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Home My WebLink About05-4202 PARK AVE BRIDGE REPLACEW m Z �.7 Z z w W g a w I � w 0 m w � I— ZW ,' d Q � M _ N YWW F- Na{=O z z �� , a � =m!", �Z,, Z� • n m' �w �g0 � '', a ud m w Z Z N �� w� o� xm �=I z� • a ', mii �w; _�, �w ¢am, c� i TITLE SHEET 2 EXPRESS REVIEW 3 GENERAL NOTES 4 TYPICAL SECTIONS 5 SURVEY CONTROL SHEET 6 HYDRAULIC DATA SHEET 7 BRIDGE LAYOUT 8 SLOPE PROTECTION PLAN 9 ABUTMENT DETAIL, 10 INTERIOR BENT DETAILS 11 PRESTRESSED CONCRETE SLAB BEAM SPANS *12 PRESTRESSED CONCRETE SLAB BEAM (NON -STD SPANS) - PSBNS *13 PRESTRESSED CONCRETE SLAB BEAM DETAILS TYPE 4SB12 MOD - PSB-4SB12 *14 PRESTRESSED CONCRETE SLAB BEAM DETAILS TYPE 5SB12 - PSB-5SB12 * 15 ELASTOMERIC BEARING DETAILS - PSBEB * 16 PRESTRESSED CONCRETE PILING - CP 1'7 HCPID COMBINATION RAILING DETAILS 18 HCPID BRIDGE END RAILING 19 STORM WATER POLLUTION PREVENTION PLAN 20 STORM WATER POLLUTION PREVENTION PLAN DETAILS 21 DETOUR PLAN 22 HCPID PROJECT SIGN 23 BRIDGE PLAQUE * INDICATES TXDOT STANDARD SHEETS. THE STANDARD SHEETS SPECIFICALLY IDENTIFIED ABOVE HAVE BEEN ISSUED BY ME OR UNDER MY RESPONSIBILE SUPERVISION AS BEING APPLICABLE TO THIS PROJECT. JOE FRANK POTTER, P.E. DATE INTERINi REVIEW ONLY DOCUMENT INCOMPLETE, NOT iNTENDEO FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER: JOE FRANK POTTER ENGR. REG. NO.: 36347 DATE: MAY 2007 PROJECT LOCATION KEY MAPS #580 D VICINITY MAP N.T.S. COMMISSIONER PRECINCT 1 SYLVIA R. GARIA COMMISSIONER PRECINCT 2 "` COUNTY AUDITOR me \\ SITE LOCATION MAP N.T.S. COUNTY JUDGE r��1 VESTON kiOtZl��aSSOCIateS BAY 1160 DAIRY ASHFORD �500 HOUSTON, TX 77079 Phone: (281) 589-7257 Fox: (281) 589-7309 KLOTZ ASSOCIATES PROJECT N0. 0116.099.000 COMMISSIONER COMMISSIONER PRECINCT 3 PRECINCT 4 ARTHUR L. STOREY, JR, P.E. COUNTY ENGINEER �G�6U� MAY 302(17 ��'111sI�In��C IJ :�€. c U a o_ 0 0 a 0 O Q U O O r 0 0 0 0 a; rn 0 ,z. • .. Z W U d � � 0 mw � �W Z CC �Y�N W o��-O '.',,.. N CL W N w z z� �� a o m _� � z z� • a m n w 7 � ��x w z Z N . � � a w = m z z¢ • a m �¢ �g0 fz" ',.. m 1. PAVING I. DESIGN THICKNESS OF PAVING II. ABILIZED SUBGRADE TO A DEPTH OF III. DE GN STRENGTH OF CONCRETE IV. TYPE ND PLACEMENT OF STEEL: rs _..I - IV TO BE COMPL ED ONLY IF PAVING IS i0 BE ACCEPTED DY HA IS COUNTY I. NUMBER OF DRIVEWAY PPROACHE' 11. HARRIS COUNTY STANDA DRIVEW ON SHEET NOTES: I - II i0 BE COMPLETED ONLY IF PROJE ENTA LS Ai TIME OF DEVELOPMENT FIRE AP US � ❑ REQUIRED ANDS WN ON SHEETS) ❑ NOT REQUIRED UE TO DETAIL APPEARS CONSTRUCTION OF DRIVEWAYS .0 ESS ROAD CURBING I. ISLAND AND MEDIANS REQUIRE STANDARD 6" CURBING II. STANDARD 6" CURBING PROPOSED 4" x 12" CURBING PROPOSED ❑ 6" OR 4" x 12" ALLOWED EXCEPT AT MEDIANS AND ISLANDS TRAFFIC CONSIDERATIONS I. MEDIAN CUTS ® NO MEDIAN CUT OR RELOCATION IS PROPOSED ❑ MEDIAN MODIFICATIONS ARE SHOWN ON SHEET II. LEFT HAND TURN ® NO LEFT TURN LANE IS PROPOSED ❑ LEFT TURN LANE IS SHOWN ON SHEET III. TRAFFIC CONTROL PLAN ❑ NO WORK IN THE RIGHT OF WAY IS PROPOSED THAT WOULD INTERFERE WITH TRAFFIC FLOW ® TRAFFIC CONTROL SHOWN ON SHEET 21 IV. EXISTING TRAFFIC CONTROL ❑ DEVICES SHOWN ON PLANS (T.C. BOXES AND LOOPS) NOTES: I -III i0 BE COMPLETED FOR ALL PROJECTS �. a, �.rtivi wtil�x (1UAL1'1'Y I. CONSTRUCTION PROTECTIVE MEASURES. 0 SWPPP SITE PLAN AND DETAILS ON SHEETS) 19, 20 � 2. SUBDIVISION DRAINAGE 3 , SITE DRAINAGE 1. DRAINAGE SYSTEM TYPE (OTHER THAN SUBDNISION TYPE PROJECTS) I. PROPOSED DRAINAGE AREA PS' STORM SEWER ❑ NEW DEVELOPMENT AREA: ❑ RE -DEVELOPMENT AREA (AMOUNT INCREASED ❑ OADSIDE DITCH IMPERVIOUS AREA): II. D NTION VOLUME DRY BASIN II. DESIGN METHOD USED NEW A EA X 0.65 = ACRE—FEET DET TION REQUIRED ❑ CITY 0 HOUSTON FREQUENCY PROPOSED LUME = ACRE FEET ❑ OTHER ❑ TO DETENTION P ND ❑ DETENTION POND INTAIN BY ❑ TO HCFCD DRAINAGE IT UNIT N0. ❑ TO HARRIS COUNTY R SIDE DITCH ROAD NAME: ❑STATIC W.S.E. � OUTFAL IS ❑ PROPOSED STORM SE R IS SUBME ED. STORM WATER 0 FALL CAