6 Typ 1 . 607' 25.714' _) Cap U1 PLAN 1' -611I 6 ES = 6' -0" 11' -6"I 6 ES = 6'-0" I1' -6"I 6 ES = 6' -0" 11' -6" 0 0 = N 0 1 ' -2" 2 BARS L t 01 CO 2/-611 3' -3" BARS Ut 1 ' -4" BARS L2 �14" 0 BARS U2 ELEVATION 7 '/2 7 '1 F1 BARS wU Bars wV 3" Pern �, T Conc 1 -1 Joir May be cast to here at Contractor's :)t i on� L H BACKWALL V 0 CAP CORNER DETAILS L L 2, -oil Approach Slab (Flush with 5 Top of Slab) Roadway Surface 00 See Layout for = Q Joint Type H 4' A _ ' I N S M V Face of Backwall Const Jt BACKWAL L DETAIL(3) (Without Approach Slab) 11' 0" 10 Eq Spa Parallel to /',-Roadway Grade WINGWALL ELEVATION 3 " V) w N wV Ln W N wU -H -Const Jt 2 i/4 �� (TYp) unless otherwise noted SECTION A -A(' (With Approach Slab) wl wH1 L SECTION B-B TABLE OF ESTIMATED QUANTITIES O Bar No. Size Length Weight A 6 #1 1 26' -10" 855 H 4 # 5 25'- 8" 107 L1 6 # 6 5'- 2" 47 L2 6 # 6 5'- 4" 48 Q 13 # 6 1'- 6" 29 S 27 # 5 7'-10" 221 U1 2 # 6 7'- 5" 22 U2 2 # 6 9'- 1" 27 V 28 # 5 81- 2" 239 wH 1 12 # 6 1 0' - 8" 192 wH2 12 # 6 11'- 8" 210 wU 20 # 4 1'- 7" 21 wV 48 # 5 4'- 9" 238 Reinforcing Steel Lb I 2, 256 Class "C" Concrete CY 10.5 a Quantities shown are for one Abutment only (with Approach Slab). With no Approach Slob, add 1 . 0 CY Class "C" concrete and 54 Lbs Reinforcing Steel for 2 additional H Bars. 02 Increase as required to maintain 3 %4" from Finished Grade. (3)See Layout to determine if Approach Slab is present. GENERAL NOTES: Designed according to AASHTO LRFD Specifications. Details shown are for right forward skew. See layout for actual skew direction. All cap and wall reinforcing shall be Grade 60. Concrete strength f'c = 3,600 psi. Designed for normal embankment header slope of 3. 1 . See Layout for foundation type, size and length. See standard FD for foundation details and notes. See standard CRR for riprop attachment details, if applicable. See rail details for rail anchorage cast in wingwalls. Calculated Foundation Load: 39 Tons/Pile HL93 LOADING Texos Deportment of Trans portotlon Bridge Division ABUT FOR 40# -0" CONC SLAB AND GIRDER SPANS (PILES) 24 FT ROADWAY ACGP - 4 0 - 24 t 260 34 * FILE acg44ste. dgn DN: TxDOT CK; TxDOT Dw; TAOT CK: TOOT C{�TxDOT October 2005 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS COUNTY CONTROL SECT JOB HIGHWAY v U L ai U > 0 0+ a a>a L•- cL a •— 3 -0 EO a)a)aL cotes •- a U a)L(nc c 3 •- •- Ld a s a c 4- () Xaoa) ta)Lc oo(n 4- •- 0 L�-L0 t0>a _0H O'O TU _0 O v J0 a) c -CU) L a) +- -t- a) -v — > U L a OEOco CD 4- a) c4 L 4- '10 •— U ac—a) L---- L a V .o L *T•u)0 accc a a•- 4- (A L W O a) O T LI- .0 +4-OL � a OL(OU) L a) +- ..(1)oEa X W 3 a E wD (nL :2vzo4- as JI_ .F_ L V nor o Quo 40.0001 3" 48 Equal Spaces 39'-6" Bars M NA 0 G2 - MC13 — Rc `s 3" 0 0 0 3" RB 0 o I O v_ O U ._ � � N LL rr 0 0 v O L Qo � N U — O •— L. 0 a +_ O V) N c� Glu - o -MA v U a LL 4 0 CG-40-24 Y 5. 750' 41 . 750' 1 ' -9" 1U 10" 36 Eq Spa = 29' -9" Bars M 3" (Typ) (Typ) G2 - - - - - - - - - V X I� II . ..... — — — — — IV See Detail " s G1c L �Iro, -3q t ws� Mc2 Mc1 G2 1D 1 1 Eq Spa = 9' -2" 0 O N 0 0 0 O CG-40-24 (26° 34' ) 1 1 . 500' (Typ) 1 4' . 250' 40. 833' 49 Equal Spaces = 40'-4" Bars M 0 0 0 G2 MD2 0 ' 0 o v- ° 0.- i N a a 0 0 o v Q N � 1- 0 0 a L o 4- N c� — o c�i :13 v U a Li G2 K�j 0 Bars G 43. 833' Cl ' -0" ± (Typ) n See Detail "A" CG-4G t i 8. 625' to 1 U2 18 Eq Spa = 14 (Typ) CG-40-24 (45° 00' u 3" I � AB .n 0 0 42. 750' ° 0' 0 sD o MB TABLE OF ESTIMATED QUANTITIES CG-40-24 TABLE OF ESTIMATED QUANTITIES CG-40-24 (14002' TABLE OF ESTIMATED QUANTITIES CG-40-24 (26034" Bar No. Size Length Weight Bar No. Size Length Weight Bar No. Size Length Weight EA 36 #1 1 39' - 8" 7, 587 EB 36 #1 1 40' - 6" 7, 746 Ec 36 #1 1 41 ' - 5" 7, 922 H1 329 # 4 6' - 4" 1 , 392 H1 329 # 4 6' - 4" 1,392 GIc 4 # 5 25' - 9" 107 H2 94 # 4 6'- 3" 392 H2 94 # 4 6'- 3" 392 G2 8 # 5 4'- 0" 33 K 48 # 4 6' - 9" 216 K 48 # 4 6' - 9" 216 H1 343 # 4 6' - 4" 1 , 451 LA 4 # 5 24' - 5" 102 LB 4 # 5 25' - 2" 105 H2 98 # 4 6' - 3" 409 MA 49 # 5 25' - 9" 1 , 316 Me 50 # 5 26' - 6" 1 , 382 K 48 # 4 6' - 9" 216 NA 42 # 5 39' - 8" 1 , 738 NB 42 # 5 40' - 6" 17 774 Lc 4 # 5 27' - 2" 1 1 3 P 18 # 5 4' - 2" 78 P 18 # 5 4- 2" 78 Mci 37 # 5 25' - 9" 994 W1 96 # 5 2' - 8" 268 RB 16 # 5 4/-loll 81 Mc2-13 24 # 5 1 3' - 9"AV 344 W2 96 # 5 1 ' - 6" 150 W1 98 # 5 2' - 8" 273 Nc 42 # 5 41 ' - 5" 1 , 814 W2 98 # 5 1 ' - 6" 153 P 18 # 5 4' - 2If 78 Rc 16 # 5 5' - 8" 95 W1 96 # 5 2'- 8" 267 W2 96 # 5 1 ' - 6" 150 Reinforcing Steel Lb 1 3, 239 Reinforcing Steel Lb 1 3, 592 Reinforcing Steel Lb 1 3, 993 Class "S" Concrete CY 51.4 Class "S" Concrete CY 53.6 Class "S" Concrete CY 56.0 10"30 Eq Spa = 25'-0" Bars M 3If IV -11 (Typ) 1711- IT-9 G2 CG - 40 - 24 (36° 52' ) ® W1 (Top) & W2(Bott) Alternate with Bars M MD1 MD2 �C9 — P K 57 G1D II M02o 1 , -0"+ (Tvp) TABLE OF ESTIMATED QUANTITIES CG-40-24 (36052* Bar No. Size Length Weight ED 36 #1 1 42' - 5" 89 1 13 GID 4 # 5 28' - 9" 120 G2 8 # 5 4' - 0" 33 H1 357 # 4 6' - 4" 1 , 510 H2 102 # 4 6' - 3" 426 K 48 # 4 6' - 9" 216 L D 4 # 5 30' - 2" 126 MD1 31 # 5 25' - 9" 833 MD2-20 38 ND 42 # 5 42' - 5" 1 , 858 P 18 # 5 4' - 2" 78 RD 16 # 5 6' - 7" 1 1 0 W1 98 # 5 2'- 8" 273 W2 98 # 5 1 1'- 6 1 153 Reinforcing Steel Lb 1 4, 381 Class "S" Concrete CY 58.6 CONSTRUCTION NOTES: Contractor must provide adequate means of supporting outside forms during placement of concrete. If approved by the Engineer, forms for the vertical outside face of the outside girder and overhang may be removed after the concrete has aged for a minimum of 24 hours and has attained a compressive strength of 1,500 psi. Sleeve nuts or coil tie anchors may be welded to Bars M as a form support only, provided at least 1" concrete cover is provided over such anchors. Other adequate form bracing methods, external or internal, are acceptable. Forms may be supported from bent caps only when specified on bent details. P N ( ME27 ® — — — — — -� / ------- - - - - -- G2 Bars G-.O-..l 1 ' —0" + (Typ) G1 or M (Top L (B Skew xf Pan Dars at end of each pan) DETAIL "A" (Typ all skewed spans) TABLE OF ESTIMATED QUANTITIES cG-40-24 (450004*) Bar No. Size Length Weight EE 36 #1 1 43' - 6" 89320 GIE 4 # 5 32' - 6" 136 G2 8 # 5 4' - 0" 33 HI 371 # 4 6' - 4" 1 , 570 H2 106 # 4 6'- 3" 443 K 48 # 4 6' - 9" 216 LE 4 # 5 341- 0" 142 ME1 26 # 5 25' - 9" 698 ME2-27 52 # 5 1 3' - 5"AV 728 NE 42 # 5 43' - 6" 1 , 906 P 18 # 5 4' - 2" 78 RE 16 # 5 7' - 7" 127 W1 102 # 5 2' - 8" 284 W2 102 # 5 1 1 ' - 6 1 160 Reinforcing Steel Lb 1 4, 841 Class "S" Concrete CY 61.4 GENERAL NOTES: Designed according to AASHTO LRFD Specifications. This standard is drawn showing skews right forward. See Layout for actual skew direction. See CG-MD for bearing, joint, drain details, quantity adjustments and additional reinforcing. All reinforcing shall be Grade 60. Concrete strength f' c = 4,000 psi. Pay Quantity of Class "S" Concrete will be Plan Quantity which includes the quantity of concrete required to provide a camber in top of slab after removal of forms of %2" at Centerline Span. See standard CGRAD for rail anchorage cast with span. HL93 LOADING SHEET 1 OF 2 Texas Deportment of Transportation Bridge Division 40'-0" CONCRETE SLAB AND GIRDER SPANS 24 FT ROADWAY CG-40-24 FILE: scgNste. dgn DN: TxDOT CK: TxDOT DW: TxDOT CK: TxDOT ©TxDOT October 2005 DISTRICT FEDERAL AID PROJECT SHEET REVISIONS COUNTY CONTROL I SECT JOB HIGHWAY (D U + N N U > U) O N O ::3 L o+ CLU) U) + 'a + CPO L-- C3'OE •L CO O N O L (D cn+(+- 00U) •- a 0) UL(0C C Z)•-•- w CLC+ W T :3 O C4- U) x O O N F-LCL 000) 4--- N N cn U L F- L 0 +ONE 0 > O TxCO jo F- 0 U L T O Njo N C L W LN++ N,O — > O L D 0EO(n 0) 4- N 0 L �n •- T "0 C_ N L--•- L OYjO L __0 C T to U O C C C -+-Do-- U)a 4- c4 L (noNo L 4- .0 T + 4- O L C C 0 4-0 0LU)(0 .. NaE0 (0 3 0 E wU) IL :2 0U)0 �NZ04- ar JF- .F- L u = O N V? + 0 .0 P-+ U x + 0 a F- 0 6 i n f— Q -� Sym obt i See Layout for slope M G 1 and G2 or M@5 See CG-MD foi more details, 7" Face of Rai 4 �/8 4 Spaces at 3' 0" = 12'-0" 1 2' -4 1/4 I' TYPICAL HALF TRANSVERSE SECTION W 7 )/4 " N 'TABLE OF VARIABLE DIMENSIONS AND BAR H SPACING Span 40' -0''' 40' -10" 41 ' -9" 42' -9" 43' -10" "A" 13 ES=9' -1 1 If 13 ES=10' -4 " 14 ES=1 0' -9" 15 ES=1 1 ' -3" 16 ES=1 1 ' -1 0" "B" 9 ES=8' -1 0" 9 ES=8' -10" 9 ES=8' -10 �/2 " 9 ES=8' -1 0 1/2 " 9 ES=8' -1 0" „X" 1' -0 '/2" 1' -5 %2" 1' -1 1 " 2' -5" 2' -1 1 '/21I u \I AI TYPICAL HALF GIRDER SECTION �5 G 1 and G 2 when skew i s greater than 150 00' . ©On skewed spans only. Sym abt �_ BARS G2 U7 Match Skew Angle of Spans with breakback. at �_ Stem BARS H 1 7 BARS L 2 Y2 6 1 N 12 v Ln Ln 12 N A 5 1141, BARS H2 'z 7 MA,C1,D1,El 25,_9" MB 26' -0 5 1 B =� M C2 2 2' -1 1 if � Q- 12 MC13 4' -7" N ' MC2-13 131 -9" Avg N Moe 23' -4" 10" MD2o 3' -6" BARS K MD2-201 3' -5" Avg "' I I I `"INI? 1 o W 0 V in 4" HL93 LOADING ME2 23' -7" M E27 3' - 2 " ME2-27 1 3' - 4 1/2 " Ava 2' - 5 Y411 BARS M c9 N � QO N CV M SHEET 2 OF 2 U 0 L +_ Q-47) W 4- Cs o •� 3 -0 Eo a)4)oL a) 0) +- 4- COUn •- Cl 0) UL0)C C Z)-- -- W ar +_ o C (+- U) xaoa) a) L ~oocs a) .U) 0) .0 I-- L O +-oa)E 0 > 0 -0�o° �?,UO > O L D 0EOcn U) 4- a) (n L W .— >, +- +- -- U _0C—a) L---- L � Y°o C >,tn U a C C C +- o o •- W a 4-U)L 0Oa)o L 4- L T f- f— O L CCo 4-0 ^, �10� L Ca) f s a)0E0 3 3 E W 3 U) L M ono — a) Z O 4- QF-- .� L V) +-oL o aF- o %" x q Exp Jt across of cap C Interior Bent----J Tool to/4" R 1 J 1 % " Exp 1 Jt mat' Chamfer--- --- �* Interior Bent --Too 1 Tool to i/4 R r 1 homferi 1 Chamfer--A� 1 1 I 1 ndow --%" x 4" Exp Jt mat' I across end / 0 of Cap ELEVATION OF OUTSIDE GIRDERS (D 30 "A 1 , _3 1 , _31 4 E S 13" 3 additional Bars H2 at each outside girder 3 additional Bars Hi at each inside girder Modified Bars K (adjust spacing to clear Bars H at window) QJZ %„ x 4" Exp Jt mat' /8" Asphalt Board at exp bearing surfaces only. Oil bearing seat with 60 grade oil and apply heavy coat of powdered graphite — Chamfer Overhang, bottom of slab and outside girder at all joints Bars J ( for 260 34' and greater skew, see Detail B) 0 A P D L P D D o" P D� Q �o--- F ace of Abutment Backwall - See Layout to determine if I Approach Slab I is present. I Q IU2 Class 47 5 or 7 Joint Sealant (Low Modulus Silicone) Q., v #6 x 4' -0" �- ch Bar N Qo Bars /8" Asphalt Board J L (� SECTIONS THRU GIRDERS (Left side shows square and right side shows skewed condition) , See DETAIL "A" I 0 6 4 1/4 " Y-011 2 Shear Keys per Bent (for skewed Bents only) D D D G D" D Modified Bars K Bars L A D D L D D o \ o D o o Top of Cap P tt> D D D A 'Window (Typ ) 511 V -C)II TRANSVERSE SECTION (Showing Windows in End Diaphragms at Expansion Bents) r Cap SECTION A -A (Normal Bent) Aspha Board at( joint onl See Layout to determine if Approach Slab is present. C a 4- I O M % 11 x 4 II Exp Jt mat'I at joint o^'-L SECTION THRU SHEAR KEY (Skewed Structures) C 0- o c Q a V) 7 O I _ � o 0 2 �/2 BARS K (#4 ) (Mod for cond) Q0 00 BARS J(#4) 0 Joint conditions Q or (D shall be as shown on the Layout. Typically, for structures 1201 long and under, no Expansion Joint (E) is needed. Structures over 120' shall have Expansion Joint, (9 located no farther than two spans from each Abutment and at 160' maximum spacing for the remainder of the structure. O Dowel Bars Q required at one side of cap only at Fixed Joint. May be required at Exp Joint, See General Notes. 0 See Armor Joint sheet or Sealed Expansion Joint sheet for joint details and openings ®See Concrete Slab and Girder Spans. Use styrofoam as fill for joint opening when casting adjacent span. Remove when concrete has set. ©5" usual 12" for 260 34' and greater skew at Interior Bents - outside Girders only Showing end of outside stem for Spans with 1 /4 Overhangs. For Spans with 7 %4 and 1'-1 %4" Overhangs, a breakback in outside stem will be required. ® Adjustments in steel quantities do not include bars J required in outside stems at expansion bents. The number of bars J will vary with skew and overhang. ADJUSTMENT IN REINFORCING STEEL QUANTITIES 30'-4" & 40'-0" SPANS 30'-4" SPANS 40'-0" SPANS Cond (D Cond (E) Cond 0 Cond @ Cond 0 Cond Rdwy Bars X Mod Bars K Bars Hi Bars H2 Bars Hi Bars H2 width 6. 01 1 b/bar Ded 0. 67 1 b/bar 1. 75 1 b/bar 1. 75 1 b/bar 2. 29 1 b/bar 2. 29 1 b/bar No. Wt No. Wt No. Wt No. Wt No. Wt No. Wt 24' 36 216 48 -32 42 74 12 21 42 96 12 27 28 42 252 54 -36 48 84 12 21 48 110 12 27 30' 44 264 60 -40 54 95 12 21 54 124 12 27 38' 54 325 78 -52 72 126 12 21 72 165 12 27 44' 1 62 1 373 1 90 1 -60 1 84 1 147 1 12 1 21 84 1 192 1 12 27 /$" Asphalt Board with oil and graphite at expansion bearing only x 4" Expansion Joint ferial across end of Cap c,missible notch in Bent Ca DETAIL "A" Bars J at 9" Max in outside girder stem for 260 34' and greatE-- a l 7 Shea 0 3 Key Ih T ., I- 7 19 9 © 5 3' -0" 3, -0" 3, -0" DETAIL "Bit SECT A -A DETAIL "B" (Skewed Bent) Note: The above quantities are for the U or OF Condition over one Bent, and are for information on I y. GENERAL NOTES: Where shown � on the layouts, provide diaphragm windows and Armor Joints or SEJ. Where shown �F on the layouts, Bars X shall be provided over the Bent. If both ends of a span are shown 0 on the layouts, Dowel Bars Q are required in one end of the span at each girder P stem with no adjustment in reinforcing quantities for the added dowels. No adjustment of the concrete pay quantities shown on the span details shall be made for the windows. Cost of Drains shall be considered subsidiary to the Item "Concrete for Structures". The type of expansion joint shall be as shown on the layout. See railing details and standard CGRAD for rail anchorage. HL93 LOADING SHEET 1 OF 2 ( 1 1 I I _ L Showing outline cj - - of a Rail type. I Drain entrances I I to be shaped as required 4" Dia coupling a� U •- L �- N N 0 > <0 0 N O 5 L 0 +- CL0) U) 4--0+- 0)0 L•- CL 0 •- 3'O E L CO N N 0 L N (0 4- 4_ C0U) - CL 0 W CL r +- 0C4-U) x 0 O 0 (D L 00U) L:-L0 4- O N E 0 > 0 TxC'O �- 0 0 L T O Nn N L a)++ m -0 — > 0 L :3 0P0U) 0> 4- N c0 L V •- 0 '0 C— (D L---- L O jO L •- O C>1U)0 O C C C 4-00-- W Q 4- c0 L cOONO L 4- .0 T ++- OL C C O 4-0 O L CO t0 L N+- .. N 0 E 0 U) 3 D E W 7 (0 L :2 O c0 O �-+ N Z 0 4- as U = 0 N V) 0 C �-1 0 x -- 0 Q F- O 1 / -1 /4 11 Overhang N U C 0 L C •0 0 C o •- WK N N E o L o 4- N C 4" Dia (Sched 40) PVC Pipe Drains , solvent welded to coupling cut to required length and cast in the slab. (Conforms to ASTM D2466 and D1785). I I _ L Showing outline rL- - of a Rail type. I I I Drain entrances to be shaped I I as required j 1 4" Dia coupling Overhang DRAIN DETAILS LVA, (V 0 E o L �- o 4- w■ Cal= //9 \ 4 Centerline of drain directed toward center of arch NOTE: All drain pipe and fittings to be 4" diameter (Sch 40) PVC. Bend reinforcing steel to clear PVC 1".. Drain length and location shall be as directed by the Engineer. No drains shall be permitted over roadways or railways, or within 10'-0" of Bent Caps. Variations of the above designs, as required for the type of rail used and it's location on the structure, shall be installed with the approval and direction of the Engineer. No water shall be discharged onto girders. See Drain Top of Details Slab Pipe I Coupler I I Flush with L _ _ II Bott of Slab I- 4 �2 ID C. I. P. DRAIN DETAIL NOTE: Roughen outside of PVC with coarse rasp or equal to ensure bond with cast -in -place concrete. r,-.-- '-Bring holes plugged with sual procedure) When directed by the Er form lowering holes sh( open for high water ver w i th 2" OD PVC p i pe epc,A ► I I I N I uulC. FORM LOWERING HOLE TREATMENT 3' -0" 1 1 ' -6 11 1 ' -F" 1 (1) (1) C C a a V) U) CD (D U U fr 0 0 rn v- L L 0 0 (+- 4- 0 rn N N PRE-1962 METAL FORM OPTION NOTE: Circa 1962, the design of pan girders was changed to increase the th i ckness of the top of the arch from 3 %2 " to 4 �/2 ". Pre-1962 metal forms may be used to construct the superstructure by dropping them down 1" with respect to the grade line and adding a 1" filler block (of wood, steel, neoprene, styrofoam, or other material approved by the Engineer) in the bottom of the girder stems. The concrete quantity required will be about the some as with the newer form dimensions. If the contractor wishes to lower the forms 1" and not use filler blocks, he may do so. However, measurement and payment for concrete quantity will be based on plan dimensions and the cage of reinforcement will be raised up and placed as shown above. If the contractor elects to use the latter method, the forming system will require modification to allow for a minimum of a 1" space between the ends of girders and diaphragms and bent caps where the girders and diaphragms drop below the top of the bent cap. HL93 LOADING SHEET 2 OF 2 a� U. 0 a) 0 3 L 0 +- L 3 c o a)a)0L a) U) •U CL CP C D- 0 w a.0 -+- �T+O C 4- 0 x00a) a) L r-LC 000 4- •- a) a� U CI-L0 i-Oa)E 0>0 T X C 'O -0 F- O U L '0 >, o 0.00 C L cn L a) � + > 0 L 3 0E0U) U 4- a) cn L cn •— T '0C—a) L---- L 'a __0 O C >)U) U OCCC +-00•- U) Q coowo L 4- .0 T i- O L C C O 4- 0 0 L U) U) •a a] 0 E 0 (Q 3 3 E w 3 to L <a)za4- Q U�—bO a) V) +- O L ►-� U X +- o aF- 0 Q a_ End of Wingwall or Bridge A CIP Retaining Wall T (Top) , Spa A at 1 2" Max / B (Top)- -- E? Spa at Face of / 12" Max Abut Bkwl 3" Bars B (Top) and D (Bott) Spaced at 1 2 " Max B / Const Jt / D D 6C40- ' D (Bott) --� / A (Bott), Spa at 6" Max A / ISee Isolation Joint De+^:t Wingwall or CIP Ret Wall Wingwall or CIP Retaining A Wal I 20-0" F, Spa at 1 2 " Max 3 ' cn PLAN (Showing Non -Skewed Approach Slab) See RW (TRF ) standard for r_' ,�forcement FFr SHOWING WINGWALL OR CIP RETAINING WALL Wingwall or C I P f2 Ret Wall U2" End Cov cv 3" MSE wall U °o L B CL a a o S Support .- Slab n Cel —See Sealed Construction Joint Detail n T SHOWING MSE WALL SECTION A -A► W = Width of Approach Slab (ft) Typical Section At Support Slab ii- Structure (Y) T B T B D Pr) lop A TRANSVERSE SECTION 6, -0" End of Wingwall or A Bridge CIP Retaining WaII-—, Shoulder Drain O �I T (Top) , Spa at 1 2" Max - E, Spa at 12" Max B (Top) and m / D (Bott) Bars B (Top) and D (Bott) S = Skew / / Spaced of 12" Max Angle (deg) B Const Jt ( / / B (Top) and / D (Bott) C Aw Face of Abut BkwI / 0 See structure details for this dimension Bend as shown O A (Bott), Spa at 6" Max A Wingwall or CIP Retaining A ,11'Wall 20`-0" PLAN (Showing Skewed Approach Slab) ADDroach Slab Conc Pavement E (#5 at 1 2" ) B T A D F (#5 at 12") 19 --See details elsewhere in a) plans for L Exp it ------------------- ---- -- -- ' ct -- -- ---- o Q G Permiss Support Const Jt Slab 11 2 -6 5' -0" SECTION B-B Y211 2" End Cov Class 4, 5 or 7 Joint Sealant (Low Modulus Silicone) See Isolation Joint Detail .3 (Typ) Wingwall or CIP G Ret Wall -Support Slab Const it O B, D Backer rod Og r� F, Spa at 12" Max r•� R* 3 " `n 0 B a a Support Slab 130 See Sealed Construction Joint Detail T r— B Epoxy coated 2'-7" cFrTTCAN lr-r Y2 11 Wingwall or CIP Ret Wall Preformed Bituminous Fiber Material ISOLATION JOINT DETAIL t'O 0 BAR TABLE BAR SIZE A #8 B #5 D #5 E #5 F #5 G #5 T #5 APPROXIMATE QUANTITIES(�) Reinf steel weight = 8.5 Lbs/SF of Approach Slab = 18. 4 Lbs/LF of Support Slab Area of Appr Slab = 20W + 0.5W2 tan S (SF) (Support Slab not included) W = Width of Approach Slab (ft) S = Skew Angle (deg) Flare Bars B and D in this region (1'-6" Max Spa, 3" Min Spa). Minimum flared bar length = 2'-6". Bend bars as necessary. 0 Provide longitudinal construction joints that align with longitudinal construction joints in the bridge slab with bridges built in stages. Other longitudinal construction joints must receive approval of the Engineer. See details elsewhere in plans for shoulder drain Iocation and details. ®For Contractor's information only. On portion of support slab that supports the concrete pavement, adjust top surface elevation, if required, to accommodate concrete pavement thickness. Smooth trowel finish. Oil top of support slab with 60 grade oil and apply heavy coat of powdered graphite. Press down one layer of 30# roofing felt. ® Multiple piece tie bars are acceptable at longitudinal construction joints provided minimum laps shown are achieved. (Nee details elsewhere in plans for required cross -slope. Place in accordance with Item 438. Backer rod shall be 25% larger than joint opening and shall be compatible with the sealant. Abut Re i of Min Lap 14" 5" 450 M 21_411 4, _8 Approach Slab BARS E ( U5 ) BARS F ( U5 ) (Flush with Top of Slab) B 1' ! i ", /7. /, /, i .7/7 X/ i, Abutment ` A Backwall D t SECTION D-D Class 49 5 or 7 Joint Sealant (Low Modulus S i I i c--- ` Tool (Typ) Const Joint 1/2,111 SEALED CONSTRUCTION JOINT DETAIL GENERAL NOTES: Construct approach slab in accordance with Item 420. Concrete shall be Class "S" with a minimum compressive strength of 4,000 psi. All reinforcing steel shall be Grade 60. Construct the subgrade or subbase from the bridge for a minimum distance of 100 feet prior to the approach slab, unless otherwise indicated on the plans. Compact and finish the subgrade or foundation for the approach slab to the typical cross-section and to the lines and grades shown on the plans. Cure for 4 days using water or membrane curing per Item 420. Sealant, backer rod and preformed bituminous fiber material is subsidiary to approach slab concrete. (D U. •- L +- a) a U > u L O 4- �(0 0 4- -O + C)0 L•- L�CCC a)(1)Oi CO(f)� .aCA L U) C C 3•-•- w CL C_ + +- ln T OC4_u XOoa: F- L C = oou (D _ U) C LF-LC +OmE o>C >Ix CIC -OF— O '0 >1 C a) -0 () C I cr L a) + + m -v — > O L 0EOa) (0 L ++ -0-0 C_ a) L---- L '0Y _ O C A U) U OCCC +00•— cn a �noa o L q-- L ?, +- +- O L 4-oco 0 L U) U) .. a)0E0 �cn3:3E w :3 (n L a) z o 4- as U~=0 a) V) +oL c� F- o a 0 W Q J n w w J D■ ). Insid Abut Tin I +e-, 1/ " D (T.1r-,1 3 CV 0 .c L �I �g: JOINTS AT ABUTMENTS SKEWS OVER 150 SKEWS THRU 150 Armor Length (See Plan) 1'-0" Erection holes at 4'-0" C-C Max PL 1/2 " (ASTM-A36) conforms to Rdw- PLANS OF ARMOR JOINT PLATES 3" Stud Anchors at 1 ' -0" C-C Max 9" Stud Anchors at 1'-0" C-C Max ELEVATION OF BASIC ARMOR PLATE Joint Opening at 80° F C51%16 " D i a Holes for /8 " D i a Erection Bolts _ %4" Armor Jt ( 1 1/2 " Armor Jt ( Sea I ed) 6 8 I IV[ MJV/ Backer Rod (25 percent % Dia larger than joint opening)C3)JStud Anchors SHOWN WITHOUT 2" OVERLAY AT JOINT LOCATION Joint Sealant (5 O Backer Rod SHOWN AT STEEL RAIL S11 Joint Opening at 800 F 11/16 " Dia Holes for % " Dia Erection Bolts - 2" ACP Overlay 2 (includes 2 course O surface treatment) %411 Armor Jt 0 1 %2 If Armor Jt (Sea I ed) 6 8 \MJ 1IVI-M.)V/- Backer Rod (25 percent %11 Di larger than joint opening) 3—JStud Anchors ARMOR JOINT SECTIONS Showing Armor Joint (Sealed) Joint Sea Iont( 0 B�\./1\,_I 1\,/V SHOWN AT BARRIER RAIL SHOWN WITH 2" OVERLAY AT JOINT LOCATION (�) See detail on Span sheet if -sealing top 01 JOINT SEALANT TERMINATION DETAILS Armor Joint (Sealed) only. Armor Plate is not shown for clarity. v �v� ♦v� I lvV 0 SHOWN AT CURB SIt loint Sealant ( S ONE 1 ' -0" O)Adjust 8" plate height for Overlay thicknesses other than 2 shown. Adjust values b 1.70 Lbs for each y %2" variation from the 2" thickness. Do not paint top 1 Y2" of plate if using sealed armor joint. Set top of backer rod 1" below top of armor plate. Backer rod must be compatible with joint sealant. Use of multiple pieces to create a backer rod cross section is not permitted. Top of backer rod must be convex as shown. ® Blast clean entire contact area between sealant and plate (SSPC-SP10) before installing sealant. Light brush blast and thoroughly clean all dust and debris from concrete 311 surfaces in contact with joint sealant before application of Silicone Seal. 9" �Use Class 7 joint sealant that conforms to DMS-6310. �J Sealant will be placed while ambient temperature is between 550 F and 800 F and i s n i s i ng. Armor Joint does not include joint sealant or backer rod. ® Armor Joint (Sealed) includes Class 7 joint sealant and backer rod. ( Vertical leg of seal shall be formed per the Manufacturer's recommendations. Use Class 4 joint sealant if Class 7 cannot be installed correctly. Install according to Manufacturer's recommendations. GENERAL NOTES: Provide Armor Joints at locations indicated on the Bridge Layout. Provide the seal when "Armor Joint (Sealed)" is noted on the Bridge Layout. These joint details accommodate a joint movement range of 1 % " ( %4" opening movement and %" closure movement). Ship armor joints in convenient lengths of 10'-0" Min and 24'-0" Max unless necessary for stage construction or widenings. One shop splice is permitted in each shipping length provided no piece is less than 2'-0" long and sufficient studs are added to limit the stud to shop splice distance to 2" Min and 4" Max. Use groove welds for all shop and field butt splices. Grind smooth areas in contact with seal. Make all necessary field splice joint preparations in the shop. Electric arc end -weld stud anchors to plates with complete fusion. Punch erection holes to line up in final position of Armor Joint. Match mark corresponding plate sections and bolt together for shipment. Paint portions of plate not in contact with concrete with the primer specified for System II paint. Secure armor joints in position and place to proper grade and alignment by welding braces to adjacent reinforcing steel. Cost of furnishing and installing temporary bracing is subsidiary to the pertinent bid item. After bracing and welding the armor plates, remove erection bolts and spacers before placing slab concrete. Shop drawings for the fabrication of Armor Joints will not require the Engineer's approval if fabrication is in accordance with the details shown on this standard. An Armor Joint Layout which identifies location of each steel section shall be developed by the fabricator. Permanently mark each steel section in accordance with the Armor Joint Layout. A copy of the Armor Joint layout is to be provided to the Engineer. L + a) a) 0 > U) va)03 L O+ +-04- 00 L•— c3�E •L co a)a)0L C 0 U) -- CL 0) C 3____ UJ a_C +_ >+ 1 o C 4- U) xooa) a) L F—LC 000 a) --W v) LF—L0 +0> T X = JoF_ O O L T O on a) C L U) L ()++ a) " — > 0 L OE0(n U 4- a) (A L ++ '01 •— O '0C—a) L •- •- L � Y°o C>100 0 C C C �OQ•- 4- W L U)0a)0 L 4- L T ++OL C C 0 4-0 0L(0U) .. a)oED �(D3Z)E W D W L :2 O (n 0 �a)zv4- a .c U~=�0 a) N + 0 L ►--� 0 X + 0 Q F— O U Q 0 w Q J V) 0 J W u., J Wingwall Length (Varies) End of Bridge Rail 5' -0" M i n for payment OL Sp ice 11 3 7 1/4 " O Concrete Pane I Length _(1 0' M i n - 33' Max) I Some as Slab Concrete Panel Length_ (10' M i n - 33' Max) I Some as Slab AT ABUTMENT BENTS AT SLAB EXP JOINTS Showing TL-3 Transition ROADWAY ELEVATION OF RAIL 4 - 7/8 " Dia A325 Hex Head Bolts with two 1 %4 " O.D. washers. Place washer under each head and nut. The 4 Terminal Connection Bolts shall be tightened in a well distributed pattern so to prevent damage or distortion of the W-Beam Connection and the MBGF Transition. Bolts shall be cut off after installation so as to extend no more than f4" beyond nut. End of cut-off bolt shall be painted with Zinc -rich paint. (3_�-. 0 Top of Abut Wingwall 2 Spa at 6" Bars S r , 10" Max Spa Spa - 2 "V 5 3 Y2 SECTION IT- W-Beam Terminal Connector (10 Gage) 4- -C Approach Slab or CRCP Y2 " Pref B i tum Fiber Material 2, _0 3/4 4 ELEVATION TL-2 TERMINAL CONNECTION DETAILS 2 "—JI I`7 2" 2 Spa at 6" 10" 4" 2 Spa 4" Spa at 10" 10" Max Spa 'A M i n %4 " Max ==================1I==_=______ C • A° G 6° 4• • C ^ C° (L Intermediate Wall Joint (See Detail) AT INTERMEDIATE WALL JOINTS (L 4 - 1" Dia holes and 2 �/2 " No o x 2" deep recesses. Holes and recesses must be formed or cored. Percussion drilling is not permitted. Adjust placement of reinforcing steel as necessary to avoid bolt holes and recesses.(? End of Back of Rail Offset Opening Form to here. Optionally, joint may be formed to top of slob. Fill bottom 6" of joint with concrete if this option is used. Tool V groove INTERMEDIATE WALL JOINT DETAIL Note: Provide intermediate wall joints over all slab construction joints, over interior supports on continuous units, and at equal intervals in between as necessary to maintain a 33' maximum length of unbroken wall. CL 5 - 7/8" Dia A325 Hex Head Bolts with two 1 %4" 0. D. washers. Place washer under each head and nut. The 5 Terminal Connection Bolts shall be tightened in a well distributed pattern so to prevent damage or distortion of the Thrie-Beam Connection and the MBGF Transition. Bolts shall be cut off after installation so as to extend no more than %4" beyond nut. End of cut-off bolt shall be painted with Zinc -rich paint. (3". Top Win( SECTION I`L 5 - 1" Dia holes and 2 %2" Dia x 2" deep recesses. Holes and recesses must be formed or cored. Percussion drilling is not permitted. Adjust placement of reinforcing steel as necessary to avoid bolt holes and recesses.(7 A / n 11 A 11 L Thrie-Beam Terminal Connector (10 Gage ) 4- rM L a) 0 Approach Slab or CRCP L I'ref B i tum Fiber Material ELEVATION TL-3 TERMINAL CONNECTION DETAILS O Metal Beam Guard Fence Transitions must be attached to the bridge rail 2 Spa at 6" and extended along the embankment unless other 's sh n 'n th 4" 2 Spa 4" 10" 4,' 2 Spa 4" 10 2" w e ow e p ans. at 10" Max at 10" Max Showing TL-3 Splice location, Spa Spa TL-2 Splice location is 1'-0". Same as S lab „ �/4 M i n Terminal Connectors and associated hardware are to be paid for under R(#4) Joint Opening R(#4) l4" Max the Item "Metal Beam Guard Fence". Te FS (#5 ) I ( S (#5 ) Increase 2" for structures with 1 r Overlay. ' I Intermediate Wall Joint 4 additional Bars R(#4) 3'-8" in -- ---- --- --- -- -- - - -- -- ------ ------ -- -- --- -- ---- ------ - - -- -- --- ---- ---- - -- -- ---- - -- -- length shall be placed inside 'I I Bars S (#5) and centered 2'-0" from 1 end of rail when Terminal I Connections are required. I I © Back of rail offset may, with Typical Water Engineer's approval be continued 2'� 2" Barrier I 2" to the end of the railing. WU (#5) 3 -0,� Usual U (#5) at 6" Max (TYp) (TYp) 3 -0 Usua I I (Typ) (7 Field bend at 8 Max and M i n ,_ 2 0 ,_ 6 0 Min 2 -0" 6` -0" 2' -0" and M i n Bolt recesses are only required when y q reinforcing Top of Abut pedestrian an sidewalks dewa I ks are adjacent acent to p � FILE: r I stde17• dgi as necessar W, n wa 1 1 5' -0" Max Slot Slot M i n Slot 5' -0" Max back of ra i I . (_("�T-FMT Gnh ri in r., y 9 to maintain 1" cover ELEVATION SHOWING TYPICAL REINFORCING PLACEMENT at taper ' Back of )f f set SHEET 1 OF 2 a� U •— L + a) W oa)o� Lo+ a-U) W +'Q+ DO L•- -- 3'O E a)a)oo a) cn + (I— C 0 0 � 0>Lcnc C Z)•- •- w 0 C 4— {0 X 0 0 C I — LC 00cn 4--- 0 a) W Of L:—L0 +0>0 .OF_0 TU '0 O CAL U) L a)++ > 0 L D 0F=0W U 4— 0 (0 L ++ •— U _0C—a) L---- L � Y°o CTcOU 0 C C C +Oo•- cn a 0a 0 <n L 4— t T + + O L C C 0 4— 0 O L co c0 L () + .. a)0EO cr u) 3 0 E w 3 (0 L :2 O 1:0 O I—'a)Z04— ar J I— . F— L U = 00 V) + o r U x+ o a t- O U Q 0 w Q J r N H Q J W w J 2" 7 1/2 7 1 " R or Chamfer 0 R (#4) Q 00 1 i/2 N (Typ) - ao 4 (Typ) 4 Y2 " 8 0 Nominal Face of Rail S (#5) 10" R 0 — — O j 'j Approach WU (#5 ) I S I ab ro or CRCP I Vertical %2 " Pref B i tum Reinforcing Fiber Material ON ABUTMENT WINGWALLS OR CIP RETAINING WALLS 2 Y4It 1 Y4 If 4" ii 71111� O6 3/4 4 � Installed bar may rest on top 0 cl of s I ob or wo 11 `� 4 'A " 4 N �— �' 10 " 7 % 11 BARS S ( #5 ) BARS U ( #5 ) CAST -IN -PLACE WATER BARRIER Water Barrier General Note` PRECAST WATER BARRIER OPTIONAL WATER BARRIERS 1'-5" is 2 "711 1" R or Chamfer '/2 (Typ) 1 Y4 11 (Typ) 4 Y2 to '/ 2 11 Nominal Face of Rail Adjust bottom bars R (#4 ) as required to maintain 2" cover over s I ots. --\ S (#5) - R (#4) IS ) 1011 R 1 l 4C + cT (Typ)� o C �U(#5) 0 4 `f' = a -� 1 R \ _ ,� 0 �o § 9 -0— — — — a — — a = Ic ON BRIDGE SLAB SECTIONS THRU RAIL BARS WU ( #5 ) 0) C �C a) c. 0 Field bend or cut bars S (#5 ) as required at slots. ON BRIDGE SLAB AT SIDE SLOT DRAIN 2 74 " 1 Y4 ' 1 % " Mn 2 " Max 1 2 4" Installed WWR may rest on top of slab or wall <o N %4" Min - 1 �/2" Max Ln OPTIONAL WELDED WIRE REINFORCEMENT (WWR) DESCRIPTION LONGITUDINAL WIRES VERTICAL WIRES Minimum (Cumulative Total) Wire Area 0.933 Sq In. 0.248 Sq In. per Ft No. of Wires Spacing Minimum 6 4" Maximum 11 12" Maximum Wire The smaller wire shall have an area Size Differential of 40% or more of the larger wire. Increase 2" for structures with Overlay. ® 5 /2" when vertical reinforcing has closer clear cover over horizontal reinforcing in abutment wingwalls or retaining walls on traffic side of wall. (�)As an aid in supporting reinforcement, additional longitudinal bars may be used in the slab with the approval of the Engineer. Such bars shall be furnished at the Contractors expense. 10 Top+longitudinal slab bar may be adjusted laterally 3 - to tie reinforcing. 11 Bend or cut as required to clear drain slots. 12 No longitudinal wires may be within upper bend. GENERAL NOTES: This rail has been evaluated and approved to be of equal strength to railings with like geometry, which have been crash tested to meet NCHRP Report 350 TL-4 criteria. This rail can be used for design speeds of 50 mph and greater when a TL-3 rated guard fence transition is used. When a TL-2 rated guard fence transition is used, this rail can only be used for design speeds of 45 mph and less. Rail anchorage details shown on this standard may require modification for select structure types. See appropriate details elsewhere in plans for these modifications. All steel components except reinforcing shall be galvanized unless otherwise shown in plans. All concrete shall be Class "C". All reinforcing steel shall be Grade 60. Shop drawings will not be required for this rail. This railing may be constructed with slip -forms when approved by the Engineer, with equipment approved by the Engineer. Sensor control for both line and grade must be provided. Tack welding to provide bracing for slip -form operations is acceptable. Welding can be performed at a minimum spacing of 3 ft between the cage and the anchorage. It is permissible to weld to U, WU and S bars at any location on the cage. If increased bracing is needed, additional anchorage devices must be added and welding must be performed in the upper two thirds of the cage. The back of railing shall be vertical unless otherwise shown on the plans or approved by the Engineer. Deformed welded wire reinforcement (WWR) may be used as an option to conventional reinforcement and shall be made in accordance with ASTM A497 (Deformed Wire). Combinations of Reinforcing Steel and WWR or configurations of WWR other than shown will be permitted when the conditions in the table are satisfied and the dimension from end of section to first welded vertical wire does not exceed 3". Water barriers shall be provided at openings draining onto undercrossing roadways and sidewalks. They may be cast in place or precast in convenient length and bonded to the bridge deck with an approved epoxy cement. Epoxy coat bars U and WU if slab bars are epoxy coated. Average weight of railing with no overlay is 313 plf. SHEET 2 OF 2 PROJECT BENCHMARK: GPS MONUMENT NO. 122 - ALUMINUM CAP SET IN CONCRETE, STAMPED "COLLEGE STATION MON. 122, 1994. LOCATED ON THE EAST SIDE OF UNIVERSITY BLVD. NEAR ITS SOUTHWEST CORNER WITH TARROW STREET. (ELEV.=329.57' - NGVD 1929) T.B.M• ##1�#1: TOP NUT OF FIRE HYDRANT LOCATED ON THE NORTH SIDE OF LINCOLN AVENUE. APPROXIMATELY 55' WEST OF THE SOUTHWEST CORNER OF LOT 1, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO (ELEV.=304.48') T.B.M. 2: TOP NUT OF FIRE HYDRANT LOCATED AT THE SOUTHEAST CORNER OF THE AMERISUITES HOTEL. APPROXIMATELY 60' NW OF THE SOUTHEAST CORNER OF LOT 1R, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO (ELEV.=295.08') EROSION CONTROL LEGEND FF FILTER FABRIC FENCE REINFORCED FILTER RFB FABRIC FENCE 0_�STABILIZED CONSTRUCTION ENTRANCE F-P-B-1 INLET PROTECTION BARRIER (PHASE TWO) RFD1 ROCK FILTER DAM (TY 1) SEE TxDOT STANDARD EC(2)-93 i S.T. M.H. RIM=296.59' F/L(S)-290.59' S. S. M.H. RIM=297.08' F/L(W)-288.64' F/L(E)-288.43' / 18"0 STORM ``�� EXISTING 12 SEWER UNIVERSITYDRIVE F. M • 60 S. S. M.H. SANITARY SEWER T CURB INLET UNDERGROUND RIM=289.65' S. S. M.H. (15' OPENING) ELECTRICAL F/L(SW)-277,36' RIM=286.84' I RIM=288.24' I ( ) F/L(E)-277.18' F L W 273.85' F/L(N)-282.67' 20' UTILITY UNDERGROUND ^ EASEMENT "X" IN FIBER OPTIC F/L(E)-273.85'� TRAFFIC BOX v (2333/250) CONCRETE F/L(N)�273.79 5 WALK L.P. �h J 3 J J 1 /2„ I.R._tg 3�ID / / -26' 19 1 79 4!/2 wICAP -- - - - - - - - - - - - FF F� _ _ F FF FF FF FF ---U---- UE - - -- -- -UE- - --- U -UT ----U - - - - -U - UE FF 4• f\/' r -O \ UT - - - U - �'.7` - UT L/ 1 ff 72„SS/ _UT UE F / / I 12' w 12"w ---12"w 12"w - - UT F '`�` GAS G/----GAS GAS - GAS _ 12" \ F.H� / -- � ..._•-- -l" . ---,. .. gas u GAS REMOVE EXISTING CONETE (V '! -� - •�� UNDERGROUND CR CURB AS REQUIRED FOR NEW - ` � � EXISTING 12" ELECTR�L DRIVEWAY, SEE DEMOLITISANITARY SEWER VAJCT-& BOX / �1{�I _ \ / / / NOTE #9 Lt.l ) � - --- - --- ,� _ UNDERGR�DGAS -- I _ T E XI S-T-1 G 12- PVC } / / 0 i A L RFD1 / I W, V c 30' PRIVATE/PUBLIC / / / -�` 'RF$RFIB � ACCESS EASEMENT (3490/269) EXISTING 8" PVC WATER LINE /� S.. M.H� / / R - - RF, WHEELER SUBDIVISION, PHASE TWO REMOVE EXISTING CONCRETE 9s F L(WRI )278.98' � / � � RFB / / ,� / FF BLOCK 1, LOT 1R CALLED: 2.40 ACRES CURB & PAVEMENT AS 0 \ F L(N )-278,69' / I / � -,_----__._ GRAPHICAL 13EPICTI� (VOLUME 3490. PAGE 269) REQUIRED FOR NEW DRIVEWAY, I "` OF FLIDWWAY-PER �a SEE DEMOLITION NOTE #9 Letfa (17rSE No. 03-0))�02P) % % (DATED 7/1/03)� _2�� S. S. M.H. T.B,M, #2 1"E. S.S. M.H. RIM=293.48' TOP NUT OF F.H. ✓'� / / `e _ --- 3490/269) 20' SANITARY SEWER RIM=297,24' F/L(W)-287.53' ELEV,=295.08' 5 EASEMENT (399/590) F/L-287.87' EXISTING 12" PVC F/L(E)-287.45' W Lei SANITARY SEWER F.H. V ROCK RETAINING �" -`/ ` 1 / INSTALL ORANGE BARRICADE FENCE & �86--- WALL w/RAILING ,z"ss L \\ / �/ / REINFORCED FILTER FABRIC (ONE -FOOT IPB c` - 12"ss X IN CONCRETE --- �� --`� UPSTREAM OF FENCE) - TO BE PLACED - o �q _ OUTSIDE OF THE FLOODWAY LIMITS ALONG �� o L P -- _'- \ GRE9� I/' THE EXTENTS OF THE PROPOSED FILL OR 12"ss L. P. �2 r.•.••••:•:•••••••••••• ( RETAININAL WALL, WHICHEVER IS APPLICABLE _ EL CTRI I / J -- J ,/ / w tSOU B D I '" --P I� A S E TWO- s� -OUT� - WTI E-E LE R- M wICA i/ -BLACK 1 LOT 1 FiPB \ 4 •5� �� N E S T L4 CALLED: 6.07 ACRES \� - � 9 69 1 /2�I F � FB - 'PB ` (VOL. 3490' PG. 269) � R � l � � / JUNCTION IBOX \\ I 1 \� J 1\ 1! CAUTION! ! 5�� -�'" �� \� Rrg R l i --- THE CONTRACTOR SHALL EXERCISE EXTREME SEWER \ \ /"c i CAUTION DURING ALL PHASES AND TYPES OF ��,,� 60' PUBLIC ' 9s / WORK OVER AND AROUND THE EXISTING 6" HIGH - � \ EASEMENT (3490/269�\-- 20' UTILITY \ \ EASEMENT ;l (690/175) 1 /2" I.R. w/CAP "KERR" 48" PIPE w/CONCRETE HEADWALL & RAILING F/L(W)- 287.03' 20' UTILITY & WASTEWATER EASEMENT (690/175) ONE LINCOLN PLACE BLOCK 1, LOT 1 CALLED: 4.2347 ACRES (VOLUME 690, PAGE 175 LINE & CURVE DATA LINE DISTANCE I.D. BEARING (FT) L1 S 16' 47' 19" E 17.36 L2 N 73' 13' 19" E 113.41 L3 N 67' 44' 10" E 15.05' L4 S 17' 33' 41" E 22,90' CURVE RADIUS I.D. CHORD BEARING (FT) DELTA C1 S 61' 47' 00" E-35.35' 25.00 89'59'22" PRESSURE GAS LINE. CONTACT ATMOS ENERGY v s FOR SEQUENCING OF WORK AND INSPECTIONS. 6" HIGH PRESSUE CURBUNDERGROUND STEEL GASIf7fNG) SC RIM=293.38 GENERAL CONSTRUCTION NOTES: RABON 1. THE CONTRACTOR SHALL PROMPTLY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THESE METCALF , PLANS AND OTHER CONSTRUCTION DRAWINGS OF DIFFERING DISCIPLINES & SPECIFICATIONS. 2-48"0 STORM ENGINEERING SEWER DRAINS 2• THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF THE EXISTING UTILITIES AS SHOWN ON THESE CONSTRUCTION PLANS IS BASED ON RECORDS OF THE VARIOUS POST OFFICE BOX 9253 UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS COLLEGE STATION, TEXAS 77842 NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO EMAIL: rmengineer@verizon.net f� AVOID ALL EXISTING UTILITIES AND REPAIR ANY DAMAGED LINES, AT HIS OWN EXPENSE, WHETHER THE UTILITY IS COMPANY 48 SHOWNON PRIORPLANS ANOYRNOT. THE EXCAVATION. CONTRACTOR TRACTOR SHNOTIFY ALL ALSO NOTIFYAPPROPRIATE UTILITY ENGINEER FAX OFFICE( 79) 690-03029329 IF DESIGN CHANGES NEED TO BE MADE IN THE FIELD. CELL - (979) 219-4174 EXISTI G 8" / SANI ARY SEWER CONTACT INFORMATION: SURVEYOR TEXAS ONE CALL: 800-245-4545 STRONG SURVEYING 8"ss LONE STAR ONE CALL: (800) 669-8344 1722 BROADTX MOOR, SUITE 105 / TEXAS EXCAVATION SAFETY SYSTEM (DIGTESS): (800) 344-8377 CONCRETE W.V• COCS: ELECTRICAL DIVISION - (979) 764-3660 OFF: (979) 776-9836 HEADWALL F.H. COCS: WATER & SEWER DIVISION - (979) 764-3435 FAX: (979) 731-0096 F/L(NE)-276. VERIZON: JIM SURVANT - (979) 821-4300 F/L(S)-276.7 ATMOS ENERGY: KIMBERLY WINN - (979) 774-2506 24"0 STORM TPHONE EXXON-MOBILE: MICHAEL HLUZA - (281) 591-3720 SEWER VAULT COX COMMUNICATIONS: MIKE LAVENDER - (979) 846-2229 PHONE VAULT 3. CONTRACTOR TO VERIFY ALL UNDERGROUND UTILITIES IN THE FIELD PRIOR TO CONSTRUCTION. 16"W I 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES OR SUBSTANTIALLY SERVICE LINES THAT ARE CROSSED OR EXPOSED DURING CONSTRUCTION OPERATIONS. WHERE EXISTING UTILITIES OR SERVICE LINES ARE CUT, BROKEN, OR DAMAGED, THE CONTRACTOR SHALL REPAIR OR COMPLETE CURB INLET REPLACE THE UTILITIES OR SERVICE LINE WITH THE SAME TYPE OF MATERIAL AND CONSTRUCTION OR (4' OPENING) BETTER; THIS MATERIAL AND WORK SHALL BE AT THE CONTRACTOR'S OWN EXPENSE. FOR RIM=284.71' I F/L(S)-280.61 5. DURING THE EXECUTION OF THE WORK, THE CONTRACTOR SHALL MAINTAIN THE PROJECT SITE IN AN CONSTRUCTION F/L(N)-278.61' ORDERLY AND ACCEPTABLE MANNER AS FAR AS PRACTICAL. THE CONTRACTOR SHALL CLEAN AND ROCK RIP 'RAP FOR REMOVE FROM THE PROJECT AREA ALL SURPLUS AND DISCARDED MATERIALS, TEMPORARY STRUCTURES, 6/22I06 PROPOSEUE 24"c6 STORM AND DEBRIS OF ANY KIND AND SHALL LEAVE THE PROJECT SITE IN A NEAT AND ORDERLY CONDITION, DRAIN, SE CONSTRUCTION ALL CLEAN UP WILL BE DONE TO THE SATISFACTION OF THE ENGINEER. CONSTRUCTION DRAWINGS ENTRANC DETAIL FOR ISSUED PRIOR TO THIS SPECIFIC TIONS 6. CONTRACTOR SHALL COMPLY WITH LATEST EDITION OF OSHA REGULATIONS AND THE STATE OF DATE ARE REPLACED BY TEXAS LAWS CONCERNING EXCAVATION. THIS SET & SHOULD NOT 7. CONTRACTOR SHALL MAINTAIN A SET OF REDLINE DRAWINGS RECORDING AS -BUILT CONDITIONS BE USED FOR DURING CONSTRUCTION. THESE REDLINE MARKED UP DRAWINGS WILL BE SUBMITTED TO THE DESIGN CONSTRUCTION. CONSULTANT WHO WILL MAKE THE CHANGES ON THE ORIGINAL TRACINGS, LABELING EACH SHEET IN THE SIGNET SET AS "RECORD DRAWINGS", AND RETURNING SAME TO THE CITY ENGINEER. +��P�E of t�� 1�'' r r� 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFEGUARDING AND PROTECTING ALL MATERIAL AND 0 * -24"0 STo EQUIPMENT STORED ON THE JOBSITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STORAGE OF ""RA "" 'ME* s SEWER MATERIALS IN A SAFE AND WORKMANLIKE MANNER TO PREVENT INJURIES, DURING AND AFTER WORKING "" """"' " ,"' r HOURS, UNTIL PROJECT COMPLETION. �••' . icFNs��.•�� 9. CONTRACTOR SHALL SAW CUT, REMOVE, AND REPLACE CONCRETE PAVEMENT, CURB AND GUTTER AS REQUIRED TO CONSTRUCT PROPOSED DRIVEWAY(S). CURB INLET (9 OPENING) 10. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PAY FOR AND OBTAIN ALL REQUIRED RIM=287.40' PERMITS AND INSPECTION APPROVALS FOR ALL WORK SHOWN. ■ � F/L-282.61' 11. ANY ADJACENT PROPERTY AND RIGHT-OF-WAY DISTURBED DURING CONSTRUCTION WILL BE UJ uj RETURNED TO THEIR EXISTING CONDITIONS OR BETTER. ■ / EXISTING 16" D.I.P. / WATER LINE �/ � �.2g3.-� ./ice � .•. -- --- ____ � � \ \ � I \ � _--- F/L286�0 � REMOVE EXISTING CONCRETE RELOCATE EXISTING -2g`� ' �� CURB & GUTTER AS REQUIRED GAS MARKER PER _� FOR NEW DRIVEWAY & ROCK RIP -RAP FOR \ \\ \ Ij` THE DIRECTION OF o SIDEWALK IMPROVEMENTS DETENTION POND OVERFLOW \c9 ATMOS ENERGY .....��,. WEIR & PRIMARY OUTFALL, SEE CONSTRUCTION ENTRANCE DETAIL FOR 1 + CURVE DATA: 30' LONE STAR _ >, SPECIFICATIONS I I j E R=656 00 GAS �� � D=62' •12' 41» GRAPHICAL DEPICTION I / 18"0 STORM OF FLOODPLAIN PER �- 1 GAS SIGN gg' SEWER O C�' A=712.28 LOMR (CASE No. 03-06-102P) l� I/ 1 MARKS l .� �' Q / CHD BEAR=S 14' 19' 01" W (DATED 7/1 /03� �( !I I \ 1 I \ o_� / \ I 1 v o P v / I l 0.,, _CURB NW. LET \ �� (9' OPENING) RIM=297.16 9s / 10' P.U.E. \ 1 / ' 1 F/L(NE)-292,20 3? ` (3490/269) �� \� //l / ./292 l<� O 10' P.U.E. �c / (3490/269) GAS SIGN MARKER W.M. `--- W.V. F.H. 20' UTILITY EASEMENT (2251 /329) \ i p��"5 M.H. �I t9 R1=302.95' 1 F/L(SW)-298.00' �9 CONQRETE H ADWALL I I 1� �I I \ FF / w/24" STOR SEWER 20' UTILITY / � ` EASEMENT 2251 329 �� 4" GREY ELECTRICAL �F/L(S) 287,66' ( / ) \ STUB -OUT I \ 1 � L';, \ , 24e'O ST RM \ 9 SE \ �� / �6•s� i / BUFFER YA ORDINANCE No. 2 42 , CURB INL T OP NIN \ IM=2 9.0 cs F/L S)-2 .86' F/L(288.Q9 \ r ( D.I.P.EXISTING 16" WATER LINE i /55 1 y2I.R. / BENT" SSA \ LOT 11 \ / / / CALLED: 0.30 ACRES \ \ \ \ i � � \ 24"0 STORM-91 ASS G4,1 `3� / SEWER ' J J F.H. LOT 10 ��`L \ 15' UTILITY W V `<( aO J� EASEMENT 0 v+ Q / X �,'(� (2251 /329) % .11, 9 V " �- \ FIBER OPTIC \ T.B.M. #1 \ CABLE MARKER / TOP NUT OF F.H. / \ \ ELEV.=304.48' , CURB INLET (9' OPENING) \ RIM=300.60' \ 15' EASEMENT & / /2" I.R. Fi /IL(N)-29.76'()2' 1 BUILDING SETBACK --tl "BENT" STORM 12"0 DETENTION SEWER DRAIN PIPE w/HEADWALL � \ CURB INLET � (9' OPENING) RIM=302.54 INDEX OF SHEETS SHEET SHEET N0. I.D. DESCRIPTION 1 C1.0 EXISTING SITE, DEMOLITION, &EROSION CONTROL PLAN 2 C1.1 CIVIL SITE PLAN 3 C1.2 GRADING PLAN 4 C1.3 DRAINAGE PLAN 5 C1.4 PRIVATE UTILITY PLAN 6 C1.5 PAVING PLAN 7 C1.6 LANDSCAPE PLAN 8 C2.1 WATER LINE "W1" -PLAN/PROFILE: SANITARY SEWER LINE "S1" -PLAN/PROFILE: 9 C2.2 PEDESTRIAN BRIDGE -PLAN/PROFILE: 10 C2.3 VEHICULAR BRIDGE No. 1 -PLAN/PROFILE: 11 C2.4 VEHICULAR BRIDGE No. 2 -PLAN/PROFILE: 12 C3.1 SITE &PARKING DETAILS 13 C3.2 PAVING &DRAINAGE DETAILS � 14 C3.3 EROSION CONTROL &MISCELLANEOUS DETAILS THE FOLLOWING B/CS UNIFIED STANDARD DETAILS ARE ISSUED FOR THIS PROJECT: W1 STANDARD WATER DETAILS S1 STANDARD SEWER DETAILS THE FOLLOWING TxDOT STANDARD DETAILS ARE ISSUED FOR THIS PROJECT: EC(2)-93 ROCK FILTER DAMS ACGP-40-24 (26'34') ABUT FOR 40'-0" CONC SLAB &GIRDER SPANS (PILES) 24 FT. ROADWAY CG-40-24 40'-0" CONCRETE SLAB &GIRDER SPANS 24 FT. ROADWAY CG-MD CONCRETE SLAB &GIRDER MISCELLANEOUS DETAILS BAS-C BRIDGE APPROACH SLAB -CONCRETE PAVEMENT AJ ARMOR JOINT DETAILS TYPE T502 TRAFFIC RAIL DEMOLI110N NOTES: m% 1. DEMOLITION OF EXISTING STRUCTURES AND IMPROVEMENTS SHALL INCLUDE ALL WORK CONTAINED ON THESE PLANS, BUT SHALL NOT BE LIMITED TO THE ITEMS SPECIFICALLY IDENTIFIED. ANY MATERIALS TO BE DEMOLISHED OR CLEARED SHALL BE COMPLETELY REMOVED AND DISPOSED OF. THIS WORK WILL NOT ONLY CONSIST OF ABOVE GROUND ITEMS, BUT UNDERGROUND ELEMENTS AS WELL, INCLUDING BUT NOT LIMITED T0: TREE ROOTS, FOUNDATION SYSTEMS, OLD PIPES, ETC... THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY ADDITIONAL ITEMS THAT REQUIRE DEMOLITION,LU C4 NOT IDENTIFIED ON THIS PLAN, PRIOR TO REMOVAL. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO STAGE AND SEQUENCE ALL DEMOLITION WORK WITH THE OWNER &ARCHITECT TO PROVIDE MINIMAL INTERRUPTION AND INCONVENIENCE OF UTILITY SERVICES AND SUCH SEQUENCE AND STAGING OF WORK SHALL BE APPROVED BY THE ENGINEER PRIOR TO COMMENCEMENT OF WORK. 3. DEMOLISHED SURPLUS MATERIAL SHALL BE LEGALLY DISPOSED OF OFF -SITE. 4. PRIOR TO DEMOLITION WORK OF ALL STRUCTURES, THE CONTRACTOR SHALL OBTAIN AN ASBESTOS SURVEY FOR ALL BUILDINGS TO BE REMOVED, DEMOLITION PERMIT FROM THE CITY OF COLLEGE STATION, AND ALL OTHER PERMITS OR AUTHORIZATION FOR WORK STIPULATED BY LOCAL, STATE OR FEDERAL LAW. 5. THE CONTRACTOR SHALL COORDINATE THIS WORK WITH THE CITY OF COLLEGE STATION -WATER & SEWER DIVISION AND THE CITY INSPECTOR. PRIOR TO ABANDONMENT OF EXISTING UTILITY LINES, ALL NEW LINES &STRUCTURES, RESPECTIVELY, SHALL BE IN PLACE, TESTED, AND APPROVED SO THAT THEY CAN BE PROMPTLY CONNECTED &PLACED IN SERVICE WITH MINIMUM DISRUPTION. 6. THE CONTRACTOR SHALL COORDINATE AND SCHEDULE THIS WORK WITH THE CITY OF COLLEGE STATION -ELECTRICAL DIVISION. THIS WORK WILL BE PERFORMED BY CoCS-ELECTRICAL DIVISION, BUT THE CONTRACTOR SHALL BE RESPONSIBLE FOR REIMBURSEMENT OF ALL WORK, SERVICES, AND MATERIALS REQUIRED BY CoCS TO PERFORM SUCH DUTIES. 7. THE CONTRACTOR SHALL COORDINATE AND SCHEDULE THIS WORK WITH ATMOS ENERGY. 8. THE CONTRACTOR SHALL COORDINATE AND SCHEDULE THIS WORK WITH VERIZON TELEPHONE COMPANY. 9. THE CONTRACTOR SHALL BE RESPONSIBLE TO KEEP THE EXISTING DRIVEWAY, ALONG AMERISUITES, IN A CLEAN CONDITION IF HE USES IT FOR A CONSTRUCTION ACCESS POINT zZ EROSION CONTROL NOTES: 1. EROSION CONTROL MEASURES SHOWN SHALL BE CONSIDERED THE VERY MINIMAL REQUIRED. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO IMPLEMENT ALL OTHER EROSION CONTROL MEASURES (DIVERSION BERMS. DRAINAGE STRUCTURES, SWALES, ADDITIONAL FENCING, ETC...) NECESSARY TO KEEP THE EXISTING IMPROVEMENTS AND DEVELOPMENTS FROM DAMAGE OF ANY KIND. DURING ALL PHASES OF DEMOLITION AND CONSTRUCTION. 2. THE SITE SUPERINTENDENT, OR HIS REPRESENTATIVE, SHALL MAKE A VISUAL INSPECTION OF ALL SILTATION CONTROLS AND NEWLY STABILIZED AREAS ON A DAILY BASIS; ESPECIALLY AFTER A RAINFALL TO INSURE THAT ALL CONTROLS ARE MAINTAINED AND PROPERLY FUNCTIONING. ANY DAMAGED CONTROLS SHALL BE REPAIRED PRIOR TO THE END OF THE WORK DAY, INCLUDING RE -SEEDING AND MULCHING OR RE -SODDING, IF NECESSARY. 3. ALL SEDIMENT TRAPPING DEVICES SHALL BE INSTALLED AS SOON AS PRACTICAL AFTER THE AREA HAS BEEN DISTURBED. ALL SEDIMENT TRAPPING DEVICES SHALL BE CLEANED WHEN THE SEDIMENT LEVEL REACHES 25% CAPACITY. SEDIMENT SHALL BE DISPOSED OF BY SPREADING ON SITE OR HAULING AWAY IF NOT SUITABLE FOR FILL. 4. DURING CONSTRUCTION, CONTRACTOR SHALL MAINTAIN BEST MANAGEMENT PRACTICE (BMP). SEDIMENT FENCE, HAY BALE BARRIERS, OR OTHER SEDIMENT TRAPPING DEVICES SHALL CONTROL ALL STORM WATER LEAVING THE SITE. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING TEMPORARY EROSION CONTROL MEASURES AS REQUIRED FOR DIFFERENT PHASES OF CONSTRUCTION. EROSION CONTROL MEASURES SHOWN MAY NEED TO BE ADJUSTED TO HANDLE INCREASED OR CONCENTRATED FLOWS CREATED BY VARIOUS STAGES OF THE CONSTRUCTION. 6. THE CONTRACTOR IS RESPONSIBLE FOR FILING A NOTICE OF INTENT PRIOR TO COMMENCEMENT OF WORK AND A NOTICE OF TERMINATION AT THE COMPLETION OF THE PROJECT TO THE TCEQ. A CONSTRUCTION SITE NOTICE, VISIBLE FROM THE PUBLIC RIGHT-OF-WAY SHALL BE POSTED AT THE SITE. 7. EROSION CONTROL MEASURES DESIGNATED AS "PHASE TWO" SHALL BE IMPLEMENTED IMMEDIATELY AFTER CONSTRUCTION OF THEIR ASSOCIATED IMPROVEMENTS. 8. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING SEDIMENT CONTROL DEVICES AFTER THE SITE HAS BEEN SEEDED AND/OR SODDED, AND GROUND COVER HAS TAKEN ROOT. 9. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO ENSURE THAT ALL DISTURBED AREAS ARE STABILIZED. DESIGNATED AREAS SHALL BE BLOCK SODDED, AND ALL OTHER AREAS DISTURBED DUE TO CONSTRUCTION SHALL BE HYDRO -MULCHED SEEDED. THESE STABILIZED AREAS SHALL BE SODDED OR SEEDED, FERTILIZED, AND WATERED TO ESTABLISH A SOLID GROUND COVER WITHIN 30 DAYS OF COMPLETION, OR IF ACTIVITY CEASES FOR MORE THAN 14 DAYS. 10. WHEN HYDROMULCH IS REQUIRED, CONTRACTOR SHALL KEEP MULCH MOIST AFTER INSTALLATION AND UNTIL AREA SHOWS GROWTH. 11. CONTRACTOR SHALL SOD RIGHT-OF-WAY AFTER DRIVES, GRADING, AND SIDEWALKS HAVE BEEN CONSTRUCTED. CE��� 12. THE TxDOT STANDARD DETAIL SHEET EC(2)-93 IS ISSUED AS A A PART 0 THE �MC CONSTRUCTION DRAWINGS. JUN 3 0 2006 E 13. SEE CIVIL DETAIL SHEET C2.3 FOR MISCELLANEOUS EROSION CONTROL DET t'COLLEGE CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWS 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 355-1082 FILENAME:0268EC1A SCALE: 1"=30' SUBMITTED DATE: JAN. 23, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A.M. FIELD BOOK: 5 PAGES: 51 -71 RABON METCALF ENGINEERING CLIENT N0. PROJECT N0. REVISIONS 1 6/8/06 -EXTENDED SILT FENCE C I mo SHEET 1 OF 14 PROPERTY INFORMATION WHEELER SUBDIVISION PHASE TWO BLOCK 1, LOT 1 CALLED: 6.07 ACRES (VOL. 3490, PG. 269) NOW OR FORMERLY MAE DEAN WHEELER (VOL. 3490, PG. 269) ZONED C-1 w/OVERLAY CORRIDOR ORDINANCE: RESTAURANT - 1 SPACE PER 65 SQ.FT. (w/o DRIVE THROUGH) REQUIRED: RESTAURANT TOTAL AREA = 7,088 SQ.FT. (7,088 / 65) = 109 SPACES PROVIDED: REGULAR = 173 SPACES VAN H/C = 3 SPACES REGULAR H/C = 3 SPACES TOTAL = 179 SPACES 1 \ �s. 2� 'q M.H. C 2� \ J. B. �r+ ELECTRICAL \ JUNCTION X I Zo 1 /2" I.R. w/CAP "KERR' 20' UTILITY EASEMENT (690/175) 20' UTILITY EASEMENT (2333/250) aD MC&E -- -- --- -- - 811'=mac LINE &CURVE DATA LINE DISTANCE I.D. BEARING (FT) L1 S 16. 47' 19" E 17.36 L2 N 73. 13' 19" E 19.41 L3 N 67' 44' 10" E 15.05' L4 S 17' 33' 41 " E 22.90' CURVE RADIUS I.D. CHORD BEARING (FT) DELTA Cl S 61' 47' 00" E-35.35' 25.00 89'59'22" NOW OR FORMERLY KYLE LEGENDS I, L.P. (VOLUME 5682, PAGE 291) ZONED: C-1 w/O.V. WHEELER SUBDIVISION, PHASE TWO BLOCK 1, LOT I CALLED: 2.40 ACRES (VOLUME 3490, PAGE 269) 20' SANITARY SEWER EASEMENT (399/590) a � it �~ "X" IN o CONCRETE 2-W. V.'s 40' BUILDING SETBACK FIRELANE 30' PRIVATE/PUBLIC ACCESS EASEMENT (349G/269) r S 5�, •oo. .00 'p,CK 60' PUBLIC DRAINAGE SEB EASEMENT (3490/269) T GRAPHICAL DEPICTION -��• CONCRETE s. ` OF FLOODPLAIN PER HEADWALL w/RAILING �� LOMR (CASE No. 03-06-102P) G (DATED 7/1 /03) FOR 48"0 PIPE 20' UTILITY `G> & WASTEWATER Jam\ EASEMENT (690/175) !� , Q � s.� NOW OR FORMERLY \ \ 10' P.U.E. B&B MALKIN CEDAR CREEK, LLC 3?' (3490/269) (VOLUME 3357, PAGE 143) \ ZONED: R-4 ;T \ ONE LINCOLN PLACE B-OCK 1, LOT 1 CALLED: 4.2347 ACRES (VOLUME 690, PAGE 175) \, , "X" IN CONCRETE UNIVERSITY DRIVE N F.M. 60 (MAJOR ARTERIAL) fNNW \. 134 W.M. �\ \ W.V. F.H. 20' UTILITY EASEMENT (2251/329) / \ CONCRETE HEADWALL / ` \ 20' UTILITY FOR 24"% PIPE i �,� G/ EASEMENT (2251/329) \ ELECTRICAL / STUB -OUT c� o / M.H. \ BUFFER R ORDINANCE No.2242 / NOW OR, -FOR E Y RYAN REX G. L ER OLUME 38 PAGE ) ZOD.R-1 / LOT 11 CALLED: 0.30 'ACRES SYMBOL & LINE LEGEND m -o- CHAIN LINK FENCE / G 4,�gP -0- ROD IRON FENCE -UE- UNDERGROUND ELEC. LINE -OHE- OVERHEAD ELEC. LINE -w- WATER LINE y�� J�� 15' UTILITY / -s- SEWER LINE ��� EASEMENT POWER POLE (2251/329) 3 LIGHT POLE LOT 10 GUY WIRE ANCHOR OA/c AIR COND. COMP. \. 134 W.M. �\ \ W.V. F.H. 20' UTILITY EASEMENT (2251/329) / \ CONCRETE HEADWALL / ` \ 20' UTILITY FOR 24"% PIPE i �,� G/ EASEMENT (2251/329) \ ELECTRICAL / STUB -OUT c� o / M.H. \ BUFFER R ORDINANCE No.2242 / NOW OR, -FOR E Y RYAN REX G. L ER OLUME 38 PAGE ) ZOD.R-1 / LOT 11 CALLED: 0.30 'ACRES SYMBOL & LINE LEGEND m -o- CHAIN LINK FENCE / G 4,�gP -0- ROD IRON FENCE -UE- UNDERGROUND ELEC. LINE -OHE- OVERHEAD ELEC. LINE -w- WATER LINE y�� J�� 15' UTILITY / -s- SEWER LINE ��� EASEMENT POWER POLE (2251/329) 3 LIGHT POLE LOT 10 GUY WIRE ANCHOR OA/c AIR COND. COMP. Nwv WATER VALVE Ste+ WATER METER SEM ELECTRICAL TRANSFORMER ®GM GAS METER OMH MANHOLE oc.o. CLEANOUT -(�)-FH FIRE HYDRANT 01P TELEPHONE PEDESTAL ■ Al AREA INLET U,1B JUNCTION BOX - - - BUILDING SETBACK LINE ------- PROPERTY LINE -------- EASEMENT LINE 15' EASEMENT & BUILDING SETBACK (2251/329) i L I. "BENT" / r V 001* i so, ^ �O 1 /2" I.R. "BENT" `-FIBER OPTIC CABLE MARKER 5 `a� -GAS SIGN MARKER 30' LONE STAR GAS EASEMENT (61 / 655) URVE I DATA: R=656. ' -D=62' 12 41" A= 712.28' CHD BEAR=� 14- 19' 01" W 6 W. V. F.H. PHONE VAULT PHONE VAULT ELEVATM T! CERTI� YREOUIRED 0 +1' I 0 +3' *4! fw■ CITY OF BRYAN AUTUMN A r Raj Ci v4 F,y A RS SPRING LOOP SUMMER �Q- �� pRFST OR GLEN F FS�oF 14, aa\ rj R• 0\A\\j 5\\� 0 P� aP �a 9� RABON \ 0 METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 6/22/06 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. �EOFTC X% SITE NOTES • i"' ABON" "F 1. THE CONTRACTOR SHALL PROMPTLY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THESE + ��5 CENSE.•G\��v PLANS AND OTHER CONSTRUCTION DRAWINGS OF DIFFERING DISCIPLINES & SPECIFICATIONS. 11%%/ONAL 2. PORTIONS OF THIS SITE LIE WITHIN THE 100-YEAR FLOODPLAIN AS GRAPHICALLY DEPICTED BY FEMA LOMR - CASE NO. 03-06-102P (DATED JULY 01, 2003). THE SITE IS LOCATED ON FEMA FIRM COMMUNITY NO. 480083, PANEL NO. 0142. ■ 3. DESIGNATED HANDICAP PARKING SPACES, WALKS & RAMPS SHALL MEET ALL TAS & ANSI STANDARDS. WWX 4. ALL ROOF & GROUND -MOUNTED MECHANICAL EQUIPMENT SHALL BE SCREENED FROM VIEW OR ■ ISOLATED SO AS NOT TO BE VISIBLE FROM ANY PUBLIC RIGHT-OF-WAY OR RESIDENTIAL DISTRICT WITHIN 150 FEET OF THE SUBJECT LOT, MEASURED FROM A POINT FIVE FEET ABOVE THE GRADE. THIS C9 ■► SCREENING SHALL BE COORDINATED WITH THE BUILDING ARCHITECTURE AND SCALE TO MAINTAIN A Q Z UNIFIED APPEARANCE. Fm 5. ENHANCED PAVING FOR CONCRETE SIDEWALKS SHALL CONSIST OF EITHER BRICK PAVERS OR STAMPED Q CONCRETE. COLOR AND PATTERN SHALL BE DETERMINED BY THE OWNER, BUT GREY OR NATURAL CONCRETE COLORS ARE NOT PERMITTED. H W6. WHEN BUILDING SETBACKS AND EASEMENT LINES OVERLAP ONLY THE EASEMENT LINE IS SHOWN. 7. 100% COVERAGE OF GROUND COVER, DECORATIVE PAVING, DECORATIVE ROCK, OR A PERENNIAL GRASS IS REQUIRED IN PARKING LOT ISLANDS, SWELLS AND DRAINAGE AREAS, THE PARKING LOT SET BACK, RIGHT-OF-WAY, AND ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION. U) ui 8. THE CONTRACTOR SHALL CONTACT MR. WALLY URRUIIA, CoCS PUBLIC WORKS - SANITATION ■ > ui (979-764-3841), FOR FIELD VERIFICATION PRIOR TO FORMING OR PLACEMENT OF CONCRETE FOR ALL DUMPSTER PADS. 44 Z 9. THE BICYCLE RACK SHALL BE LOCATED ON THE SIDEWALK IN A POSITION SO AS NOT TO OBSTRUCT ■ W PEDESTRIAN MOVEMENT (36" WIDE PATH MINIMUM), AND SO THAT THERE IS A PARKING CLEAR AREA, LOCATED ON PAVEMENT, OF 3' FEET IN ANY DIRECTION. THE BICYCLE RACK SHALL BE CONSTRUCTED SO Q AS TO ENABLE THE USER TO SECURE A BICYCLE BY LOCKING THE FRAME AND ONE WHEEL OF EACH J BICYCLE PARKED THEREIN. THE BICYCLE RACK MUST PROVIDE EASY USABILITY OF BOTH U-LOCKS AND ■ O CABLE LOCKS AND SUPPORT THE BICYCLE FRAME AT TWO POINTS. THE BICYCLE RACK SHALL BE O ANCHORED SECURELY TO THE GROUND. C 10. A PARKING SETBACK VARIANCE WAS GRANTED BY THE ZONING BOARD OF ADJUSTMENTS (CASE FILE r NO. 05-214). THIS VARIANCE ALLOWS A 10' PARKING SETBACK INSTEAD OF 20' ALONG LINCOLN AVENUE WITHIN THE UNIVERSITY DRIVE OVERLAY CORRIDOR. 11. THE DEVELOPMENT OF LOT 1, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO IS ANTICIPATED TO BE AT A TOTAL BUILD OUT BETWEEN 20,000 AND 50,000 SQ.FT. THE APPROPRIATE NON-RESIDENTIAL STANDARS WILL APPLY. IF THE TOTAL BUILD -OUT EXCEEDS 50,000 SQ.FT., THEN THE DEVELOPER/PROPERTY OWNER WILL BE REQUIRED TO RETROFIT THE EXISTING DEVELOPMENT(S) TO MEET SECTION 7.9D3/7.91 OF THE UDO. 12. IN THE EVENT THAT THE DUMPSTER SCREENING AND ASSOCIATE ENCLOSURE HAS TO BE REMOVED FOR UTILITY MAINTENANCE, THE PROPERTY OWNER IS SOLELY RESPONSIBLE FOR THE REPLACEMENT OF THE WALL/FENCE IF THE UTILITY COMPANY HAS TO GET TO A UTILITY LINE AT THIS LOCATION. 13. SEE CIVIL DETAIL SHEET C3.1 FOR MISCELLANEOUS SITE & PARKING DETAILS. PROJECT SITE: M.D.W. CENTRE 1200 UNIVERSITY DR. COLLEGE STATION, TX 77840 rp q�s �pti spti DTI O N o DIMENSIONAL CONTROL NOTES: 1. THE CONTRACTOR MAY OBTAIN AN ELECTRONIC COPY OF THE SITE PLAN FOR CONSTRUCTION PURPOSES. THE ELECTRONIC FILE AND INFORMATION GENERATED, BY RABON METCALF ENGINEERING (RME), FOR THIS PROJECT IS CONSIDERED BY RME TO BE CONFIDENTIAL. WHEN ISSUED, ITS USE IS INTENDED SOLELY FOR THE INDIVIDUAL OR ENTITY TO WHICH IT IS ADDRESSED. THIS MATERIAL IS INTENDED FOR USE BY THE RECIPIENT NAMED, ONLY, AND PERMISSION IS NOT GRANTED TO THE RECIPIENT FOR DISTRIBUTION OF THESE DOCUMENTS IN ANY FORM OR FASHION. THE RECIPIENT UNDERSTANDS THAT THIS DATA IS AUTHORIZED "AS IS" WITHOUT ANY WARRANTY AS TO ITS PERFORMANCE, ACCURACY, FREEDOM FROM ERROR, OR AS TO ANY RESULTS GENERATED THROUGH ITS USE. THE RECIPIENT ALSO UNDERSTANDS AND AGREES THAT RME, UPON RELEASE OF SUCH DATA, IS NO LONGER RESPONSIBLE FOR THEIR USE OR MODIFICATION. THE USER AND RECIPIENT OF THE ELECTRONIC DATA ACCEPTS FULL RESPONSIBILITY AND LIABILITY FOR ANY CONSEQUENCES ARISING OUT OF THEIR USE. 2. ALL DIMENSIONS SHOWN ARE TO BE USED IN CONJUNCTION WITH THESE PLANS FOR LOCATING ALL IMPROVEMENTS AND SHALL BE FIELD VERIFIED BY THE CONTRACTOR FOR WORKABILITY PRIOR TO CONSTRUCTION OF IMPROVEMENTS. 3. UNLESS OTHERWISE SHOWN, ALL DIMENSIONING IS TO THE BACK OF CURB OR EDGE OF PAVEMENT, WHICHEVER IS APPLICABLE. 4. UNLESS OTHERWISE SHOWN, ALL RADIUS FOR CURBS ARE 4'-0" AND 2'-0" FOR SIDEWALKS. 5. BOUNDARY INFORMATION SHOWN WAS PROVIDED BY A BOUNDARY SURVEY CONDUCTED BY STRONG SURVEYING UNDER THE DIRECTION OF MR. H. CURTIS STRONG, RPLS No. 4961. TOPOGRAPHICAL INFORMATION SHOWN WAS PROVIDED BY THIS OFFICE. TRAFFIC CONTROL NOTES: 1. CONTRACTOR SHALL PROVIDE AND INSTALL TRAFFIC CONTROL DEVICES IN CONFORMANCE WITH PART VI OF THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (TEXAS MUTCD, MOST RECENT EDITION WITH REVISIONS) DURING CONSTRUCTION. 2. LANE CLOSURE WILL NOT BE ALLOWED UNLESS APPROVED BY THE CITY ENGINEER. 3. PLASTIC DRUMS SHALL BE USED FOR OVERNIGHT DELINEATION OF OFF ROADWAY WORK AREAS. 4. THE CONTRACTOR SHALL OBTAIN A TRAFFIC CONTROL PLAN APPROVAL BY THE CITY ENGINEER TEN (10) WORKING DAYS PRIOR TO START OF CONSTRUCTION. CONTRACTOR IS REQUIRED TO SUPPLY ALL SUB -CONTRACTORS WITH A COPY OF THIS PERMIT AND APPROVED TRAFFIC CONTROL PLAN. THE CONTRACTOR OR SUB -CONTRACTOR IS REQUIRED TO CONTACT THE CITY INSPECTOR FROM 24 TO 48 HOURS PRIOR TO COMMENCING ANY WORK. COMPE.iANCE JUN 3 0 2006 COLLE 7, ATION ENGUN MERINO REVIEWED FOR C 0 M P I__11A iUN 2 9 Z006 C0LLL6L Slid IUI'$ DE11ft0PME%lTi SEI S ES J IL La N N CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 355-1082 FILENAME: 0268SP1 A SCALE: 1 "=30' SUBMITTED DATE: JAN. 23, 2006 DRAWN BY: R.A.M. CHECKED BY: R,A,M, FIELD BOOK: 5 PAGES: 51-71 RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 - 0288 REVISIONS 1 6; 8/06 - ADD PARKING, PHASE LINE, DETENTION I ml SHEET Z OF 14 PROJECT BENCHMARK: GPS MONUMENT NO. 122 - ALUMINUM CAP SET IN CONCRETE, STAMPED "COLLEGE STATION MON. 122, 1994. LOCATED ON THE EAST SIDE OF UNIVERSITY BLVD. NEAR ITS SOUTHWEST CORNER WITH TARROW STREET. (ELEV.=329.57' - NGVD 1929) T.B M•j1: TOP NUT OF FIRE HYDRANT LOCATED ON THE NORTH SIDE OF LINCOLN AVENUE. APPROXIMATELY 55' WEST OF THE SOUTHWEST CORNER OF LOT 1, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO (ELEV.=304.48') T. B. M._12: TOP NUT OF FIRE HYDRANT LOCATED AT THE SOUTHEAST CORNER OF THE AMERISUITES HOTEL. APPROXIMATELY 60' NW OF THE SOUTHEAST CORNER OF LOT 1R, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO. (ELEV.=295.08') GRADING LEGEND DRAINAGE DIRECTIONAL ARROW 77=100.0o TOP OF PAVEMENT T/C=100.00 TOP OF CURB OR CONCRETE T /W=100.0o TOP OF WALL T,/G=100.00 TOP OF GROUND OR GRATE ♦ S. T. M.H. RIM=296.59' F/L(S)-290.59' ROCK RETAINING WALL w/RAILING UNIVERSITY DRIVEN F.M. 60 „x„ IN =�` v CONCRETE 5' WALK O 1 /2" LR. - / o, � _�93 J � �_UNDE GROUND ® / �� / �2 w/CAP �� - r,,� 2g0 ELECTRICAL TD3�- N 26 1 I- - 179.74' M.H. VAULT & BOX CURB INLET (15' OPENING) RIM=288.24' F/L(N)-282,67' r TRAFFIC f BOX m MATCH SIDEWALK TO EXISTING SIDEWALK AII�s Il" - W T/C=295.10 / T/C=291.00 84 13a FLUSH 959 T/C=2,6i \ LINE & CURVE DATA LINE DISTANCE I.D. BEARING (FT) L1 S 16' 47' 19" E 17.36 L2 N 73' 13' 19" E 19.4.1 L3 N 67' 44' 10" E 15.05' L4 S 17' 33' 41 " E 22.9 0' CURVE RADIUS I.D. CHORD BEARING (FT) DELTA Cl S 61' 47' 00" E-35.35' 25.00 89'59'22" MATCH SIDEWALK TO T/C=291.90 T/W=287.0o T/P=290.00 IT/C=289.82 EXISTING CURB INLET T/G=286.50 T/G=289.50 O° TOP FLUSH /� __ --- --- -- ---- - j / T/C=289.80 T/P=290.00 O 2, 0/ / T/C=291.03 0 /� T C=288.87 - \ I \ 4 T/W=287.50 T/P=291.75 / �, TjC=289.70 _ - �, A.I. r � {ti � T/C=289.93 T/G=287.00 I.R. T/W=288.97 / T B.F. ° w/CAP T/G=286.50 p TA=290.14 T/C=291.92 �Ti G-288.25 A. 2$g� T/C=290.20 I 1 T/P=291.75 M.H. % F D 1 003 0° T/C=289.96 T/P=291.75 i T/W=288.97 =289.29 T C o° T/C=289.83 / �--------290 MAINTAIN 2.00% (MAX) t T/W=288.97 T/P=291.95 T/G=283.00 1 9, T/C=290,33 CROSS - SLOPE THROUGH \ V I I T/G=286.50 ?" / I T/C=289.75 S PEDESTRIAN No. 2,\ S T T%P.J T /C=290.26 aLk CROSS -WALK =291.75 .•�' j ' 290 T/C=291.07 �g T/W=2$8,97 T/C=290,42 J \ / - � T/G%W=287.00 -T/C=290.24 Q M' T/C=290.28 FAPHI A PI TIO� C=290.63 TT/C=290.71O00 WAY / T/C=291,00 291 MATCH DRIVEWAY APRON i / Igo ---W.V.,s ®� I �/ 2.83% F.H. T/C=290.71 / A W. V. MATCH DRIVEWAY APRON cv \ T/C=290.40 F.H. �( / T/W=287.00 TO EXISTING PAVEMENT Tjc=29o.23 / ELEVATION & GRADE FLUSH T/C=294.76 T/C=289.80 a 1 T/G=286.50 I \ T/C=294.44 T/C=292,69 o _`- T/C=289.90 N T/C=290.38 % PHONE VAULT T/P=290.00 ° 3.20% 1.00% ---- 1 / 4 T,/P=290.20 VPHONE --- T/C=294.39 o T/W=287.22 / / T/C=292.69 - o� P=290,00 - VAULT T/ T/G=283.50 � T/C=290,o0 0 1� MATCH SIDEWALK TO 0)2g2 69% T/W=287.22 "7 T/P=290.00 / 1/ WV� o EXISTING CURB INLET 0 / 2 52% / 5' WALK T/P=290.10 T/G=280.00 T/W=287.22 T/P=290.00 \ TOP FLUSH T/G=286,00 T/G=280.00 N T/W=288.50 T/W=287.22 CURB INLET I / T/C=293.4T G= 8500 .T �T/G=280.00 / (4' OPENING ) T/C=292.69 RIM=284.71' w' T/C=290.15 F/L(S)-280.26' F/L(N)-278.61' O T/`C=293.80 T/C=290.00 �f Zo2 T/C=290.21 2�5 T/C=290.25 r' I re)T/C=291.61 ` T/P=290.10 T/P=290.20 ��� / MATCH SIDEWALK TO WHEELER SUBDIVISION, PHASE TWO T/G=281.00 28g `� EXISTING CURB BLOCK 1, LOT 1R / T/C=290.09 P�K / T/C=289.93 T/W=283.50 LONGITUDINAL GRADE, CALLED: 2.40 ACRES `% T/W=288.00 / (VOLUME 3490, PAGE 269) T/C=291.05 G-285.00 / T/C=289.63 TAPER C �' T G=283.00 ELEVATED APPROX. 2" T T/C=291.86 / = ABOVE CURB w/2.00% T/C=289.83 - ---- � STREET T.B.M. #2 %. 0.75% !�. -- SIGN (MAX) CROSS SLOPE TOP NUT OF F.H. / �- T/C=289.83 ELEV.=295.08' I ® _ T/P=290.00 _ MATCH DRIVEWAY APRON �, „W'V.co �0 / J B. / i f / -RESTAURANT , T/P=290.00 F TO EXISTING PAVEMENT _ T/C=290.90 H T/C=28' 1 ' / T/W=285.00 /� T/C=289.53 ELEVATION & GRADE LUSH T,G=284.5c / / - x" IN /I / / (1 1 /2 BRICK LEDGE RECESS 1.007 M.H. T/C=291.33 CONCRETE a------ M.H. 1 / T/W=286.00 �/ PAVEMENT SLOPE SHALL NOT _ 1, 4% A.I, ' - _ T/G=285.5EXCEED 2.00% (IN DIRECTION) o L.P L'P' mmftft ------- / T/C=290.78 % 0 H/C PARKING AREAS T /1,=288.71 7 ♦ M.H. O J.B. - ELECTRICAL JUNCTION BOX 1 /2" I.R. w/CAP "KERR" 48" PIPE w/CONCRETE HEADWALL & RAILING F/L(W)-287.03' ONE LINCOLN PLACE BLOCK 1, LOT 1 CALLED: 4.2347 ACRES (VOLUME 690, PAGE 175) LOMR (CAS . 03-06 10 T C-29214 T/C=292.43 �2 (DATED 7/1 /03) TO EXISTING PAVEMENT / T/C=290.90 ` / I / T/C=292,97 TjC=291.82 - ELEVATION & GRADE FLUSH T P=291.95 �j ° ----_ T C-291.52 �- � / T/C=292.05 T/C=292.74 T/C=292.05 �I \ c� ' F.H. \ \ \ 1 / T /C=292,77 9 �\ ` I MAINTAIN 2.00% (MAX) T W=290.50 T/C= C .14 292.97 T =293 / � / CROSS -SLOPE THROUGH T;'G=290.00 �\ J.B. \ \� M.H. .0 T/c=294.08 293 / '° o SIDEWALK PROJECTION 1� �, 1 T/C=293.22 IN DRIVEWAY GRAPHICAL DEPICTION / ?s9g/ T/C=294.66 / T/C=295.27 295 OF FLOODPLAIN PER ( �' T/C=294.94 ♦ LOMR (CASE No. 93- 06=102P) T/C=293.59 T/C=295.26 CURB INLET / MATCH SIDEWALK TO (DATED �7/1 03) \ 294 /! .0 (9' OPENING) EXISTING CURB INLET / -� T/C=293.90 I \ RIM=293.38' TOP FLUSH 9 A TjC=295,10 � T/C=294.58 Vk ♦ 295 ��- 295 CP \ T G= 287.00 5.8' \ ( T/C= 295.04 T C=295.87 �� - � 296 L.P. T/C=298.00 O� F.H. c�.. ♦ �9� _� '~- ` a \ !rn I / / ��9 T,/C=297.60 V Cps V./ T/C=295.62 T/C=297.76 !Z - DETENTION POND, SEE \ ` \ I '/ ��`� / T/C=296.36 / V. i - - --�� --, SHEET C1.3 \ \ ' " , T/C=297.14 ° MATCH SIDEWALK TO EXISTING CURB TjC=296.94 o CURB INLET LONGITUDINAL GRADE' ELEVATED \ \ 29 / ;:�(9' OPENING / T/C=298.17 RIM=297.1 APPROX. 2" ABOVE CURB w/2.00% T/W=296.30 V / F/L(NE)^ Z 0 / (MAX) CROSS SLOPE 2- 9 T/G=293.50 / N 2°�' T/C=298.20 ♦ _ \ �\ / MATCH SIDEWALK TO T/C=297.85 \o / EXISTING CURB INLET TOP FLUSH 300- �� \ ! y ryo�, �9dy �g T/C=299.00 j W M T/C=296.50 L `7 a GAS SIGN W. V. ' F.H. ♦ �' \ \ � ' T C=296,91 MARKER T/C=298.65 ♦ 9 CONLETE HEADWALL �f l w/24" STORM SEWER (` \ P, \ ♦ ELECTRICAL ` �F/L(S)287.66 \ T - 7 7 \ CURVE DATA: STUB -OUT \ \ I \ I /C 29 5 \ - � � \ \ � ��,\ I � � � R-656.00' / M.Hw / � =62 12 41 r CHD\ BEAR=S 14 191 Woo W �° 0, \ / i \ LOT 11 \ \ ` O / \ CALLED: 0.30 ACRES \ \ \ CURB INLET / (9' OPENING) RIM= 299.02 F/L(S)-290.86 / �s ^ (^ F/L(N)-288 �� O P , 1 /2., 1. R. / i „BENT" G,y� 11 \# l� 2 F.H. 0 / X / \ W. V. ` ,O , LOT 10 0 T.B.M. #1 FIBER OPTIC CABLE MARKER O TOP NUT OF F.H. , \ \ ELEV,=304,48' \ CURB INLET / 3-ELECTRICAL ,�P�� (9' OPENING) L.P. \ STUB -OUTS RIM=300.60' \ F/L(S)-292.48' 1/2" I.R. F/L(N)-291,76' "BENT" % / � r \\ CURB INLEToe loe (9' OPENING) RIM=302.54 lool GRADING NOTES: 1. ALL UNPAVED AREAS SHALL BE ADEQUATELY GRADED TO DRAIN AT A MINIMUM OF 1.00% SLOPE SO THAT NO PONDING OCCURS. 2, UNLESS OTHERWISE SPECIFIED UNPAVED AREAS SHALL DRAIN AWAY FROM BUILDINGS AT A MINIMUM SLOPE OF 1.00% OR SO THAT THE PERIMETER CURB IS 6" LOWER THAN THE FINISH FLOOR. 3. FINISH GRADE ADJACENT TO CURBING OR SIDEWALKS SHALL BE 2" BELOW THE TOP OF CONCRETE AND IN LANDSCAPING AREAS, 2" BELOW. 4. WHEN GRADES FOR TOP OF CURB AND GUTTER FLOWLINE DIFFER, THE SLOPES SHOWN ARE FOR THE GUTTER FLOWLINE. 5. WHEN TOP OF CURB ELEVATIONS ARE SHOWN, THE CURB HEIGHT IS 6" UNLESS OTHERWISE SPECIFIED. 6. THE CONTRACTOR SHALL INSURE THAT ALL ENTRANCES AND ACCESSIBLE PATHS, TO AND FROM THE BUILDING, TO DESIGNATED H/C PARKING SPACES MEET ALL TEXAS ACCESSIBILITY CODES AND ADA STANDARDS. 7. THE CONTRACTOR SHALL FOLLOW THE GENERAL INTENT OF THE GRADING PLANS. MINOR ADJUSTMENTS TO ACTUAL ELEVATIONS SHOWN ON THE GRADING PLAN MAY BE REQUIRED TO MATCH EXISTING GROUND ELEVATIONS & STRUCTURES. 8. SLOPES BETWEEN PROPOSED CONTOURS SHALL BE 4:1 (MAXIMUM) UNLESS OTHERWISE SPECIFIED (DO NOT SCALE). 9. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION AND ANY DRAINAGE DITCH OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER. 10. REFERENCE THE PAVING PLAN (SHEET C1.5) FOR EARTHWORK GRADING, FILL, COMPACTION, AND OTHER REQUIREMENTS. 11. SEE CIVIL DETAIL SHEET C3.2 FOR MISCELLANEOUS GRADING DETAILS. REVIEWED FOR -1 COMPLIANCE _loso� JUN 3 0 2006 COLLEGE STAMN ENGINEERING RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 6/22/06 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. OF TE Iq 1 00, 30N MET 8 00 5�• •• /c F'•IceN •••G� l ` X�/ CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 355-1082 FILENAME: 0268GP1 A I SCALE: 1 "=30' SUBMITTED DATE: JAN. 23, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A,M, FIELD BOOK: 5 PAGES: 51-7' RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 - 0268 REVISIONS 1 6/8/D6 - ADDED PARKING, REVISED GRADING IN2 SHEET 3 OF 14 PROJECT BENCHMARK: 18"0 STORM EXISTING 12" SEWER GPS MONUMENT NO. 122 - ALUMINUM CAP SET IN SANITARY SEWER CURB INLET CONCRETE, STAMPED "COLLEGE STATION MON. 122, UNIVERSITY DRIVE F M 60 S. S. M.H. 1994. LOCATED ON THE EAST SIDE OF UNIVERSITY N RIM=289.65 S.S. M.H. (15' OPENING) UNDERGROUND RIM=288.24' ELECTRICAL F/L(SW)-277.36' RIM=286.84' BLVD. NEAR ITS SOUTHWEST CORNER WITH TARROW UNDERGROUND F/L(E)-277.18' F/L(W)-273.85' F/L(N)-282.67' STREET. 20' UTILITY �� EASEMENT "X" IN FIBER OPTIC F/L(E)-273.85' CONCRETE BOX (ELEV.=329.57 - NGVD 1929) (2333/250) F/L(N)�273.79 ° 5' WALK � T.B.M•1 • L.�. a�4 J 3 i -292 J 1 /2" I.R. 290-SJNDE GROUND -- L.P. TOP NUT OF FIRE HYDRANT LOCATED ON THE / > » �� w/CAP ELECTRICAL NORTH SIDE OF LINCOLN AVENUE. APPROXIMATELY ® _ _ _ _ N 26 _1 - 179.741 VAULT &BOX -- ---- 1- ---U----UE- -- -- -UE- L -UE--- E -�--UE - - -� UE- --U --UE IV r 55 WEST OF THE SOUTHWEST CORNER OF LOT 1, - - UT - - - U - - UT _ `/� 4• 1�0 -' BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE 8Il•: _ uT _ ue_ 9" c' 1/2" I.R. / C - - / TWO , 2';w z„ , , w - u ; (ELEV.=304.48') LINE & CURVE DATA LINE DISTANCE I.D. BEARING (FT) L1 S 16' 47' 19" E 17.36 L2 N 73' 13' 19" E 19.4-1 L3 N 67' 44' 10" E 15.05' L4 S 17' 33' 41 " E 22.90' CURVE RADIUS I.D. CHORD BEARING (FT) DELTA Cl S 61' 47' 00" E-35.35' 25.00 89'59'22" - GAS �'- �•CGAS GAS GAS 1 / `. 1. M. .'S - , -uE_ -- _ E UT F3..S T 10' WIDE CURB SECTION / GAS-_' 1' -ue w/NOTCH OUTS & ROCK I ' RIP -RAP EXISTING 12" ERG ANITARY SEWE / I 1 �i TI 2 P C / p 5' WIDE CURB SECTION c 2q° j w/NOTCH OUTS & ROCK W v o 9 p / 5' dA K / / RIP -RAP I DRAINAGE LEGEND N - i �j 30' PRIVATE/PUBLIC DRAINAGE DIRECTIONAL ARROW ACCESS EASEMENT I I (3490/269) \ / I / / ___ /- V H / IDGE SE AS I T AC. C.F.S. W N ,' No. �T ET C2.3 ) DA DRAINAGE AREA LABEL�� -� �/ OUTLET ®RETAINING I No. (REPORTS THE 100-YEAR EXISTING 8" PVC `L 291 AccuM. Accuv. RAINFALL EVENT) WATER LINE c / / � ' ( /EDE __ �-=/ 286 WALL w/ROCK I; AC. C.F.S. .. 9J t / 3 J ( R DGE, SEE '` RIP -RAP � WHEELER SUBDIVISION, PHASE TWO F 2- - F/L (S)=279.00' gBLOCK 1, LOT 1 R S.S. M.HII 2 / RIM=287.56 • 5 I CALLED: 2.40 ACRES �� Elj I I ALL, w AREA INLET P1 C (VOLUME 3490, PAGE 269) S. S. M.H. F/L(W)-278.98 i 1 5' ( ) RIM=293.48 F/L(NE)-278.69 \ / �/ SEE E 1.2 - TOP=288.71' - I STIR F/L(W)-287,53' T•B.M, #2 M. /� % i S. S. M.H. F/L(E)-287.45' TOP NUT OF F.H. /�� �� �--� - f F/L (SW)=280.$1 � :11, SIG 20' SANITARY SEWER RIM=297.24I J.g, / /' F/L (N)=279.81 289 N S.T. M.H. EASEMENT 399 590 ELEV.=295.08' ( / ) F/L-287.87' EXISTING 12" PVC s \ / p ' RIM=296.59' SANITARY SEWER Wv Q 20' WIDE CURB SECTI �- -REZ, RANT ♦ F/L(S)-290.59' F.H. „ w/NOTCH OUTS & ROCK '- � -- �� 83.00 6.F. OF 24 �^ L RIP -RAP / P "' "''• "" --- 1L __ _28 ADS ( -12) STORM S. S. M.H. - PROPOSED 8 PUBLIC I DRAIN@ 1.00% SLOPE ♦ RIM=297.08' �z"ss i � F/L(W)-288.64' ROCK RETAINING '� F/L(E)�288.43' WALL w/RAILING 12"ss X" IN N / / L SANITARY SEWER, SEE - CONCRETE �, I `� - &H 61.60 L.F. OF 24" / 3 -- - \ l __L T , ADS (N-12) STORM I / ♦ '- ---- = r ' 9_-- DRAIN @ 1.00% SLOPE / 289 J.B. 10' P.U.E. '-�T ��- ---_ ( " / / * - ! AREA INLET (P1 B) (349o/2s // SEMENT � / \ i^ / %� / 4909L- TOP=288.50' 0-8€TElTt6N �'� ___ ��__ EE H. �� F/L (W)=282.43', / \\ -�`��' / / S \ FA N E = 281.43 __--290 % ELECTRICAL 1 I �g0 �L \ / �, JUNCTION BOX ` \ l / II I ��_ ' / 290 5�• ��` �,� 10 WIDE CURB SECTION �/ / U�r \;cgs \ W \ ADS7(N-12) STORM ♦� _�� II 111 S �� w/NOTCH OUTS & ROCK \ RIP -RAP AREA INLET (P1 A) �� \ DRAIN @ 1.00� SLOPE 60' PUBLINAGE \ l i TOP=288.25' �`� �� 291 EASEMENT 3490 269 / ( / �� OUTLET ®RETAINING � WALL w/ROCK / 1� F/L (E)=283.23 RIP -RAP ��j / / / 6" HIGH PRESSURE \ �-- \ / UNDERGROUND GAS �� W 20' UTILITY \ l I l ~ \ F/L (S)=281.93' �' / / C / / STEEL LINE 292 1 \ / ` v / gam.-. -' ` w 24 0 STORM EASEMENT \ I , \ �`,� \�\ / ' PROPOSED � \ SEWER (690/175) l f - _ 18'.00 L.F. OF 36 / g / 1 �293ADS (N-12) STORM \ ✓�� / 15' P.U.E. /2„ I.R. ! 1 g4---- �� / / DRAIN @ 1.00% SLOPE \� / w/CAP "KERR" �'� / / ,� _ \ PROPOSED 6" P JUNCTION BOX \\ H 293 I SEE �cg ��\ 1 /l SHEET 2.1 s °j RIM=290.50 , / ws 30' ON-E-STAR F/L (N)=282.11' (w/21.75"O \ , `\ N PAS EASEMENT RESTRICTING ORIFICE) ` , I � � (61 /655) /-295 CURB INLET 48" PIPE w/CONCRETE HEADWALL & RAILING 2°¢- - F/L (S)=282.21 294 / RIM OPENING) F/L(W)-287,03' - 29.30 L.F. OF 36" -- \ F/L-286,01' ADS (N-12) STORM DRAIN @ 1.00% SLOPE \ `� FHOELAD CRETE SIDESLOPE 20' UTILITY 2g5----- - WALL \ I / \� 2g5& WASTEWATER _ �`'� (N)=282.50' \ I If EASEMENT ♦ (690/175) / L. �V. 4 F.H. � ^� 18"0 STORM / ♦ 10 P.U.E. ` \ \ l / �\ ^ SEWER 3T (3490/269) / a, g� ONE LINCOLN PLACE •��� BLOCK 1, LOT 1 \ S \ \ \ v // �� / 340 E. / CALLED: 4.2347 ACRES \ \, �\ / �f ( / ) / \ CURB INLET (VOLUME 690, PAGE 175) ♦ 2 ` \ �� // 9 9 ♦ - \ \\' /,� / 6 / cs (9' OPENING) RIM=297.16 F/L(NE)-292.20' M. `\ 300----------- W. \ I I% Il� ! / / GAS MARKER N W. V. F.H. •. ♦ \ I 111 ll l 1 / 20' UTILITY �✓'--\ \ I l II l °' EASEMENT (2251/329) S. M.H. \ j RIM-302.95' \ II I / ♦ F/k� w)_298.00 9 CON�RETE HI�ADWALL 20' UTILITY i \ w/24" STOR IIM SEWER II I+ ` 1 P / EASEMENT (2251 /329) - ♦ ELECTRICAL \ �F/L(S)287.66' 111 \ I l / \ CURVE DATA: STUB -OUT \ � \ � \R=656.00' 24 0 ST�JRM \ M.H. \ \ 30' BUFFER YA �g SEyy�d/�ER ` �/�J / 6•v�'� \ i � =620 12' 41" ' \ ORDINANCE No. 2 42 ' /� ' \ �' ♦ , // /� �.' CHD\ BEAR=S 14 19 01 W \r / ��o �` o , \ \ / EXISTING 16" D.I.P. \ ( WATER LINE LOT 11 \ CALLED: 0.30 ACRES \ �\ T.B.M. #1 ` \ / \ TOP NUT F.H. ,�6� CURB INLET i s \ ELEV. 304.48 (9' OPENING) , \ RIM=299.02 / "� F/L(S)-290.86' �s CIS / Q �� \ / F/L(N)-288. O• PG V� 1 /2" I.R. GO�(Q ♦\ \ , F. � „BENT" P�� Gy�^ O L� \ 15' UTILITY ♦ W V. H. / 24"0 STORM I /� O`I, � \ \ O EASEMENT p ey SEWER ,cv (2251 /329) �6 (ac , O / / N� \ \ FIBER OPTIC \ 9� LOT 10 CABLE MARKER CURB INLET \ � L.P. 3-ELECTRICAL / (9' OPENING) \ / i STUB -OUTS / RIM=300.60' F/L(S)-292.48' \ � 15' EASEMENT & 1 /2" I,R. i / F/L(N)�291.76' BUILDING SETBACK (2251 /329) / "BENT" / STORM 12"0 DETENTION / / \ SEWER DRAIN PIPE w/HEADWALL / CURB INLET (9' OPENING) / RIM=302.54 i GENERAL UTILITY NOTES (PRIVATE & PUBLICS RABON 1. THE CONTRACTOR SHALL PROMPTLY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THESE METCALF 2-48"0 STORM PLANS AND OTHER CONSTRUCTION DRAWINGS OF DIFFERING DISCIPLINES & SPECIFICATIONS. ENGINEERING SEWER DRAINS 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF THE POST OFFICE BOX 9253 EXISTING UTILITIES AS SHOWN ON THESE CONSTRUCTION PLANS IS BASED ON RECORDS OF THE VARIOUS COLLEGE STATION, TEXAS 77842 UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS EMAIL: rmengineer@verizon.net / NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO AVOID ALL EXISTING UTILITIES AND REPAIR ANY DAMAGED LINES, AT HIS OWN EXPENSE, WHETHER THE OFFICE - (979) 690-0329 UTILITY IS SHOWN ON THE PLANS OR NOT. THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE UTILITY FAX - (979) 690-0329 COMPANY 48 HOURS PRIOR TO ANY EXCAVATION. THE CONTRACTOR SHALL ALSO NOTIFY THE ENGINEER CELL - (979) 219-4174 / EXIST( c 8" IF DESIGN CHANGES NEED TO BE MADE IN THE FIELD. SAKI ARY SEWER SURVEYOR / CONTACT INFORMATION: STRONG SURVEYING a"ss TEXAS ONE CALL: 800-245-4545 1722 BROADMOOR, SUITE 105 LONE STAR ONE CALL: (800) 669-8344 BRYAN, TX 77802 �Wv TEXAS EXCAVATION SAFETY SYSTEM (DIGTESS): (800) 344-8377 OFF: (979) 776-9836 F.H. COCS: ELECTRICAL DIVISION - (979) 764-3660 FAX: (979) 731-0096 CoCS: WATER & SEWER DIVISION - (979) 764-3435 VERIZON: JIM SURVANT - (979) 821-4300 24% STORM PHONE ATMOS ENERGY: KIMBERLY WINN - 979 774-2506 SEWER VAULT ( ) PHONE EXXON-MOBILE: MICHAEL HLUZA - (281) 591-3720 VAULT COX COMMUNICATIONS: MIKE LAVENDER - (979) 846-2229 �6"w 3. CONTRACTOR TO VERIFY ALL UNDERGROUND UTILITIES IN THE FIELD PRIOR TO CONSTRUCTION. SUBSTANTIALLY 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES OR COMPLETE CURB INLET SERVICE LINES THAT ARE CROSSED OR EXPOSED DURING CONSTRUCTION OPERATIONS. WHERE EXISTING (4' OPENING) UTILITIES OR SERVICE LINES ARE CUT, BROKEN, OR DAMAGED, THE CONTRACTOR SHALL REPAIR OR FOR RIM=284.71' REPLACE THE UTILITIES OR SERVICE LINE WITH THE SAME TYPE OF MATERIAL AND CONSTRUCTION OR I F/L(N)-278,61' BETTER; THIS MATERIAL AND WORK SHALL BE AT THE CONTRACTOR'S OWN EXPENSE. CONSTRUCTION 5. CONTRACTOR SHALL COMPLY WITH LATEST EDITION OF OSHA REGULATIONS AND THE STATE OF TEXAS 6/22/06 LAWS CONCERNING EXCAVATION. CONSTRUCTION DRAWINGS 6. CONTRACTOR SHALL MAINTAIN A SET OF REDLINE DRAWINGS RECORDING AS -BUILT CONDITIONS ISSUED PRIOR TO THIS SEWER STORM J DURING CONSTRUCTION. THESE REDLINE MARKED UP DRAWINGS WILL BE SUBMITTED TO THE DESIGN DATE ARE REPLACED BY CONSULTANT WHO WILL MAKE THE CHANGES ON THE ORIGINAL TRACINGS, LABELING EACH SHEET IN THE THIS SET & SHOULD NOT N ET SET AS "RECORD DRAWINGS", AND RETURNING SAME TO THE CITY ENGINEER. BE USED FOR 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFEGUARDING AND PROTECTING ALL MATERIAL AND CONSTRUCTION. EQUIPMENT STORED ON THE JOBSITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STORAGE OF of rF t� MATERIALS IN A SAFE AND WORKMANLIKE MANNER TO PREVENT INJURIES, DURING AND AFTER WORKING �`��P•••"'••:��s?I HOURS, UNTIL PROJECT COMPLETION. 8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PAY FOR AND OBTAIN ALL REQUIRED �:..•••..oN•.A.• ET'c 3 PERMITS AND INSPECTION APPROVALS FOR ALL WORK SHOWN. s •� i 9. ALL EXCAVATION FOR UNDERGROUND UTILITIES SHALL BE MADE TRUE TO GRADE. EXCAVATION SHALL , sS/o BE MADE A MINIMUM OF SIX INCHES BELOW THE REQUIRED GRADE AND PROVIDE A SAND BED FOR THE tt��`"` �f,qo� PIPING. BACKFILL OVER PIPING SHALL BE MADE WITH EARTH OR FILL SAND, FREE OF DEBRIS, AND SHALL BE TAMPED BY HAND OR MECHANICAL MEANS TO THE DENSITY OF THE ADJACENT UNDISTURBED EARTH 9) / OR TO 95% STANDARD PROCTOR DENSITY (ASTM D698), WHICHEVER IS GREATER. ALL TRENCHING AND 3 EXCAVATION SHALL BE DONE IN STRICT ACCORDANCE WITH CURRENT OSHA REQUIREMENTS AND ALL OTHER APPLICABLE SAFETY CODES AND STANDARDS. WW 10. MINIMUM BURY OR COVER SPECIFIED IS TO BE MEASURED FROM FINISHED GRADES. WHERE UTILITY 0 / LINES EXTENDS UNDER PAVEMENT, THE BURY OR COVER SHALL BE MEASURED FROM THE BOTTOM OF THE V9 INN STRUCTURE. uj m � PROPOSED 8" PUBLIC WATER LINE, SEE 11, UTILITY INSTALLATIONS IN NON-STRUCTURAL AREAS SHALL BE BACKFILLED WITH TYPE "D" BEDDING a z SHEET 2.1 REQUIREMENTS. IN STRUCTURAL AREAS (UNDER FOUNDATIONS, PAVEMENTS, WALKS, ETC...) THE UTILITIES > O SHALL BE BACKFILLED WITH CEMEMT STABILIZED SAND. z loom EXISTING 16" / WATER LINE D.I.P. 12. REGARDLESS OF ELEVATIONS SHOWN FOR MANHOLE RIMS, CLEAN -OUT COVERS, OR GRATES SHALL / BE PLACED FLUSH WITH THE PROPOSED PAVEMENT ELEVATION AND SLOPE. MANHOLES NOT IN PAVEMENT W AREAS SHALL BE SET 3" ABOVE THE FINISHED GRADE. U 13. CONTRACTOR SHALL UNCOVER EXISTING UTILITIES AT A "POINTS F DETERMINE IF uj W E S U L ES ALL 0 S O CROSSING TO DE ER E CONFLICTS EXIST BEFORE COMMENCING ANY CONSTRUCTION. NOTIFY THE ENGINEER AT ONCE OF ANY W CONFLICT. > ui 14. THE CONTRACTOR SHALL COORDINATE ALL UTILITY INSTALLATION SO THAT GRADE CRITICAL ELEMENTS (I.E. STORM DRAIN, SANITARY SEWER, ETC...) DO NOT CONFLICT WITH NON -GRADE CRITICAL ELEMENTS (I.E. ELECTRICAL CONDUIT, WATER SERVICES, ETC...). m W 15. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, EQUIPMENT, AND LABOR FOR EXCAVATION, INSTALLATION, BACKFILLING OF UTILITY LINES AND RELATED APPURTENANCES AS SHOWN ON THE PLANS. mi 0• 0 J 16. THE LOADING AND UNLOADING OF ALL PIPE AND OTHER ACCESSORIES SHALL BE IN ACCORDANCE O O WITH THE MANUFACTURER'S RECOMMEND PRACTICES AND SHALL AT ALL TIMES BE PERFORMED WITH CARE TO AVOID ANY DAMAGE TO THE MATERIAL. THE CONTRACTOR SHALL LOCATE AND PROVIDE THE cm NECESSARY STORAGE AREAS FOR MATERIALS AND EQUIPMENT, r 17. THE CONTRACTOR SHALL COORDINATE ALL SLEEVING REQUIRED FOR ON -SITE UTILITIES AND IRRIGATION SYSTEMS. REFERENCE LANDSCAPE PLAN (SHEET C1.6) AND IRRIGATION SYSTEM PLAN (BY OTHERS). 18. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL CONNECTIONS TO PUBLIC SYSTEMS AND INSTALLATIONS WITH REGULATORY INSPECTOR. 19. CONTRACTOR SHALL MARK ALL SERVICE LEADS WITH PVC PIPE BURIED A MINIMUM OF 3' INTO THE GROUND AND COLOR COORDINATED. 20. REFER TO PRIVATE UTILITY PLAN (SHEET C1.4) FOR OTHER UNDERGROUND UTILITY IMPROVEMENTS. STORM SEWER NOTES: 1. ALL PRIVATE 12" - 48" STORM SEWER PIPE, EXCEPT AS NOTED, TO BE CONSTRUCTED OUT OF HDPE (DR 21) PIPE CONFORMING TO ASTM F-714 AND HAVING A MINIMUM PIPE STIFFNESS OF 46. 2. ALL PUBLIC STORM SEWER TO BE REINFORCED CONCRETE PIPE, A.S.T.M. C-76 CLASS III. 3. CONTRACTOR SHALL PROVIDE A MINIMUM OF 12" (TWELVE INCHES) CLEARANCE AT STORM SEWER AND WATER LINE CROSSINGS, AND A MINIMUM OF 12" (TWELVE INCHES) AT STORM SEWER AND SANITARY SEWER CROSSINGS. 4. SEE CIVIL DETAIL SHEET C3.2 FOR MISCELLANEOUS DRAINAGE DETAILS. COMPII_114 6C JUN 3 0 2006 - COLLEGE NATION ENGINEERVING CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 355-1082 FILENAME:0268DP1A I SCALE: 1"=30' SUBMITTED DATE: JAN. 23, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A,M. FIELD BOOK: 5 PAGES: 51-71 RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 - 0268 REVISIONS 1 6/8/06 - ADDITIONAL PARKING IN3 SHEET 4 OF 14 PROJECT BENCHMARK: 18"0 STORM GPS MONUMENT NO. 122 - ALUMINUM CAP SET IN EXISTING 12 SEWER CONCRETE, S. S. M.H. SANITARY SEWER CURB INLET 1994.LOCA LOCATED OND THEO EAST SIDETIOF UNIVERSITY UNIVERSITY DRIVEN F.M. 60 UNDERGROUND RIM=289.65' S. S. M.H. (15' OPENING) BLVD. NEAR ITS SOUTHWEST CORNER WITH TARROW ELECTRICAL F/L(SW)-277.36I RIM=286.84' STREET. UNDERGROUND F/L(E)-277.18' F/L(W)-273.85' RIM(N)-2 4 �r\ 20' UTILITY FIBER OPTIC F/L(E)-273.85' F/L(N)�282.67' EASEMENT "X" IN (ELEV.=329.57' - NGVD 1929) / (2333/250) CONCRETE _ _ _ --__ -- - F/L(N)-273.79' - TRAFFIC BOX T. B. M. #1: ��i�� 5' WALK O `L.P. 1 /2" I.R. UNDERGROUND L. !' w/CAP ELECTRICAL TOP NUT OF FIRE HYDRANT LOCATED ON THE N 72� 26' 19" E - 179.74' VAULT &BOX NORTH SIDE OF LINCOLN AVENUE. APPROXIMATELY - _ _ _ _. _ _ _ _ _ _ _ i _ _ O 55' WEST OF THE SOUTHWEST CORNER OF LOT 1, - - -U - - - -UE- - - - - - -UE- - -UE- - - -UE- - - -UE- - - -UE- - - -UE- - - -UE- -UE- - -UE Emil N BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE 8 Il®'° - - UT - - - u - - - UT - -- uT -- 4• 13 721,SS \ TWO �T - - - _LIE 9 E 1 /2 I.R. (ELEV.=304.48') LINE & CURVE DATA LINE DISTANCE I.D. BEARING (FT) L1 S 16' 47' 19" E 17.36 L2 N 73' 13' 19" E 19.41 L3 N 67' 44' 10" E 15,05' L4 S 17' 33' 41 " E 22.90' CURVE RADIUS I.D. CHORD BEARING (FT) DELTA Cl S 61' 47' 00" E-35.35' 25.00 89'59'22" UT 8"SS UE -- S - / cys EXISTING 12" / SANITARY SEWER ERGROGNAD GAS E TING 12" PVC L2 WATER LI Cl \ ,/ L1 � 390 L.F. OF 2-4" PVC CONDUIT VEHICULAR {R. r ..I (GREY) w/PULL STRING FOR / �MDHKI LAR ,ICc1 W. V. 12 w 12 w 12 W 12 w i f -GAS - -GAS - -GAS - -GAS -- ,,.,. - UE_15, 1 /Z" I.R. -vv. V.'S / COORDINATE CONNECTION OF PRIMARY ELECTRIC w/CoCS UTILITIES DEPT. �9 0 ELECTRIC SERVICE (48" MIN. 5` WALK / 30' PRIVATE/PUBLIC N COVER & MAINTAIN MIN. 41 ACCESS EASEMENT SEPARATION w/OTHER UTILITIES) ti / (3490/269) \ I I / / PEDESTRIAN RETAINING I ii►' W WALL ; . � Y \i BRIDGE � ELECTRICAL Q EXISTING 8" PVC JUNCTION BOX / 126 L.F. OF 6 PVC 4" STANDARD I WATER LINE (BY CoCS) ' / (SDR-26, CL160) SEWER CLEANOUT II ; REMOVE & REPLACE i� 9� J'� SERVICE ® PER FOOT F/L=285.00' ' I WHEELER SUBDIVISION, PHASE TWO MANHOLE RING & COVE \ RI 287.56' / SLOPE (48" MIN. COVER) (( I BLOCK 1, LOT 1R AND ELEVATE FLUSH CALLED: 2.40 ACRES • F/L )-278.98' / IJA�K „ (VOLUME 3490, PAGE 269) s.s. M.H. w/PAVEMENT-289.72 F/L(N }-278/ / 4" STANDARD 5' PRIVATE 240 11 a RIM=293.48' \ / CLEANOUT STORM DRAIN I( F/L(W)-287.53' T.B.M. #2L M.H. F/L=284.25' E SHE C1.3�(( f S. S. M.H. F/L(E)�287.45' TOP NUT 29 F.H. "ss ( 3 20' SANITARY SEWER RIM=297.24' 75 L.F. OF 2" PVC , S.T. M.H. EASEMENT 399 590 ELEV.=295.08' ( / ) F/L�287.87' EXISTING 12" PVC 9 / \ ` CONDUIT GREY CLASS 200IVATE ' PVC ) WATER 9LINE • I1( RIM=296.59' W.V. I s N (GREY) I F/L(S)-290.59' SANITARY SEWER F.H. w/PULL STRING FOR \/ FIRE SERVICES TO BUILDING I( S. S. M.H. `�- /'� \ ELECTRIC SERVICE RIM=297.08' -'� i^ F/L(W)=297.64' ROCK RETAINING -------' 12"SS , (36" MIN. COVER) / 70 L.F. OF 2" TYPE K • I((I 3' F/L(E)-288.43' WALL w/RAILING ' 12" SS "x" IN L3 / COPPER WATER SERVICE / CONCRETE 30 L.F: OF CREEK (24" MIN. COVER) A. 1. 3 12"ss CROSSINg FOR PRIMARY ELECTRIC \ / BACKFLOW PREVENTOR i I FOR AUTOMATIC FIRE LE ` J.B. ---- -_ - - - ------ STUBTRIUTL SPRINKLER SYSTEM 3 I 1-1 1/2" DOMESTIC METER p i RESTAURANT / COORDINATE CONNECTION w CAP `\ `� / N „ _ / 0.40 ACRE , / �// 1-1 IRRIGATION METER F F -290 00 55 PRIVATE DETENTION OF PRIMARY ELECTRIC 1 /2" I.R. L4 � ', / � � ' ' • & DRAINAGE EASEMENT w/CAP \ / //' r, ! (TAPS PROVIDED BY CoCS) 3 15"0 DETENTION (3490/269) w/CoCS UTILITIES DEPT. P LI 8 SAN., SEWER ET C2.1/ POND DRAIN LINE SESHE0M.H. / \ A 1 i �s `''�� w \ ' FREE-STANDING REMOTE 3 / + �,.•/ ELECTRICAL TRANSFO ERDC / .5A 0 / VEHICULAR w/MEER (BY CoCS) / w LINE FROM BUILDICPVC NG L GTO FDC ELECTRICAL ++ V�I /� BRIDGE No. 2 1000 AMP / / \\\ \ w \ / JUNCTION BOX +� \ ,. 120/208 VOLT 3 PHASE) Is 5 PROPOSED 15' / / ..► �/'� ' '- f/ PUBLIC P.U.E. EASEMENT (3490/269) "�' LIC 8" / 9�� \ d RETAINING SAN. EWER WALL E SHEE C2.1 / GAS METER (ROTARY TYPE 300-02-00) 20' UTILITY �,/ / / 2,905,410 BTU w/2 PSI \ \ / F EASEMENT �-� / \\ ' 24"0 STORM � (690/175) SEWER / `\120 L.F. OF 2-4" PVC CONDUIT �, \ 2-48"0 STORM SEWER DRAINS EXIST G 8" SANI ARY SEWER 8"SS W. V. TF.H. 24"0 STORM PHONE SEWER VAULT PHONE VAULT v CURB INLET (4' OPENING) RIM=284.71' F/L(S)- 280.26' I F/L(N)-278.61' I 24"0 STORM SEWER STREET SIGN I SIGN I / 10' P.U.E. (3490/269) 3 / PUBLIC 8" WATER LINE SEE SHEET C2.1 / / EXISTING 16" D.I.P. WATER LINE / 1/2" I.R. �- / `� /`i` (GREY) w/PULL STRING FOR w/CAP "KERR\\ / " � / \\� ! FUTURE ELEC. SERVICE (48" MIN. / ! J.D. o COVER & MAINTAIN MIN. M c3 /� PROPOSED 15' SEPARATION w/OTHER UTILITIES) PUBLIC 6" \\ o' j PRIVATE 36"0 ` P.U.E. 9sWATESEE SHEET LINE STORM DRAIN 757OF 4-3 PVC CURB INLET 48" PIPE w/CONCRETE SEE SHEET C1.3 iI(GREY) w/PULL / (9' OPENING)HEADWALL & RAILINGF/L(W)-287.031 FOR CABLE & PHONE RIM=293.38' / I SERVICE (PLACED IN SAME !! F/L-286.01' O DITCH w/24 MIN. COVER) ; Jac✓ 325 L.F. OF 4" 20' UTILITY �� & WASTEWATER POLYETHYLENE FOR GAS / ��� ' �� Q. COORDINATE CONNECTION EASEMENT () ` SERVICES 36" MIN. COVER OF PRIVATE UTILITIES � �� � � / / (690/175) w/APPROPRIAE UTILITY }� 6" HIGH PRESSURE \cs / �/ COMPANY UNDERGROUND GAS----- L.P. � v RETAINING._/ STEEL LINE DLO., �,.% WALL \ �V V./ Q. DETENTION FACILITY \ V 30' LONE STAR / V. GAS EASEMENT 9s, 18"0 STORM / 10' P.U.E. SEWER / (3490/269) (61 /655) CURVE DATA: }7 0 R=656.00' ONE LINCOLN PLACE r�. BLOCK 1, LOT 1 10' P.U.E. / D=62 1241 CALLED: 4.2347 ACRES (3490/269) \ / A= 71 2.2� 8 (VOLUME 690, PAGE 175) � �, CURB INLET vs (9' OPENING) CHD BEAR=S 14' 19' 01" W RIM=297.16 / F/L(NE)-292.20' W.M ` J � GAS SIGN WV F.H. � ` � / � MARKER 20' UTILITY EASEMENT (2251/329) i \ �P i S. S. M.H. \ RIM=302.95' F/L(SW)-298.00' CONCRETE HEADWALL 20' UTILITY i ` w/24"0 STORM SEWER L.P. EASEMENT (2251/329) / ELECTRICAL F/L(S)-287.66' Vd STUB -OUT 24"0 STORM i SANITARY SEWER NOTES (PUBLIC & PRIVATE) / .M.H• 30' BUFFER YARD SEWER / I 6Ilk 1 ORDINANCE No. 2242 1. WHEN MAKING A CONNECTION TO AN EXISTING SANITARY SEWER MANHOLE, CONTRACTOR SHALL PLUG DOWNSTREAM END OF / PROPOSED SANITARY SEWER, THE SEWER SHALL REMAIN PLUGGED UNTIL FINAL ACCEPTANCE BY THE CITY. s 2. WATER &SANITARY SEWER THAT ARE PARALLEL MUST BE INSTALLED IN SEPARATE TRENCHES WITH NO LESS THAN 9' (NINE FEET) MIN. CLEARANCE. ADDITIONAL CLEARANCE CRITERIA PER THE TCEQ IN 317.13 APPENDIX "E". WHERE IT IS NOT POSSIBLE TO ass ACHIEVE THE NINE FOOT SEPARATION DISTANCE SHALL BE A MINIMUM OF TWO FEET BETWEEN OUTSIDE DIAMETERS, THE HORIZONTAL TING 16" D.I.P. TER LINE SEPARATION DISTANCE SHALL BE A MINIMUM OF FOUR FEET BETWEEN OUTSIDE DIAMETERS, THE SEWER AND WATER LINES SHALL BE LOT 11 / / W INSTALLED IN SEPARATE TRENCHES AND THE SEWER SHALL BE LOCATED BELOW THE WATERLINE. CALLED: 0.30 ACRES \ T.B.M. #1 ^ r TOP NUT OF F.H. N CURB INLET _ v' 3. UNLESS MANHOLES CAN BE MADE WATERTIGHT AND TESTED FOR NO LEAKAGE, THEY MUST BE INSTALLED SO AS TO PROVIDE A ss� ELEV.=304.48' (9' OPENING) ~ MINIMUM OF NINE FEET OF HORIZONTAL CLEARANCE FROM AN EXISTING OR PROPOSED WATERLINE. IF THE NINE FOOT SEPARATION UTILITY DEMAND SUMMARY: DISTANCE CANNOT BE ACHIEVED, THE WATERLINE MUST BE ENCASED IN A JOINT OF 150 PSI PRESSURE CLASS PIPE AT LEAST 18 G�' / RIMS)-292 FEET LONG AND TWO NOMINAL SIZES LARGER THAN THE WATERLINE. THE SPACE AROUND THE CARRIER PIPE SHALL BE SUPPORTED s / �P50�'1 / F/L(S)M290.86' / �S �/ AT 5 FOOT INTERVALS WITH SPACERS OR BE FILLED TO THE SPRINGLINE WITH WASHED SAND. THE ENCASEMENT PIPE SHALL BE PEAKr S QG� /! F/L(N)�288. �+ USE AVG. (x4.0CENTERED ON THE CROSSING AND BOTH ENDS SEALED WITH CEMENT GROUT OR MANUFACTURED SEAL. P � " �j /� � � Gp�Q � ,� 1 /2I.R. "BENT" F,H. / 5 cy /C� O 4. CENTER JOINT OF SANITARY SEWER AT WATERLINE CROSSINGS. PROVIDE CEMENT SAND BACKFILL FOR THIS JOINT. USE SEWER (gpd) 26,880 107,520 O ��'� \ 15 UTILITY ` V. 24"0 STORM \ l PRESSURE PIPE IF VERTICAL SEPARATION IS LESS THAN NINE FEET. NT WATER (gpm) 28 112 ��o�� (2251/329) / SEWER o IRRIGATION (gpm) 30 30 �� ` \ �/ / �,% i t 5. IF CLEARANCE IS BETWEEN 6 INCHES TO TWO FEET, ONE 20 FOOT JOINT OF C-900 PVC, 150 PSI WATERLINE SHALL BE y �+ CENTERED AT SANITARY CROSSING. NOTES: LOT 10 1. PEAK WATER SHALL BE DETERMINED BY THE BUILDING CODE - FIXTURE COUNT METHOD 15' EASEMENT & FOR THIS RESTAURANT BUILDING SETBACK DEVELOPMENT. (2251/329) i 2. SANITARY SEWER AVERAGE DAILY FLOW IS BASED UPON THE CALCULATED AVERAGE WATER / DEMAND AND A 16-HOUR USAGE / FIBER OPTIC CABLE MARKER 6. NO CAST -IN -PLACE MANHOLES SHALL BE USED. CURB INLET L.P. \-3-ELECTRICAL (9' OPENING) 7. ALL SANITARY SEWER PIPE 6" TO 15" SHALL BE SDR 26 PVC SEWER PIPE MEETING ASTM SPECIFICATION D-3034 HAVING A STUB -OUTS �/ RIM=300.60' MINIMUM PIPE STIFFNESS OF 115, UNLESS OTHERWISE NOTED. 2 1 /2" I.R. / F/L(N)-291.76' 8. ANY AND ALL D.I.P. TO BE USED WILL HAVE BOTH EXTERNAL AND INTERNAL PROTECTION. EXTERNAL POLYETHYLENE TUBING OR "BENT" PERIOD PER DAY. �/ I 3. IRRIGATION DEMAND IS THE / PEAK DEMAND AND IS AN ESTIMATE AND SHOULD BE VERIFIED BY THE IRRIGATOR. I / DDOUBLE WRAP WILL BE 8 MILS THICK PER LAYER AND TIED TO PIPE AT 3 MAXIMUM INTERVAL (IF LAID), OR BANDED TO PIPE AT 1' STORM RAT DETENTION / / MAXIMUM INTERVALS (w/SCREW-TIGHTENED STEEL BANDS) (IF JACKED). INTERNAL POLYETHYLENE (OR POLYURETHANE) LINER (OR SEWER DRAIN PIPE 18 HEADWALL COATINGS) WILL BE 40 MILS THICK. 9. CONTRACTOR SHALL INSTALL DRIP PAN ON EACH SANITARY SEWER MANHOLE LOCATED IN PAVEMENT. CURB INLET ` (9' OPENING.) 10. SANITARY SEWER CLEANOUTS FOR SEWER SERVICE LINES SHOWN ARE APPROXIMATE LOCATIONS ONLY. THE CONTRACTOR •�, RIM=302.54 SHALL INSTALL THEM IN ACCORDANCE WITH THE INTENT OF THESE PLANS AND THEY SHALL NOT BE SPACED GREATER THAN ONE -HUNDRED FEET (100') APART. WATER LINE NOTES (PUBLIC & PRIVATE) 1. ALL DOMESTIC WATER LINE PIPE SHALL BE CONSTRUCTED OUT OF PVC (SCH 40). PUBLIC OR FIRE WATER LINE PIPE SHALL BE CONSTRUCTED OUT OF C909 (CLASS 200) MATERIAL. 2. THIS PROJECT SHALL BE BUILT BY MEANS OF OPEN CUT EXCEPT AS NOTED ON THE DRAWINGS, CONTRACTOR TO DETERMINE THE LOCATIONS OF BORE PITS IN FIELD SUBJECT TO THE INSPECTOR'S APPROVAL. C0AIIPLI NCE i JUN 3 0 2006 COLLEGE STA-I ENGINEERWG PRIVATE UTILITY NOTES: 1, THE CONTRACTOR SHALL INSTALL THE PROPOSED PRIVATE UTILITY LINES IN ACCORDANCE WITH LOCAL CODES, LATEST NATIONAL PLUMBING CODE AND ALL APPLICABLE STATE AND LOCAL LAWS. OTHER PRIVATE OR PUBLIC UTILITIES SHALL BE INSTALLED IN ACCORDANCE WITH THE UTILITY COMPANY'S SPECIFICATIONS. SHOULD THESE DRAWINGS AND SPECIFICATIONS DIFFER WITH OTHER UTILITY COMPANY'S SPECIFICATIONS, THE STRICTER OF THE TWO SHALL APPLY. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PAY FOR AND OBTAIN ALL REQUIRED PERMITS AND INSPECTION APPROVALS FOR ALL WORK SHOWN. 3. THE CONTRACTOR SHALL COORDINATE ALL INSTALLATIONS OF SERVICES LINE, CONDUIT, METERS, ETC... WITH THE APPROPRIATE UTILITY COMPANY. PUBLIC UTILITY NOTES: A. GENERAL: 1. THE B/CS UNIFIED TECHNICAL SPECIFICATIONS FOR WATER & SEWER CONSTRUCTION SHALL GOVERN ON THIS PROJECT FOR ALL PUBLIC UTILITY IMPROVEMENTS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PERFORM ALL TESTS CONTAINED THEREIN. THE CONTRACTOR SHALL NOTIFY THE ENGINEER SHOULD ANY CONFLICTS OR DISCREPANCIES OCCUR WITH THE CONSTRUCTION PLANS AND SPECIFICATIONS. 2. THE CITY OF COLLEGE STATION WILL REQUIRE THE TESTING OF COMPACTION FOR ALL BACKFILL IN TRENCHES FOR PUBLIC WATER, SEWER AND DRAINAGE LINES. IF THE COMPACTION TEST SHOW THAT THE SPECIFICATIONS ARE NOT MET, THE CONTRACTOR WILL BE REQUIRED TO RECOMPACT THE TRENCH AND PAY FOR EACH SUBSEQUENT TEST UNTIL IT MEETS OR EXCEEDS THE SPECIFICATIONS, 3. CUT SHEETS FOR ALL NECESSARY UTILITIES SHALL BE PROVIDED, BY THE CONTRACTOR, AS THEY BECOME AVAILABLE PRIOR TO CONSTRUCTION OF THE WORK COVERED BY THE CUT SHEETS, AND SUBMITTED TO THE CITY'S ENGINEERING INSPECTOR. 4. TRENCH BACKFILL (UNLESS OTHERWISE NOTED): (A) UNDER PROPOSED STREETS AND STRUCTURES (INCLUDING SIDEWALKS), INITIAL BEDDING & BACKFILL SHALL BE CEMENT STABILIZED SAND BEDDING AND SHALL BE COMPACTED IN LIFTS NOT GREATER THAN 6". FINAL BACKFILL SHALL CONSIST OF CLASS III MATERIAL IN LIEU OF CLASS IV B SOILS AND SHALL BE COMPACTED IN MAXIMUM 8" LIFTS TO A DENSITY OF NOT LESS THAN 95 % OF STANDARD MAXIMUM DENSITY AS DETERMINED USING ASTM D-698 AT A MOISTURE CONTENT OF 0% TO 4% OF OPTIMUM MOISTURE. DENSITY TESTS SHOULD BE PERFORMED AT LEAST EVERY 200 LINEAR FEET FOR EVERY TWO (2) FEET OF FILL AT LOCATIONS SPECIFIED BY THE ENGINEERING INSPECTOR. TEST SHOULD BE PERFORMED IN THE INSPECTORS PRESENCE UNLESS DIRECTED OTHERWISE BY THE INSPECTOR. (B) IN AREAS NOT UNDER STRUCTURES, BACKFILL MAY BE FINELY DIVIDED EXCAVATION MATERIAL AND SHALL BE COMPACTED IN MAXIMUM 8" LIFTS TO A DENSITY OF NOT LESS THAN 90% OF STANDARD MAXIMUM DENSITY AS DETERMINED USING ASTM D-698 AT A MOISTURE CONTENT OF 0% TO 4% OF OPTIMUM MOISTURE. DENSITY TESTS SHOULD BE PERFORMED AT LEAST EVERY 200 LINEAR FEET FOR EVERY TWO (2) FEET OF FILL AT LOCATIONS SPECIFIED BY THE ENGINEERING INSPECTOR. TEST SHOULD BE PERFORMED IN THE INSPECTOR'S PRESENCE UNLESS DIRECTED OTHERWISE BY THE INSPECTOR. 5. CONTRACTOR SHALL INSTALL METAL LOCATOR TAPE 24" BELOW FINISHED GRADE ALONG ALL PVC PUBLIC UTILITY LINES. 6. THE B/CS UNIFIED STANDARD DETAILS LISTED BELOW ARE ISSUED FOR THIS PROJECT: W - STANDARD WATER DETAILS S - STANDARD SEWER DETAILS B: WATER: 1. ALL WATER LINE FITTINGS AND SPECIALS SHALL BE MECHANICAL JOINT, DUCTILE IRON, CLASS 350, WITH STAINLESS STEEL NUTS AND BOLTS, UNLESS OTHERWISE SPECIFIED, ENT INFORMATION 2. UNLESS OTHERWISE SPECIFIED, THE CONTRACTOR MAY DEFLECT WATER LINES A MAXIMUM OF 1 DEGREE PER JOINT, CLIENT M.DWHEELER, INC C. SANITARY SEWER: C/o RONALD COWE 1. SEWER LINES SHALL BE TESTED FOR EXFILTRATION AND MANDREL TESTED PRIOR TO ACCEPTANCE. EXFILTRATION ON COMPLETED 1919 WHITNEY LINES MUST NOT EXCEED TWO HUNDRED TWENTY-FIVE (225) GALLONS. HOUSTON, TX 770( OFF: (713) 355-5 FAX: (713) 355-1 FILENAME: 0268UP1 A S SUBMITTED DATE: JAN. RABON I METCALF ENGINEERV POST OFFICE BOX S COLLEGE STATION EMAIL: rmengineerC OFFICE - (979) 690-0 FAX - (979) 690-0329 CELL - (979) 219-417 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, Sl BRYAN, TX 77802 OFF: (979) 776-983E FAX: (979) 731-009E SUBSTA! COMP FO CONSTR 6/22 CONSTRUCTI01 ISSUED PRIC DATE ARE RE THIS SET & `. BE USE CONSTRI OF 00 GENERAL UTILITY NOTES (PRIVATE & PUBLIC.: 1. THE CONTRACTOR SHALL PROMPTLY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THESE PLANS AND OTHER CONSTRUCTION DRAWINGS OF DIFFERING DISCIPLINES & SPECIFICATIONS. 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF THE EXISTING UTILITIES AS SHOWN ON THESE CONSTRUCTION PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO AVOID ALL EXISTING UTILITIES AND REPAIR ANY DAMAGED LINES, AT HIS OWN EXPENSE, WHETHER THE UTILITY IS SHOWN ON THE PLANS OR NOT. THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE UTILITY COMPANY 48 HOURS PRIOR TO ANY EXCAVATION. THE CONTRACTOR SHALL ALSO NOTIFY THE ENGINEER IF DESIGN CHANGES NEED TO BE MADE IN THE FIELD. CONTACT INFORMATION: TEXAS ONE CALL: 800-245-4545 LONE STAR ONE CALL: (800) 669-8344 TEXAS EXCAVATION SAFETY SYSTEM (DIGTESS): (800) 344-8377 CoCS: ELECTRICAL DIVISION - (979) 764-3660 CoCS: WATER & SEWER DIVISION - (979) 764-3435 VERIZON: JIM SURVANT - (979) 821-4300 ATMOS ENERGY: KIMBERLY WINN - (979) 774-2506 EXXON-MOBILE: MICHAEL HLUZA - (281) 591-3720 COX COMMUNICATIONS: MIKE LAVENDER - (979) 846-2229 3. CONTRACTOR TO VERIFY ALL UNDERGROUND UTILITIES IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES OR SERVICE LINES THAT ARE CROSSED OR EXPOSED DURING CONSTRUCTION OPERATIONS, WHERE EXISTING UTILITIES OR SERVICE LINES ARE CUT, BROKEN, OR DAMAGED, THE CONTRACTOR SHALL REPAIR OR REPLACE THE UTILITIES OR SERVICE LINE WITH THE SAME TYPE OF MATERIAL AND CONSTRUCTION OR BETTER; THIS MATERIAL AND WORK SHALL BE AT THE CONTRACTOR'S OWN EXPENSE. 5. CONTRACTOR SHALL COMPLY WITH LATEST EDITION OF OSHA REGULATIONS AND THE STATE OF TEXAS LAWS CONCERNING EXCAVATION. 6. CONTRACTOR SHALL MAINTAIN A SET OF REDLINE DRAWINGS RECORDING AS -BUILT CONDITIONS DURING CONSTRUCTION. THESE REDLINE MARKED UP DRAWINGS WILL BE SUBMITTED TO THE DESIGN CONSULTANT WHO WILL MAKE THE CHANGES ON THE ORIGINAL TRACINGS, LABELING EACH SHEET IN THE SET AS "RECORD DRAWINGS", AND RETURNING SAME TO THE CITY ENGINEER. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFEGUARDING AND PROTECTING ALL MATERIAL AND EQUIPMENT STORED ON THE JOBSITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STORAGE OF MATERIALS IN A SAFE AND WORKMANLIKE MANNER TO PREVENT INJURIES, DURING AND AFTER WORKING HOURS, UNTIL PROJECT COMPLETION. 8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PAY FOR AND OBTAIN ALL REQUIRED PERMITS AND INSPECTION APPROVALS FOR ALL WORK SHOWN. 9. ALL EXCAVATION FOR UNDERGROUND UTILITIES SHALL BE MADE TRUE TO GRADE. EXCAVATION SHALL BE MADE A MINIMUM OF SIX INCHES BELOW THE REQUIRED GRADE AND PROVIDE A SAND BED FOR THE PIPING. BACKFILL OVER PIPING SHALL BE MADE WITH EARTH OR FILL SAND, FREE OF DEBRIS, AND SHALL BE TAMPED BY HAND OR MECHANICAL MEANS TO THE DENSITY OF THE ADJACENT UNDISTURBED EARTH OR TO 95% STANDARD PROCTOR DENSITY (ASTM D698), WHICHEVER IS GREATER. ALL TRENCHING AND EXCAVATION SHALL BE DONE IN STRICT ACCORDANCE WITH CURRENT OSHA REQUIREMENTS AND ALL OTHER APPLICABLE SAFETY CODES AND STANDARDS. 10. MINIMUM BURY OR COVER SPECIFIED IS TO BE MEASURED FROM FINISHED GRADES. WHERE UTILITY LINES EXTENDS UNDER PAVEMENT, THE BURY OR COVER SHALL BE MEASURED FROM THE BOTTOM OF THE STRUCTURE. MINIMUM BURY, UNLESS SPECIFIED, IS 42". 11. UTILITY INSTALLATIONS IN NON-STRUCTURAL AREAS SHALL BE BACKFILLED WITH TYPE "D" BEDDING REQUIREMENTS. IN STRUCTURAL AREAS (UNDER FOUNDATIONS, PAVEMENTS, WALKS, ETC...) THE UTILITIES SHALL BE BACKFILLED WITH CEMENT STABILIZED SAND. 12. REGARDLESS OF ELEVATIONS SHOWN FOR MANHOLE RIMS, CLEAN -OUT COVERS, OR GRATES SHALL BE PLACED FLUSH WITH THE PROPOSED PAVEMENT ELEVATION AND SLOPE. MANHOLES NOT IN PAVEMENT AREAS SHALL BE SET 3" ABOVE THE FINISHED GRADE. 13. CONTRACTOR SHALL UNCOVER EXISTING UTILITIES AT ALL "POINTS OF CROSSING" TO DETERMINE IF CONFLICTS EXIST BEFORE COMMENCING ANY CONSTRUCTION. NOTIFY THE ENGINEER AT ONCE OF ANY CONFLICT. ui 14. THE CONTRACTOR SHALL COORDINATE ALL UTILITY INSTALLATION SO THAT GRADE CRITICAL ELEMENTS (I.E. STORM DRAIN, SANITARY SEWER, ETC...) DO NOT CONFLICT WITH NON -GRADE CRITICAL ELEMENTS (I.E. ELECTRICAL CONDUIT, WATER SERVICES, ETC... ). 1% 15. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, EQUIPMENT, AND LABOR FOR EXCAVATION, INSTALLATION, BACKFILLING OF UTILITY LINES AND RELATED APPURTENANCES AS SHOWN ON THE PLANS. ;I 16. THE LOADING AND UNLOADING OF ALL PIPE AND OTHER ACCESSORIES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMEND PRACTICES AND SHALL AT ALL TIMES BE PERFORMED WITH CARE TO AVOID ANY DAMAGE TO THE MATERIAL. THE CONTRACTOR SHALL LOCATE AND PROVIDE THE NECESSARY STORAGE AREAS FOR MATERIALS AND EQUIPMENT. 17. THE CONTRACTOR SHALL COORDINATE ALL SLEEVING REQUIRED FOR ON -SITE UTILITIES AND IRRIGATION SYSTEMS. REFERENCE ui LANDSCAPE PLAN (SHEET C1.6) AND IRRIGATION SYSTEM PLAN (BY OTHERS). 18. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL CONNECTIONS TO PUBLIC SYSTEMS AND INSTALLATIONS WITH W REGULATORY INSPECTOR. 19. CONTRACTOR SHALL MARK ALL SERVICE LEADS WITH PVC PIPE BURIED A MINIMUM OF 3' INTO THE GROUND AND COLOR ■ COORDINATED. 20. SEE CIVIL DETAIL SHEET C3.3 FOR MISCELLANEOUS UTILITY DETAILS. ■:C a ■ I DRAWN BY: R.A.M. CHECKED BY: R.A,M, FIELD BOOK: 5 1 P RABON METCALF CLIENT NO. 197 REVISIC 1 6/8/06 - ADDED PARKING SHEET 5 -Vl J0 Q 133HS 0 3 OMV\Vd 03iVOd1 'ONNi Nd 0300V - 90/0/9 L SNOISIA38 99ZO L6L 'ON 103rO8d 'ON 1NDIO ONIa33NION3 3nb013W N08ba LL- LS :SISVd S :>f00e GTIId ' Y' A :,l9 a3>103HO 'w'd•d :Ae NMd21a 900z ``=z 'Nbvr :3yda a3.LunenS 0z=„L :3�d0S I Vd Ad89ZO:3NVN3�1d Z801-992 (ClL) :Xb3 9929-992 (21L) :330 90OLL Xi `NOlsnOH J.3N11HM 6161 3MOO GIVN08 0/0 '0N1 `213-133HM 'a'W NOIiVh1aO-�Nl iN3170 rmC ZZ 'S'1'N 9NIUA3NION3 N V I d 310 H 1 N an N OLLV IS 3031100 9000 0 t Nn(' iNlOr 3obaO8nS 03Z1118b1S 3W13 „9 28 NO NbdX3 1N3W30803N136 HS3W '90t.%`:,, ldWOO a3813/M iN3W3/\bd �In3 31380NOD AOIHl „L % 0 1 0 0 0 I O O z I � O r 1NIOr JIOdUNOO p z 'S'1'N / 310 H 1 Nan i cr V so„9 ' \ vv �� / \ s3doe 0�' a3n�do 0 o o o L l i0, \ (d.11) ,Ol � 1NI� o 1N3WMb 3d NI o3a31N3O X3 I / / NOISNbdX3 / 310H 1N3n 0„9 M «LO ,6 L .-V L S=8V313 aH0 \/� J -Z LL—y \ Vol 3dld G„�Z d03 7dOlbiO3�3 V «lt in .z9=a ,00*999=8 ' r -LV a 3ACH%J 1 31SVdHiOOi C�> /Lam - II 3dki `8311n0 ra v evO 313KNOO NOIS Se0 01H1130NOW - b 1 3d)ll `831lnO v BanO 3138ON00 1NIOr NOISNbdX3 AnbM3aIS/M / 13IN1 BanO 0NliSIX3 / v 01 A-lVM3GlS M3N 311 330 ,Z - >11bM3GlS 313aONOO 301M ,t, 3 '110S 3Hl HilM 30Nb8b3nO „f 1 WnININIW b 3AbH nnbHS 1331S 3Hl / 310H iN3n � 'NOIlIa3 1S31b1 `3000 '1'0'b 3Hl H11M .13dW0O 33bHS ON10a03N13d 3Hl a03 3Oba3A0O 313a0N00 't, .n. 0„9 1bOldJ.l 009` J NOIlN�l ®r *631V380 SI 83A3H01HM „Z l 60 a=Yffla 1 �' ! �/ Z' lO 133HS 33S 8bBX„02 03ddb3 aNb a3830ObiS 38 11bHS 1331S ON18an0 aNb 1N3W3nbd NI S301ndS 3nb '2 ;' Q �yc,� \ / `aNOd NOI1N313a IIvm 'S1N30b ON10na3a aN08 83H10 a0 lsna WOa3 3383 38 11bHS 133iS ON1080JN138 nnb Z /yam ood��J �3 o�ONlNlbl38 'Ot, 3obaO 519b NiSb Ol ONIWa03N00 ISA Ot, NbHl SS31 lON 30 3abaO8nS a3Z131ab1S H1ON381S (113L1 WnWINIW b ONI\bH 8b8 1331S a31118 a3rJd033a 39 11bHS 1331S ON10a03N13a TV1 t,� `- o \ ��' \ / j � 3WIn „9/M 1N3W3Abd n331S 0 (038ln03a Sb) �Y / / oa g� 31380NO0 A01H1 9 3abaO8nS (13Z1118b1S ML '3.96 NbHl SS33 80 ONIS18 aNb 3.0jv SI 3an1ba3dW31 alb 3Hl 31 a30b3d 38 kM 31380NOO 'a3HOIH 3WIn „9/M 1N3W3Abd 80 3.96 a0 9NInnb3 aNb 3.09 SI 3an1b83dW31 alb 3H1 31 a30b3d 38 lON n1bHS 31380NOO L 3138ONOD A:DlH1 „9 O ■ S1NIOr 1N3W3\bd0O 1NIOr NOISNbdX3 A3bM341S/M \ >� � O 7VMad3H aNb 8an0 HlM SINIOr A1bM3a1S 3b NOlnb 3nbHS 8010b8iNO0 3Hi `3b0110bad Sb 8b3 Sb '9 13nN1 BanO ONIISIX3 / � 3i3d0Noo 1N3nbnIn03 a3A08ddb a0 'lIS 011SbnONOS N8080NOS H11M 031b3S 38 1nbHS S1NIOr 11b S Ol A1bM30IS M3N 311rm rm rn MC ■ 'iN3W3Abd 3Hl aNb 36nion8iS 3Hl N33M138 S1NIOr NOIlbnOSI H11M (1311ViSNI 38 nnbHS `Sb3ab �� H'w 1N3W3Abd NI 031VO01 `S3X08 NOli3Nnr a0 S133N1 b38b 7b 'iN3W3Abd 3Hl NI C131b00n S3X08 % ''o y / od��� / �� \ ' 31SbdH1001 G NOIlONnr 80 131Nl b38b 30 31GGIN 3Hl HonOaHl a30bnd 38 lON MnOHS S1NIOr NOISNbdX3 b �a r��/ °9z / \ , \ %'� - II 3dki '8311no / � ,� �� \\ v 98n3 31380NOO m C ■ S1NIOr NOIlOn8iSNO0 H11M / / �` ,,, , \ q I:?" a31nil1S8nS 38AVN aNb 313aON0O 30 1N3W30b3d 831.3b SanOH 9l aNb •b N33M138 lnO 38 11bHS 3003 a3NDi0IH1/M m S1NIOr 1081NOO '1N3W3nbd 30 3003 a0 1NIOr 83HlONb 01 N011O381a ANb NI ,9L (1330X3 AN 7bHS NOadb AVM3nl80 ON10bdS 1NIOr 'NMOHS SNbnd 1NIOr 3Hl 30 1N31N1 3b83N30 3Hl M01103 1nbHS 8OiOb8lNOO 3H1 (d�� Xm 1333 (00 N31 NbHl \i / / �\ `�� / �� / ONINIbl3d a� \ rn 831b380 30Nb1Sla b a3�iba AN aNb (130bnd N3HM MiV881A J.3d3d0dd 38 11bHS 31380NOO 33b 'Z / /-7 SAVO 8Z lb ISd 000`2 30 H1ON38iS �/ \ / �, \ �� \� •b'ZO 133HS 33S O 3AISS38dW00 WnWINIW b H11M XIW NOBS ft 38 nnbHS (131_1103dS 3SIM83H10 SS31Nn 3138ON00 3nb 'l ` / `)lbM(IbOd ,tZ/M 300188 :31380NOO 1N3W3O aNb la0d 830810 2? NbdS ,O-V - .• Zi �7 M .s Y / 33OH 1N3n Z oN 3Oalae abnnOlH3A CP (b38b 1113 30 '13'0S 000`9 83d 1S31 l) 1311 HOb3 / ao° Q6''l 0. 1b01d)ll c v rn a03 1S31 ),iISN3a 30b3d-NI ,\9 a3I31a3n 38 3nbHS `nbia3lbW a3Z1318biS 803 `1S31 NOli0bdW0O 'Z1 °0'9� o ad n1bM �,�►. 01H1130NOW - � � / .I.d � � .w.o ONINIb13a ` • '831V3a0 SI a3n3HOIHM `1N3W3Abd b l 3d�ll `a311OO / �, s, w M-z � BanO 313d0N0O � 3 / '� �,/ - ®� �H•w m X30 3003 80 98nO 30 NOV9 3Hl aNOJl38 (,2) 1333 338H1 a3ZI118biS 38 3nbHS 3ab8O8nS 3Hi • "' d d e S I N3W3alnO3a �1 d•I ..z�l < 'HSb .113 803 59Z 'ON W311 aNb 1N3Wlb3al 3WIn a03 1NIOr NOISNbdX3 �1nbM3aIS/M .I.. \ o M 3 09Z 'ON W311 S3Oola8 7R S133a1S S,IbMHOIH 30 3ONbN31NIbW aNb NOLLOn8iSNOO a03 SNOIlbO131O3dS / 1 IV018iO3n3 SO 0 33S dvo/ a U aaboNblS ('b00Z l 3Nnr) lOaXl 3Hl NI a3131O3dS S1N3W13INl BanO ONIISIX3 `abd a31Na03SNbal3aInO3d N011babdO 3Hl S133W Ol �1nbM3aIS M3N 311 ' � ° °i (d,�i) (d,�1) � ���•������� ibHl 3an1XIW sn03N3DOhOH b 3CIIA08d 01 o31n11 ),8bl08 39 a1nOHS 3b1a31bW a3Z1318biS O1 00•9L (d11) (d,�i) OIH11nONOW - 310H iN3n ino-enis �q 2Z \�N3 �dNoiss�ll �' b l 3dAi `8311no 0„9 nbOldAi �dolalo3�3 „��? •o�s��oi' •;y (b3a`d 331-A dO 'l.�'OS 000`9 a3d 1S31 v 8an0 31380NOO -- .o ;` ;0 3 3 38nion8is Ol e l) 131n HOb3 d03 1S31 AdISN30 3Ob3d-NI J,O a313Ia3A 38 3nbHS 1113 803 SiS31 NOIl0bdNO3 6 — -- -' "- > Tv 38n10n8is Ol 1N3Obr4b `AIVM341S H w 3132JON00 NI „X„ j.............. e• i 1 3 1N3Obrab >inbM3GlS 31380NOO 301M ,S �' i1 m H w ' :.� W1Sb .l8 a3NIWd3l3a 'O'0'8 0 • • ` °' Sb JIlISN3o Jlao W(1WIXbW 3H1 30 %56 30 JIlISN3a Wa031PJn b Ol o310bdw00 aNb 1N31N0O 3an1SI0W 330 ,Z - �inbM3GlS • 313a0N0O 3aIM ,5 1+•• . o o S1N3W3aln03d \� -- s • �� WnnlidO 3H1 30 %2+ 01 %0 30 30Nb8 iN31N00 3anlSIOW b Ol a31aa 80 C13113M 131-I HOb3 H11M 31380NOO 30M ,-V 3b01a103-13 S303 33S t�`���� S1311 3SOOn WnwlxbW HONI iH913 NI a30b1d 38 31bHS 1b1a31bW 3n13 80 1b1a31bW a3ZI318biS '8 ? • iNV8nV .0.0 t7bd X08 NOli3Nnr n•M 'N0110n2i1SN00 '(1HO13M Jae %9 An31VNIMJdd'V) 3WIn C131V8(D\H b 3dki H11M o3ZI1I8b1S 38 n3bHS (5-0<ld<OZ) 3003 a3N3�lO/m 804 43Sn 3e Adl0liSVId HOIH 30 SJ.b10 30 ONUSISNOO `S38nion8is 1N3W3Abd 83aNn 43Sn `1b1831bW L � ( i3�ails ' � � o o � \ � � � 1NIOr NOISNbdX3/M lON C]�nOHS 13S SIHl /. 3Nbn 3nlaa ONIISIX3 �� AG (130Yld3N 38V 31` (l � r ^ � I Ol NOddb .lbM3/�laa 311 (6�S321Oddo 'Z a TV on) (1HO13M Jl8 HOb3 G� �1131bwIX0addb) HSb Jln3 A (a38703d Sb) 1dM °' dl log `L >ioo�e SIHl 01 8018d a3nSS1 (INb 3W13 30 S011ba 3bnO3 H11M fl3Z1318biS 38 13bHS I;OZ>ld>L) �,11OUSb1d 31Vla3W83iNl 30 S.lb3O I '00 3OaI88 1Sb'3ob31S o 3abaO8nS o3Z1118b1S ' M Jl8 a3anlOb3nNbW Sb \ 01H1130NOW - OMl 3Sb'Hd NOISI�IaanS 83133HM SONIMb'2ia N0110n�I1SN00 aNb S.lbnO MINbS SaNbS A3).b10 30 ONIISISNOO S3anlon8is iN3w3nbd a3aNn 43Sn 1bia31bW '9 ' 3WIn „9/ 1N3W3Abd \ -s b 1 3d.11 `a311nO 901ZZ/9 31380NOD A01H1 „9 3Oalae 31uS 3NOlSdbO a311bW NO13a03 a3H10 �&' 3ONb1SanS 01NbOa0 `Sa030 `sdwm `HSbal Nbl81S3(13d 30M ,9 D BanO 31380N0O W083 33d3 SI nbld3lbW 3Hl aNb' 0-V NbHl SS31 SI Id 3H1 Sb ONOn Sb 'AINO Sb3ab 1N3W3Abd — —� -- \ N�I1oi1tI1SN0O 1NIOr NOISNbdX3 �I3bM3aIS/ 1 3an10na s Ol a3aNn `3b1a31bW 3313 b Sb 43Sn 38 ).bW `„9 d01 3Hl ONIan10X3 `31lS NO (]31VAVDX3 nb1a31bW 'S M 3 3 W 13nN1 BanO ONIISIX3 ? �' OIH1110NOW - �inbM3oIS 1N30brab `AIVM301S (del) (dli) (dll) (dui) �O� 01 >i3bM3aIS M3N 311 313a0N00 301M ,9 ,o0.9L no'9L o0-91 Oo-9l 1HO13H b l 3dJll a31lnO 313a0N00 3oIM ,S -P (a3alnO3a Sb) 31�'1dW0� v am 31380NOO 3abdO8nS (13Z1118b1S n3NN'dH0 30 1333 OMl )1a3�3 a03 J.nnb011a3n a3Ob3d ON138 HON38 3N0 H11M HlaIM NI 1333 XIS i 1Sb31 lb 38 annOHS S3HON38 n313 30 1N3W30b1d 01 aOlad S3dOnS30lS 13NNVH3 3Hl 30 Sn3bM3aIS m 3WIn „9/M iN3W3Abd ��yM '� 31380NO0 KlHi „9 Jlllyl1Nd1S8nS 3Hl OlNI (]31VAb0X3 S3HON38 3nbH nnb'HS a3713 313 01 38b 1bHl SJIbM 30b'NIV80 ONliSIX3 I I 270 133HS 33S - ° ^'M `JIVMGV08 ,-VZ/M 30aI88 I °' 'S3HON1 1HO13 1sb31 lb' 30 Hld3a b 803 969a W1SbI �1O-V u 0 NJ J.8 MNIW8313a Sb AiISN30 QJG Nnnixvn 3Hl 30 %96 30 AiISN30 Wa031Nn b Ol C]31Obdr4OO aNb i�ndn I l ON 300188 8bnnOlH3A iN31NOO 3an1SI0W WnWI1dO 3Hl 30 %2+ 01 %1- 30 30Nb8 1N31NO3 3aniSIOW b 01 a3SS3008d aNb 3NOHd 1 m \ m (131J18b0S 38 33bHS S110S a3SOdX3 3Hl `3113 30 1N3W30b'ld 01 8018d aNb `0NInnO8-300ad a313b '2 1Nndn �1 o Ir c0 3NOHd nnbM 1 (0 Z1 ONINIbl3a (dui) 3Oa3 a3N3>1OIHl rnl - m � I (dAi) ml � iNIOr NOISNbdX3/M *S31liX3iO30 ONISn a0 `3dn1XIWab 1N3W30 80 3WIn H11M NOIlbO131a0W o'0'sl m 1 `3an1SI0W 3�OW3d Ol ONISS300ad3a `ONInn13�lObEl aNb N011bAb0X3 83AO 3an1ONl )lbW Sb3ab S Id ¢„8t-z �o� os'sl ° 0 1 3Nb1 3Al80 9NliSIX3 9600-LPL (6L6) :XVA �ib3M 30 NOliV9li1W '833NION3 3Hl ).9 03103810 Sb Sb3db' >ib3M 3Z1318b1S n3bHS KiObalNOO 3Hl "d dTV3H 3132JONOO Ol NOadb JlbM3nlaa 311 9�86-9LL (6L6) :d30 `N011on8iSNOO 30 3W11 3Hl lb a3a1nO3a Al `aNb 031n0a-300ad 38 3nbHS Sb38b nbanlondis Z •n'M� Z09LL Xi 'NVX,�e �_� .•• I Num .- m SO L 311nS 'KOwab'O�19 ZZL L siN3W3AO8dWl IV << SM.k:indns ONobis 'H'w Ls� -� OIH1130NOW - a3SOd0ad 3Hl J.8 a3a3n00 Sb3ab 3Hl WOa3 a3ddlalS 38 n1bHS 110S d01 30 „9 d01 3Hl aNb 2iO�C3t12II1S o3AOW3a 38 1nb'HS NOIlb13O3n '03AOW3d aNb a388naO 38 nnbHS SdWn1S aNb S33a1 9NliSiX3 'l 1NIOr NOISNbdX3 >inbM3aIS/M �, dl "z/L «61f �� bl 3dJ�l `8311nO e�-pug :3abaO8nS 'b AIVM301S ONIISIX3 \ ` •fig N_ _ _v 8_31380NOO t7L1f-6IZ(6L6)--1-13D Oil AnbM301S M3N 311 xoe d 2? 1�ndn 'H'w / °® — 3 6 L 9Z .ZL N � w 6Z£0-069 (6L6) - Xb'd S31b13a 9NI�bd sn03Nb7130SIN d03 Z'£0 133HS nlbl3a TAID 33S '2 �b0!2L103�3— ddo/M `�L'6L 1. " ` 6Z£0-069 (6L6) - 30I330 ,,l d•n ONnodsd3aNn Jlu•u0zt PA)0-' U12U UJ :IIVWR ',11NO 1N3W3nbd aNb 311S 3H1 803 3ab SaabaNblS Zt8LL SVX3I `NOIldLS 3J3II00 aNb SNOIlb013103dS ONIMOn103 3Hl 'abd ONlonln8 3H1 a03 S1N3YUdin03a aNb `S3dna300dd `SNOIlbOId103dS dOd SNb1d S,d33NION3 nbanlOnalS 3H1 Ol a333a 31bHS dOlObalN00 olddddl N! „x,, 3H1 Z xoe 313X £SZ6 XOH 3�JI3301SOd „ DMNIHNIDNI 'SN011bl8b/1 381SIOW IlOS bNOSb3S Ol 3na Ono 1111S A VYl 1N3YG-A W 3bI1N383331a dONIW 31NOS b38b SIHl NIH11M S IOS 011Sbnd 3Hl Ol 3na 'SNOlibaN3WW0038 (INb' N011b011S3nNl nbOINH031030 b 30 alb 3Hl 1nOH11M 034OIS30 SbM NMOHS W31S kS 1N3W3/\bd 3Hl ' 1 09 •w•A 3nWa Alls�13nlNn I\ oava :S lON ONIAVd H /M ` XOe NOLONnr �d01�J103�3 ONl�lb2i/M TVM ONINIVil3 d A3021 1NIOr NOISNbdX3 — — — — iNIOr NOIlOn81SN0O 1NIOr 1081NOO aN303 1NIOr „ZZ,69.69 00'9Z ,92'92-3 .00 ,Lt, .19 S lO b113a U-3) ONI8b38 aaOHO '0'1 Snlaba 3nan:D ,067Z 3 „l•b ,22 .L1 S t•3 ,SO'S 1 3 „01 ,tt .L9 N c3 W6l 3 „6l ,2l .CL N Zn 92'L 1 3 „61 ,L-V .91 S 13 (i3) ONIab38 a'I 30NbiSla 3N1n ViVG 3Aan0 NI3 LINE & CURVE DATA LINE DISTANCE I.D. BEARING (FT) L1 S 16' 47' 19" E 17.36 L2 N 73' 13' 19" E 19.41 L3 N 67' 44' 10" E 15.05' L4 S 17' 33' 41 " E 22.90' CURVE RADIUS I.D. CHORD BEARING (FT) DELTA C1 S 61' 47' 00" E-35.35' 25.00 89*59'22" UNIVERSITY DRIVE ^j F.M. 60 FRONTAGE TREES: (MAJOR ARTERIAL) 12-WATER OAKS 0 25' SPACING �� 20' UTILITY LOCATIONS PISTACHE (RANDOM EASEMENT "X" IN ) TRAFFIC (2333/250) CONCRETE BOX HOLN 11 JQL - - -- - - 5' WALK- � O /// f / L.P. 1/2" I.R. UNDERGROUND L.P. �� w/CAP ELECTRICAL _ N 72 26 19 E - 179.74 M.H.AULT & Box ��`II� IL�i I111 ® �. HATCH LEGEND --- -- -.--- _ - _ _--------- --- / SOLID SOD AREAS s - UT - - _ U - -UE - -UE- -UE- - E- - - - - -U - -UE- -UE _ r„` _N ' / U---- UE- --- - UE- �} (TIF 419) AII�a Il�° _'� - UT - 13 (�� 72"s3 +t+++ ( 12"W 12"w T LIE ti7 : ' M.H. 1 /2„ I.R. _-�`'""=• S / O NCRETE HEADWi LL SEEDED AREAS - GAS - - -� -- --- --- - W. V.'s I -_ _x - _ ue�. UT 8.. 1 8�'GsPI F, H � -- ,GAS -- SYMBOL & LINE LEGEND of I NEW FLOODPLAIN LIMITS ,Jti� �'- .I� 6 W.V. -o- CHAIN LINK FENCE \0 (AREA &EXISTING TREES --- --C - ROD IRON FENCE REMOVED FROM LANDSCAPING � -��� 1'� UE- UNDERGROUND ELEC. LINE 9s\ I CALCULATIONS - 24,874 As ° G SQ.FT (0.57 ACRES) �/ - w - WATER LINE - OVERHEAD ELEC. LINE WI I L2 PHONE VAULT - I C1 PHONE -s- SEWER LINE � = / VAULT 0 POWER POLE L.1 A LIGHT POLE VEHICULAR _ W. V. O _ GUY WIRE ANCHOR j / ,SOP ... +� BRIDGE No. 1 v 16 w �5' A/c AIR COND. COMP. 9 WA 1 Mwv WATER VALVE 3C' PRIVATE/PUBLIC 5`' moo 0000low ® WATER METER ACCESS EASEMENT GRAPHICAL DEPICTION (3490/269) OF FLOODWAY PER OEM ELECTRICAL TRANSFORMER (n I J LOMR (CASE No. 03-06-10 )3 ®GM GAS METER r �� �•� DATED 7/1/03) I I Uo MH MANHOLE OC-0. CLEANOUT r i /,,, .,..••--'� 't'�FH FIRE HYDRANT ZONED: C-1 w/O.V, 9s n ' ®n' TELEPHONE PEDESTAL � / �J � II WHEELER SUBDIVISION, PHASE TWO I , J RETAI G _ I Al AREA INLET BLOCK 1, LOT 1R WALL II Y 0�18 JUNCTION BOX CALLED: 2.40 ACRES �� / / K �ti / 3 Q - - - BUILDING SETBACK LINE (VOLUME 3490, PAGE 269) i M / / , / 5 I I I STREET n I ------- PROPERTY LINE ! / C.o II 1 , SIGN -------- EASEMENT LINE 20' SANITARY SEWER I C.O. II 3 c i / 11 I EASEMENT (399/590) W.V. 9`� � N � � RESTAURANT � F.H.. I ,' \ �\ PROPOSED �r P.U.E. z 's L3 \ / S- CONCRETE DUMPSTER PAD I I / / 10, P.U.E. 12"SS "X" IN CONCRETE { A.I. (3490/269) \ / � w/8 HIGH SCREENING A. j _.- 'PIP`� / w FENCE &GATES, SEE i o ROCK RETAINING 2 ss _ _-__ _-..-_-- -- - -.- .--. - + + / / U (LING LP, + ' / % DETAIL SHEET C3.1 M.H.. w/CAP ELECTRIC�Y JUNCTION X e J.B. - - -- / --` - - - .'.' ',:'+ + + `00 ' + :.: , SCREENING SHRUB ' ,0~^ �I - �"'r� 0.40 ACRE ' `� `+,' / / '"" 3' HIGH / / 48-BURFORD HOLLY 3 m..� l� PRIVATE DETENTION + i \ 3 A. 1. _~ �{ +� �' ' / / \/ - FRONTAGE`° TREES: & DRAINAGE EASEMENT � / (3490/269) .� ' '= �'''' L v� s E• - I i ®3 SPACING 1 s 4-WATER OAKS ® 50' SPACING .00 ` ,9 M / � \ a.l. % 11-CREP MYRTLES (3 PER IWG �� RET IA NG ,, �� ,�GROUPI , G.M. �` .... w \ ' / fro 5-L ago-`� WAS,`k F.D. \ \ PROPOSED 1 �%so ♦ / � �\ w \ P.U.E. / � / ` VEHICULAR / �`` ' s 5�� i BRIDGE 00 No. 2 �' �-60' PUBLIC DRAINAGE / i EASEMENT (3490/269) / \F. `-- - qS \ '+' � i� INSTALLATION OF LANDSCAPING c \ +' ' ' + / �� / & IRRIGATION, GAS EASEMENT, ' '�, ' ++ ++ ' ,- - SHALL BE COORDINATED +++.i,+ '+ +`+ ';; :+;��-/+ , : \ w/ATMOS ENERGY \ + + + ++; + �' r ++'+'+' +q'�{ + �s GRAPHICAL DEPICTION + ++ + ++ ONCRETE OF FLOODPLAIN PER :; �;.+ ++ SCREENING SHRUB (3' HIGH) ;1 /RAILING � LOMR (CASE No. 03-06-102P) � _ 8"� PIPE (DATED 7/1/03) --oN' // 3 SPACING HOLLY ®3' +�AD14+ALC -�+ --- 30' LONE STAR ++ GAS EASEMENT r FRONTAGE TREES: / (61 /655) / r 8-WATER OAKS ® 50' SPACING A N �' 26-CREPE MYRTLES 3 PER 20' UTILITY GAS WASTEWATER MARKER f GROUPING) EASEMENT \ (690/175) 2 - �. r, .J CURVE DATA: rr - -'+ �c9� ' �' R=656.00' -' r' \ ��4 �� D = 6 2" 12' 41 " �' 'ITY'.-`-` -+ \ ;� �o``��C',`O //.V.� �.H. A=712.28' cr' CHD BEAR=S 14' 19' 01" W 0., PHASE BOUNDARY - -F� N14$*-+ LINE - 173,572 ++*,Al.+L' � % rO " � G ��� v. SCREENING SHRUB (3' HIGH) SQ.FT (3.98 ACRES) + +''+ 9s 23-BURFORD HOLLY ®3' 37 ` 13490U269 +++; / SPACING 3T 1 (/ ) v NED: R-4 / MARK SLEEVING LOCATION .vaV'. w/3/8%2" GALVANIZED NCOLN PLACE 1 + .'.'+ )cK 1, LOT 1-}`+ + / CARRIAGE BOLT 4.2347 ACRES 690, PAGE 175) / \`� PLACE BOLT IN CURB 9s LANDSCAPING NOTES: 1. THE LANDSCAPE PLAN PRESENTED WAS PREPARED BY RABON METCALF ENGINEERING (RME). RME IS NEITHER A LICENSED LANDSCAPE ARCHITECT OR IRRIGATOR. THIS PLAN WAS PREPARED FOR THE SOLE PURPOSE TO MEET THE CITY OF COLLEGE STATION (CoCS) UNIFIED DEVELOPMENT ORDINANCE AND OBTAIN DEVELOPMENT PERMITS. ANY CHANGES MADE TO THIS PLAN SHALL BE SUBMITTED TO THE CoCS DEVELOPMENT SERVICES DEPARTMENT FOR REVIEW AND APPROVAL. 2. 100% COVERAGE OF GROUND COVER, DECORATIVE PAVING, DECORATIVE ROCK, OR A PERENNIAL GRASS IS REQUIRED IN PARKING LOT ISLANDS, SWELLS AND DRAINAGE AREAS, THE PARKING LOT SET BACK, RIGHT-OF-WAY, AND ADJACENT PROPERTY DISTURBED DURING CONSTRUCTION. 3. ANY ADJACENT PROPERTY AND RIGHT-OF-WAY DISTURBED DURING CONSTRUCTION WILL BE RETURNED TO ITS EXISTING CONDITIONS OR BETTER. 4. ALL CONSTRUCTION DEBRIS SHALL BE REMOVED FROM THE PROPOSED PARKING ISLANDS PRIOR TO PLACEMENT OF TOPSOIL AND PLANTING, INCLUDING CONCRETE, ASPHALT, LIMESTONE BASE MATERIAL, OR COMPACTED STABILIZED EARTH. 5. THE CROWN OF ALL PLANTS SHALL BE SLIGHTLY HIGHER, AFTER SETTLING, THAN ADJACENT SOIL. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING OR ADDING TOP SOIL, AS NEEDED, FOR THE INCLUSION OF THE SOIL AMENDMENTS, AS NEEDED, IN THE PREPARED GROUND COVER BEDS. 7. ALL SINGLE TRUNK TREES ARE TO BE STAKED; HOSE AND GUY WIRES OVERLAPPED. 8. COVER AREAS TO BE PLANTED WITH 3" APPROVED ORGANIC MATTER, 2" PINE BARK MULCH, AND 13-13-13 FERTILIZER AT THE RATE OF 5 LBS./100 SQFT. OF BED AREA. 9. ALL DISTURBED AREAS, NOT DESIGNATED TO BE BLOCK SODDED, SHALL BE SEEDED WITH EITHER BERMUDA (2 LBS/1,000 SQ.FT.) FROM MARCH 15 TO SEPTEMBER 15 OR BERMUDA/RYE GRASS MIX (2 LBS/5 LBS. PER 1,000 SQ.FT.) FROM SEPTEMBER 16 TO MARCH 14. 10. PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY ALL LANDSCAPING SHALL BE INSTALLED. 11. ALL END ISLANDS MUST HAVE A SOLID GROUND COVER, PLANTINGS, STAMPED DYED CONCRETE, OR BRICK PAVERS. IRRIGATION NOTES: 1. AN IRRIGATION SYSTEM SHALL BE INSTALLED BY A LICENSED IRRIGATOR FOR ALL NEW PLANTED AND LANDSCAPED AREAS. 2. THE IRRIGATION SYSTEM MUST BE PROTECTED BY EITHER A PRESSURE VACUUM BREAKER, A REDUCED PRESSURE PRINCIPLE BACK FLOW DEVICE, OR A DOUBLE CHECK BACK FLOW DEVICE, AND INSTALLED PER CITY ORDINANCE 2394. 3, ALL BACK FLOW DEVICES MUST BE INSTALLED AND TESTED UPON INSTALLATION AS PER CITY ORDINANCE 2394. 4. INSTALLATION PVC (SCH 40) SLEEVING SHALL BE COORDINATED WITH THE CONTRACTOR AND ALL SLEEVING SHALL EXTEND A MINIMUM OF 24" PAST THE CURB OR SIDEWALK WHERE APPLICABLE. 5. THE IRRIGATION SYSTEM MUST BE INSTALLED AND APPROVED PRIOR TO ISSUANCE OF CoCS - CERTIFICATION OF COMPLETION. 6. THE CONTRACTOR'S IRRIGATOR SHALL SUBMIT AN IRRIGATION PLAN TO THE OWNER FOR REVIEW AND APPROVAL. THE IRRIGATION PLAN SHALL DEMONSTRATE THAT THE IRRIGATION SYSTEM WILL SUFFICIENTLY SUPPLY ALL WATER NEEDS TO THE NEWLY PLANTED LANDSCAPING AND GROUND COVER AND MEET ALL INITIAL WATERING NEEDS FOR VIABLE ESTABLISHMENT AND GROWTH OF PLANTINGS. LANDSCAPING REQUIREMENTS SITE AREA METHOD: FRONTAGE TREES: PHASE ONE=3.98 acres & FLOODPLAIN=0.57 acres UNIVERSITY DR. - MAJOR ARTERIAL ® 25, SPC: (3.98 - 0.57) = 3.41 acres OR 148,540 sqft. 485' (FRONTAGE) - 105' (VISIBILITY & FLOODPLAIN) 3.41 acres = 148,540 sqft. ® 30 pnts./1000 sqft.: (485-105) L.F. FRONTAGE/25 = 15.2 TREES (148,540/1000 x 30) = 4,456 pnts. REQUIRED = 16 TREES PROVIDED = 16 TREES ADDITIONAL STREETSCAPE: (16 CANOPY & 0 NON -CANOPY) UNIVERSITY DR. - F.M. 60 LINCOLN AVE. - MAJOR COLLECTOR 0 32' SPC: 300 pnts./50 L.F. of frontage: 769' (FRONTAGE) - 168' (VISIBILITY & FLOODPLAIN) 485' (Frontage)-20' (Visbility)-85' (Floodplain) (769-168) L.F. FRONTAGE/32 = 18.8 TREES (300 x (485-20-85)/50) = 2,280 pnts. REQUIRED = 19 TREES LINCOLN AVENUE: PROVIDED = 29 TREES 300 pnts./50 L.F. of frontage: (12 CANOPY & 34 NON -CANOPY) 769' (Frontage)-75' (Visbility)-93' (Floodplain) CANOPY REQUIREMENTS: (300 x (769-75-93)/50) = 3,606 pnts. 50% CANOPY TREES: (10342 x 50%) = 5,175 pnts. TOTAL LANDSCAPE POINTS REQUIRED = 10,342 pnts. REQUIRED PROVIDED = = 5,171 pnts. 5,250 pnts. TOTAL LANDSCAPE POINTS PROVIDED = 10,760 pnts. LANDSCAPE SCHEDULE SYMBOL NO. OF PLANTS SIZE BOTANICAL NAME COMMON NAME TYPE NOTES POINTS 26 1.5" TO 2" QUERCUS WATER CANOPY 30 GALLON 3 900 CALIPER NIGRA OAK TREE (150 PNTS.) ' 9 1.5" TO 2" PISTACIA CHINESE CANOPY 30 GALLON 1,350 lz�l CALIPER CHINENSIS PISTACHE TREE (150 PLATS.) -0 77 > 1.25" LAGERSTROEMI CREPE NON -CANOPY 15 GALLON 3,080 CALIPER INDICA MYRTLE TREE (40 PNTS.) 0 21 5 GALLON CORNUTA BURFORD SHRUB (10 PNTS.) 210 BURFORDI-NANA HOLLY 222 10 GALLON ILEX CORNUTA BURFORD SHRUB 3' MIN. HEIGHT 2,220 11 BURFORDI-NANA HOLLY (10 PNTS.) \ IF NO SIDEWALK IS SPECIFIED GAS SIGN '}' / MARKER ++++++%+.+ + \+ 1% +'+++'+*+1*+*+++ �. W.M.fx ' / /\ J , w.v F•H• 10, P.U.E. \, EXTEN L VIN 4" MIN \//\ 20' UTILITY (3490/269) % BEYOND PAVEMENT & SEAL 00 Z �//A. - \/\\ . 777 / EASEMENT (2251/329) \ TAPE OPENING (BOTH ENDS)j\\j/\,\\/,\\,/�j;�`�j;�\,;�\�;�\�;�\�' 20' UTILITY i EASEMENT (2251/329) ELECTRICAL STUB -OUT R// M.H. 30' BUFFER YARD / Ole,6'" � �\%��i%\'' SLEEVING (SEE PLANS CONCRETE / / \ ORDINANCE No. 2242 / FOR SIZE & TYPE) � s' \ '\ HEADWALL / FOR 24"`o PIPE / � '�`s �� /- IRRIGATION SLEEVING �sS / ZONED: R-1 / i0y� N.T.S. �S' \ LOT 11 / FIBER OPTIC TREE PLANTING NOTES: / / CALLED: 0.3C ACRES \ ` / G�. BER 0 C 0 \ \ / CABLE MARKER \1. STAKE ABOVE FIRST BRANCHES OR �S AS NECESSARY TO PREVE"'T inns"in RUBBER HOSES. 4' R 6' / 2. PLANT SO THAT TOP "BENT"R � AS SPECIFIED ON PLANS i IS VEN WITH THE FINISHI F•H. i i' -�yP� \ 12\GAUGE GALVANIZE[ 15' UTILITY W.V-� C,� %� 0 0 WI ENCASED IN 1"S J PINE BARK MULCH EASEMENT ! 1b O / RUBBER HOSE (2251/329) �00,/ \ ' �'� 2 THICK (MIN.) LOT 10 / c, ° 2"x2"x8 PINE STAKE! o 6'� 1 /8„ x4„ STEEL EDGE, \ OR MET "T" POST! \ 3-ELECTRICAL C OR SPECIFIED BY OWNER L (MINIMUM OF TWO \ �' �(OPTIONAL, EXCEPT AT STUB -OUTS c y 15' EASEMENT & CURBS & SIDEWALKS) , 3 PINE BARK MULCI BUILDING SETBACK 1%2 I.R. / o 2" THICK (MIN. (2251/329) "BENT" o v FINISH GRADE O � � �wi\/i\/i`� NEW TOPSOIL vv�wi/vv��vviy' z_ w/FERTILIZEF NE TOPSOIL 8" DEEP (M I N `I " 6" THICK (MIN.) `J N SHRUB PLANTING- N. T. S. TREE PLANTING N. T. S. METAL "T" POST I) 8' O.C. (MAX.) W RADIUS E ALS 1' PER CALIPE INCH (MINIMUM) EXISTING TREE RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 6122106 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. V v J CLIENT INFORMATION l M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY ��- HOUSTON, TX 77006 OFF: (713) 355-5355 3 FAX: (713) 355-1082 FILENAME: 0268LP1 A I SCALE: 1 "=30' SUBMITTED DATE: JAN. 23, 2006 BARRICADING FENCE SHALL DRAWN BY: R.A.M. BE MAINTAIN THROUGHOUT THE COMPLETE DURATION OF CHECKED BY: R,A,M. FIELD BOOK: 5 PAGES: 51 -71 CONSTRUCTION RABON METCALF ENGINEERING EXISTING GROUND WITHIN BARRICADE TO BE CLIENT NO. PROJECT NO. 197 - 0268 UNDISTURBED REVISIONS 1 6/8/06 - PHASE LINE, UPDATED LANDSCAPE j REVIEWED FOR COMPI-1ANCE „UN 2 bI 2006 � COLL L 61 A 110b EXISTING TREE PROTECTION ' �`Cl � N.T.S. IN6 SHEET 7 OF 14 M•2 / TOP NU/f Off' I,RE HYDRANT LOCATE AT THE SOUTH ST CORNER OF THE AMEQiS I HOTEL. APPROXIMATEI NW/Of 11#F/SOUTHEAST CORNER OF L B OCK 15F THE WHEELER SUBDIVISIO � I? XSE FINO / JJ w (EL .=295.08') NOTE: REFERENCE SHEET C1.4 FOR PUBLIC UTILITY NOTES, PRIVATE UTILITY LOCATIONS & UTILITY DETAIL INSTALL SLIDESLOPE E 08110 30' LONE STAR GAS EASEMENT (61/655 F.H. T.B.M. #2 TOP NUT OF F.H. �y ELEV.=295.08' i EXISTING 12" PUBLIC SANITARY SEWER J i S. S. M.H. RIM=293.48' F/L(W) - 287.53' F/L(E)- 287.45' 20' SANITARY SEWER EASEMENT (399/590) ,, N — t-'LAN VItW — SCALE: 1 "=30' �!MM • -- IMI!IIIIIIIIIII mm 102FAILEAK0 ;. .�� �i � i ■ice it ��� �- ;. ■ � � 11 �'�' ����t.J■ - -ram.!!■�■■NNNNl • � 11 I �■ 1���1��■■ .�+r�1llii�■�■■ • • III ■1 �/��1�\■■ ' ' ■�■■� • r , ANITAR_�XSEWER LINE "S WALL THK.) STEEL ENCASEMENT & 8" CARRIER PIPE & CASING SPACERS M I�i�■����5��!.�.�11� — : D l ` ��7�:lai•ll:Ia�aai�ill►le��1�1•j��j�� • - : G�G�i►l���—����QII.ilAll:i_\�:"EDDING _• •. 271 WA m ME LIM ull INITI, r rr r "S1 " — PROFILE VIEW — HORZ: 1 "=30' VERT: 1 "=3' / M.H. - - uE I' uE_ `� \ 1 �6 w T. B. M. #1: TOP NUT OF FIRE HYDRANT LOCATED ON GPS � STA. —4+63: WATER EXISTING 1 \ THE NORTH SIDE OF LINCOLN AVENUE. 16" LINE "W1" WATER LINE APPROXIMATELY 55' WEST OF THE 1s" TIE INTO EXISTING 16" CURB INLET \ SOUTHWEST CORNER OF LOT 1, BLOCK 1 OF (4' OPENING) THE WHEELER SUBDIVISION, PHASE TWO DIP WATER LINE 8" 1-16"x8" (MJ) TAPPING RIM=284.71' uNDgRGROUI+� W ISrtN LI 12 VALVE & SLEEVE F/L(N)=278.61' (ELEV.=304.48 ) �� i�R \ EXISTING T2"" �AULTRICAL0 / STA. 4+54.23: / SA)�ARY'�EWER •�, , � ?C _---- \ FNE REFERENCE SHEET f WATER LINE "W1" GPI / ` .--- - 1-6" (MJ) " BEND Q \ OR PUBLIC UTILITY STA. 4+41.84: � EXISTING 24"0 „ " i STORM SEWER ° PRIVATE UTILITY 1,/WATER LINE W1 � ONS &UTILITY DETAILS �� VC (MJ} 45 BEND f y 8" PVC (C909, CLASS 200) � � +, P/� co / / PUBLIC WATER LINE "W1" CURVE DATA: TAIwI�I �' / % i PROPOS 0� P / R=656.00' STOR E R, SEE \\ CURB INLET ; �SHCl-3 , (9' OPENING) D=62• 1 2' 41 " RIM=287.40' / /'/Z / / 1 F/L-282.61' A=712.28' CHD BEAR= _ o, S 14. 19' 01 " W �\T A.I. 3 -RES AN � a z o 10P.U.E. Cry/ (3490/269) , 1 ' , !► MC&UZS Ilp 3' i 3 STA. 0+00: WATER LINE "W1"Z�g-- �,'� EXISTING 16" D.I.P. DOUBLE CHECK w/BACKFLOW � � } WATER LINE PREVENTOR & VAULT FOR A.I. H P FIRE SPRINKLER SYSTEM J B STA. 1+84.00: WATER LINE "W1" BL AID A �/ STA. 0+08: WATER LINE "W1 " ��90 1-8"x 6" (MJ) TEE 2" TAP FOR DOMESTIC LINE / 6" 6" _ 1 _6" (MJ) GATE VALVE &BOX 1 l ; w/1 1/2 WATER METER 8.. 1—STANDARD FIRE HYDRANT I 3+I 2" TAP FOR IRRIGATION LINE 1 8"x 6" (MJ) REDUCER w/1" WATER METER PROPOSED 15' P.U.E. / i A. 1. / EXISTING 24"91 STORM SEWER STA. 2+01.27: WATER S 84° 15' 04" E 2 8., LINE "W1�9' 1-8 x 8 (MJ) TEE I(1 / 9�>`_ 2-8" (MJ) GATE II , M. G.M. D C �� PROPOSED -, ,GAS SERVICE,% 8 VALVES &BOXES ' + U) /SEE SHEETiG`1.4 �9� 1-8 MJ PLUG — uYv, 7i= = u — GAS �— �s 4 CURB INLET + ��` ' ui�v i y _ T — — GAS-(9' OPENING) 6 PVC (C909, CLASS 200) '— u J` — = uiv RIM=293.38' 3 J PUBLIC WATER LINE "W1" PROPOSED TV &—PHONE F/L-286.01' CONDUIT, SEE --SHEET C1.4 aaa �r� • .a ••.— »a a u " •-%• a a • a All m—Ask a a w _ w N. • ..• aw rLAN VItW — SCALE: 1 "=30' NOTE: WATER LINE DESIGN IS WATER LINE CONSTRUCTION NNNNNN MINIM. Again • •, • i• [n . r. / A L.\ l Nim■1� EXISTING MOM NMI Ml "1101041 WATER LINE WPUBLIC ■�■fir■�•Z�Y�� _� '�■�'`. ■t�� �!�■� ��■ PVC (C909, CLASS 200) -WATER ■ 1�■� �■ Imo■ • �■ '�►'i� sum �I■3■ • • ��■!�i':+!�-!M1 ._ i .. ■■■ ��...�'+iLt' • ■■�I�■■�■ ���1�■��I - MINIMinn �II ff • r rr r r rr r rr r rr r - rr - r WATER LINE "W1" — PROFILE VIEW — STA. 0+00 to END HORZ: 1 "=30' VERT: 1 "=3' RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 5I11106 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. f� i • / RA l A • A •F �'•�iCENb \ .r It SONAk_ XX w u- O wof LLJ L� z ~ O Z O Q cn IZ J w w X `1..1.. Q W > � 1— zi _ w /j ,T--- p Z a o WX , W O Z��- �— 0 I I— _w _ Z Z ~ m0� .�. --, �— W �m0 wW Z >w W_W Z w U W►-m —� UZw=o Jw �_.I 00 Fw-� p NU Q Q F_ z Q U) CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 344-1082 FILENAME: 0268SWlA SCALERS SHOWN SUBMITTED DATE: JAN. 17, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A.M. FIELD BOOK: 5 PAGES: 51-71 RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 - 0268 ■ SHEET 8 OF 14 LIMIT OF 100—YAR FLOODPLA N I SALO RETAINING I iI 00 ALL, SEE DETAIL I"00 o \ \ \ SHEET C1.2 I5 J I SIDEWAK EO SEEDETAIL SHEET C3.2 1 45'-0" SPAN - 6'-0" WIDE PEDESTRIAN BRIDGE I I I ' 6 R ISED MONOLITHIC I I �URB, SEE DETAIL SHEET C3.2 ` CAPSTONE STYLE, ASMANUF BRIDGE CTURED Y STEADFAST i \ �, NOMINAL T/c-290.00 \ i FACE PF RAIL I I I I I I �Q 1 1 l 0 1 1 � I EGIN BASELINE ' BASELINE FOR I T/P=289.85 I ( ©SIDEWALK P_I. PEDESTRIAN 1 BRIDGE ZI ' �I- 7436+I- I T/C=290.24 1.44% I — — 1 I I 6N I I � \ C. I l rBEGIiN +09.69 I ' 1 0 N } ' BRIDGE C/L 1 oENT NO. 1 OMINALSTA. 0+54.6990.10' FACE IOF RAIL \ I I ABUTMEINT DGE NO./ I T/P=290.10' \ i PRI ATE 6 SANITARY SE R LINE, SEE SHEET C1.4 I J I VERSA4O' K RETAINING WALL, SEE DETAIL ' SHEET C1.2 / 5' WIDE CONCRETE / l GR PHICAL DEPICTION SIDEWALK, SEE D TAIL ��������f qO F OODy�AY IMIT / I SHEET .2 — _ TPER LO R �ASE`NO 03-06-10 P (DATED JUICY 0}, 2003) � PEDESTRIAN BRIDGE — PLAN VIEW SCALE: 1 "=5' T.B.M. jk2: TOP NUT OF FIRE HYDRANT LOCATED AT THE SOUTHEAST CORNER OF THE AMERISUITES HOTEL. APPROXIMATLEY 60' NW OF THE SOUTHEAST CORNER OF LOT 1R, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO (ELEV.=295.08') I NOTE: THE CONTRACTOR SHALL STAKE OUT THE LIMITS OF THE BRIDGE FOR VERIFICATION BY THE ENGINEER PRIOR TO ANY BRIDGE CONSTRUCTION. - — -t -0 - ----- --- - 305 LENGTH - - --- 305 CO PLIANCIE 300 300 PEDESTRIAN BRIDGE 45'-0" SPAN - 6'-0" WIDE CAPSTONE STYLE, AS MANUFACTURED BY STEADFAST BRIDGE COMPANY -- N 2 2006 -- O -- o o -0STATION 17 0 z o to zo O N O CV - Q fn _ Q 295CONCREEIU ------ -- --- co n Q to Q 1— 295 __ _ ___ 290 -- 290 _ 00-YR=286 31' FI _ Q 2C75 -1----. FOR ERIDGE ABUTMENT & PEIR INFORMATION 285 280 2$0 ILL MATERIA ,UNDER BR DGE FXISTING APPROAC , SHALL CO SIST OF SE ECT GRADE ILL 7<P1<1 COMPACTE IN XISTING 275bei -------_ LOUSE -T�- E 275 TO +-3% OF OPT4AUM BRIDGE SPECIFICATIONS: 1. HANDRAIL FINISH SHALL BE 270 "WEATHERING STEEL". 270 2. DECKING OF PEDESTRIAN BRIDGE SHALL BE TREATED WOOD. 3. RME IS NOT OFFERING A BRIDGE 265 ABUTMENT AND PIER DESIGN FOR THIS 265 PEDESTRIAN BRIDGE CROSSING. THE CONTRACTOR SHALL SUBMIT A ENGINEERED --- - DESIGN FOR THIS WORK, SEALED BY A �_ _ LICENSED TEXAS PROFESSIONAL ENGINEER, - FOR REVIEW AND APPROVAL BY RME. 260 260 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1 +00 1 +10 1 +20 PEDESTRIAN BRIDGE — PROFILE VIEW HORZ: 1 "=5' VERT: 1 "=5' RABON 0 METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 5/11/06 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. OF TF-yXxj+ w 0 Ld zci � O < Q wWX Z Q ` / 0 Lv J = Ld v) Q Q 0 X d OO H _ c0 0 _ Q u- �,-/—� m U �U �0 /co I v, V) m 0 Z>W -� Z W U _U ZW�o Q Z) �00 J pNU W 0 �- CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 344-1082 FILENAME: 0268VBlA I SCALFAS SHOWN SUBMITTED DATE: JAN. 17, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A.M. FIELD BOOK: 5 PAGES: 51-71 RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 — 0268 ■ SHEET 9 OF 14 ell >91v / 5' WIDE CURD SECTION 4 w/NOTCH OUTS & ROCK VERBAL RETAINING ��°� / / VEHICULAR BRIDGE No. 1 IMIT OF 20' UTILITY RIP -RAP, SEE DETAIL WAL SEE DETAI 40'-0" CONCRETE SLAB & / FSIANITAF /SHEET C3.2 SHEET C11 NOMINA�EASEMENT (2333/250) �FACE OF IL �/ GIRDER SPAN - 24' ROADWAY TAPER & END T/C=289.93® 26 34 SKEW TxDOTODIFY BRIDGE /C=290.40 STANDARD CG-40-24 CURB ®BRID,GXISTIN ) DEI:K GAS LIN� PPROACH SLAB TO T/C=290.40 ` TP29000 % T/C=ONFORM w/CURVATUR ` 6" RAISED MONOLITHIC F DRIVEWAY ' CURB, SEE DETAIL 100% / / 3.19% XISTING 12" SHE�T C3.�T/P=290.00ATER LINECEMENT STABILIZEDF 20'BACKFILL CAD BRIDGE/ABUTMENT, .SEE � / � / % � �� / STA. 0+$7.55 Y SEWER p f-- � EASEMENT (399/590) DETAIL THIS SHEET O /1 - / � END BRIDGE C/L J // TAPER CROWN FROM/ / U) ABUTMENT NO. 2 E IDATA: PT C�➢ BAS LIf % / p o / P.C. OF DRIVEWAY Tp � TxDOT STANDARD R= 7,00' BRIDGE DE K STA.f8,6 / /, � o o ACGP-40-24€26'34'i) / / BRIDTAPGE E DECK NTO FROM / / /� _ / VE LEN— 8.65 / tl T/P=290.20 OF APPROACH SLAB CHD AR.=S 77'33' 9" E / f 50 4 7 3/8 03 /E o = / 1+00 CHD DIST.=�6.92 / % / / / j j ; AL / STA. 0+45.80 % / / / z BASELINE FOR BEGIN BRIDGE C/L / / o VEHICULAR BRIDGE / ABUTMENT N0. 1 l / % Z No. I TxDOT STANDARD / / O o / I CEMENT STABILIZED / ( / L.L.U) c� / BACKFILL 0 BRIDGE \ ACGP-40-24€26'34') / �� ,f 1 ABUTMENT, SEE \ T/P=290.20 \ / , / / � o / / / DETAIL THIS SHEET \ STA. 0+05.35 ;� / / / f f/ p w J / BEGIN BRIDGE / ' / / p T/P=290.00 j 1 \ APPROACH SLAB TxDOT / 2.23% \ \ STANDARD BAS- ) TAPER END T/C=290.25 O T/P=290.00 tl I I l o CURB ® BRIDGE74\� / ' FACEE OF OF RAIL IN, \ i TAPE & END G APHICAL DEPICTION f DECK 6" RAISED MONOLITHIC CUR ® BRIDGE I I OF FLOODWAY LIMIT I f CURB, SEE DETAIL SHEET C3. 81 \\ DEC; + P LO R—CASE NO 03-06-102P / 100 YEAR , / I I (DATED JULY 01, 2003) FLV"UDPLAIN ( / \/ I ' / EGIN B/SELINE �\ '� @ P.C. OF DRIVEWAY ' I / I I VER�ALOK RETAINING I �WAL, SEE DETAIL ,0/ ` I SHEET C1.2 I t 00 h ry T/C=290.23 cG 00 I VEHICULAR BRIDGE No 1 - PLAN VIEW SCALE: 1 "=5' I � \ \ \ \ \ PROPOSED 24"0 STORM SEWER SEE SHEET C1.4 I / I' I STA. 1 +15.80 I END BRIDGE APPROA I/ SLAB (TxDOT STAND) BAS-C) I I I / T.B.M. #2: TOP NUT OF FIRE HYDRANT LOCATED AT THE SOUTHEAST CORNER OF THE AMERISUITES HOTEL. APPROXIMATLEY 60' NW OF THE SOUTHEAST CORNER OF LOT 1R, BLOCK 1 OF THE WHEELER SUBDIVISION, PHASE TWO (ELEV.=295.08') 1. ALL BRIDGE CONSTRUCTION SHALL ADHERE TO TxDOT STANDARD DETAILS & SPECIFICATIONS. 2. THE CONTRACTOR SHALL STAKE OUT THE LIMITS OF THE BRIDGE FOR VERIFICATION BY THE ENGINEER PRIOR TO ANY BRIDGE CONSTRUCTION. 305 - _ EJEWED FOR 1 305 - PLIA[VC r. 0 CE 300 �^ o 300 VEHICULAR BRIDGE No. 1 40 -0 CONCRETE SLAB & GIRDER SPAN - 24' ROADWAY 26'34' SKEW (TxDOT STANDARD CG-40-24) m t ��- `° - � ¢ J Q CD l o o N `"v Q 25�a o ED C o `r N' W Z N O 00 w o GINEERIN o x L ZLAJ p 00 0 o '' o x O p p ~ I p I 14 I Cq .. of 295 tchO mN295 Q (n (n m Q Q in Z Q I-- cn W (n m AD —PRCl OPOSED 290 - PAVEMENIGHADE — — — — — — — - - — — — — — — — — — — — — — — — — — — — — — — 290 285 - - 285 280 EXISTING FIX FIX BRIDGE BRIDGE DECK & RAILXISTING APPROACH SLAB d' d.. CEMENT STABILIZED BACKFILL EXISTING GRADE CEMENT STABILIZED BACKFILL N.T.S. 280 275 275 FILL MATERIAL, UNDER BRID E GRADE GEO CHNICAL R PORT WAS 270 NOT PERFORMED AN RME IS N T 270 RE �y OF BRIDGE 1 2 CONTRACTOR TO PR VIDE SOILS DATA RECOMMEN A FOUNDIN 265 TYPICAL 16 SQUARE DE OR THE PILINGS WITH 265 PILING ADEQUATE BEARING- CAPACITr -TYPICALIL 1 SQUAR 260 260 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1 +00 410 1 +20 1 +30 HORZ: 1"=5' VERT: 1 "= 5' RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 5111106 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. I� CC L d �-- < 0 V) W Q Z J (i) Q Lj LJJ > ~� o w I T .1. w Woo 0 < < x C,Z 0 apLd } L O W �_ Q En >r0 j� W �'� ^ V, pYU V ��— LiJ Nm0 W 0 wF-m m m UZW=o �_� �, O 0 � GNU CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 344-1082 FILENAME: 0268VBlA I SCADS SHOWN SUBMITTED DATE: JAN. 17, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A,M. FIELD BOOK: 5 PAGES. 51-71 RABON METCALF ENGINEERING CLIENT N0. PROJECT N0. 197 - 0268 ■ 3 SHEET 10 OF 14 I/ \ 20' WIDE CURB ECTION w/NOTCH OUTS & OCK \ RIP -RAP, SEE DETAI SHEET C3.2 \ T/C= 291.16 � I 2» I.R. \ CAP �\ ` STA. 0+11.64 290 BEGIN BRIDGE I \ APPROACH SLAB (TxDOT STANDARD BAS-C) ♦ \ BASELINE FOR "`VVVEHICULAR BRIDGE \ No. 2 \ I 00 - \ BEGIN BASELINE © P.T_ OF DRIVEWAY i 1 /�/'' I. R. w4/CAP 3.03% 1 VEHICULAR BRIDGE No. 2 40'-0" CONCRETE SLAB & TAPER & END GIRDER SPAN - 24' ROADWAY 6" RAISED MONOLITHIC CURB @ BRI GE @ 26'34' SKEW (TxDOT CURB, SEE DETAIL D K STANDARD CG-40-24) SHEET C3.2,--\ \� \ T/C=291.90 3.222% \ CEMENT STABILIZED / BACKFILL @ BRIDGE / ABUTMENT, SEE DETAIL SHEET C2.3 / \TAPER CR0 FROM I / BEGINS ING OF AP OACH SLAB TO BRIDG DECK / � \1 / X T/C=291.57 \ T/C= 291.92 / TAPER & END CURB @ BRIDGE - DECK 100—YEAR FLOODPLAIN VARIABLE WIDTH FLOODWAY PER PLAT (3490/269) RETAINING WALL NOMINAL FACE OF RAI 00 rco ® \ I / 5 Il� o ' I TAPER &/, ND \ o / ' / / I CURB @ /BDGE 1 / I DECK IT 262 T/P=291.75 / % / bj u- 0- / STA. 0+81.64 of / END BRIDGE C/L / %�- // ABUTMENT NO. 2 / � 1 (TxDOT STANDARD / /0 0 ' ACGP-40-24€26'34'j) / N o U ' I T/P=291.95 / 11 I I STA. 0+39.89 I / / z ' I BEGIN BRIDGE C/L J p ABUTMENT NO. 1 (TxDOT STANDARD 0 J / / N� ' ACGP-40-24J26'34'j) u` N � I ' , T/P=291.95' sof � ) ' l J T/P=291.75 �� (T/P=29)1.75�/ % // j I 1 � `--N OMiN/AL j / 0 1 ' I j CIA C OF RAIL I G F F LOODWAY ILIMIITO PER L MR -CASE NO 03 0 -1IO2P (,ATED JULY 01, 200�) I \ \ I I SCALE: 1 "=5' i T/P=291.75 /! TjC= 292.43 / TAPER CROW FROM / BRIDGE DECK TO END OF APPROACH IS�AB It / i+ 00 \ t I\ \ I \ \ STA. 1 +09.89 \ END BRIDGE APPROACH SLAB (TxDOT STANDARD I BAS-C) CEMENT STABILIZED B.M. At BACKFILL @ BRIDGE \ TOP NUT OF FIRE HYDRANT LOCATED AT ABUTMENT, SEE THE SOUTHEAST CORNER OF THE DETAIL SHEET C2.3 AMERISUITES HOTEL. APPROXIMATELY 60' PR OSED 36"\ ( NW OF THE SOUTHEAST CORNER OF LOT 1R, DETE TION POND \OUTLE I\ BLOCK 1 OF THE WHEELER SUBDIVISION, It SEE S EET C1.3 \ I PHASE TWO / T/C=292.05 T/C=292.0 i , (ELEV.=295.08') / \ 1.00% / T/C=292.14 \ \ \ T/C=292.17 CURB @ BRIDGE TAPER & DIGD \ 10\WIDE RB SECTION DECK _ \ \R PNd� \U S &ROCK SEED AIL DETAINING \ WALL \ \ NOTE: 1. ALL BRIDGE CONSTRUCTION SHALL ADHERE TO TxDOT STANDARD DETAILS & SPECIFICATIONS. 2. THE CONTRACTOR SHALL STAKE OUT THE LIMITS OF THE BRIDGE FOR VERIFICATION BY THE ENGINEER PRIOR TO ANY BRIDGE CONSTRUCTION. ' 305 OVERALL LENGTR OF BRIDGE— 305 o � 300 �� :`) VEHICULAR BRIDGE No. 2 40'-0" CONCRETE SLAB & GIRDER SPAN - 24' ROADWAY @ 26'34' SKEW (TxDOT STANDARD CG-40-24 ) 300 < c.I , < E flE ao U z z N Z z m co c� m � L-i_ E- 1 rn r- ~ ~ 1 - cr U + m w rn +- w rn �.v AY 2 2 2QQE� o O z oa- 11 %f—o p m ��z PwmXU� I—ffi zm X I- zJ< CO-J.—LEG"TAT ON v) m < V) 295 CONCREIE 295 A PROACH SL B- 7, CONCRETE 290 -- ---- ---- ----- ---- ---- ---- --- 290 _ E> ISTING _ — FIX285 285 CONCRE ---- ONCRPTENWINGW 280 280 FILL MATERIAL, UND R BRIDGE ROACH, SHA L CONSIST OF SELECT EXISTING < < GRAD 275 275 A GEOTECHNIC L REPORT WAS NOT PERFORMED AND 270 (7C 270 PILING FOUNDED DEPTH. IT RIDGE CONTRACTOR TO I A PILING 265 PROVIDE S01 S DATA & --CO-N—CRETE 265 DEPTH FOR THEIDILINGS ADEQUX-E WITH- BEARING rAPArITY- - 260 260 0+00 0+10 0+20 0+30 40 0+50 0+60 0+70 0+ 0+90 1 +00 1 +10 1 +20 1 t30 HORZ: 1 "=5' VERT: 1 "= 5' RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 EMAIL: rmengineer@verizon.net OFFICE - (979) 690-0329 FAX - (979) 690-0329 CELL - (979) 219-4174 SURVEYOR STRONG SURVEYING 1722 BROADMOOR, SUITE 105 BRYAN, TX 77802 OFF: (979) 776-9836 FAX: (979) 731-0096 SUBSTANTIALLY COMPLETE FOR CONSTRUCTION 5/11 /05 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT BE USED FOR CONSTRUCTION. OF TFkx.9 � j*•• ytl ~ RABON M 83 00 Lv L_ 0 CL Z ~ \ O Q (n Q WwX Q>F- �N w � _ wQQ N 0-pZo ao� O I— 0 1 � z Z I— '� > o o /Ld w 1-- �YU Q L�! 0 W I- m Of m U Z) O 0 J pNU _U LEI CLIENT INFORMATION M.D. WHEELER, INC. c/o RONALD COWE 1919 WHITNEY HOUSTON, TX 77006 OFF: (713) 355-5355 FAX: (713) 344-1082 FILENAME: 0268VB1A I SCALEIS SHOWN SUBMITTED DATE: JAN. 17, 2006 DRAWN BY: R.A.M. CHECKED BY: R.A.M. FIELD BOOK: 5 PAGES: 51-71 RABON METCALF ENGINEERING CLIENT NO. PROJECT NO. 197 — 0268 ■ SHEET 11 OF 14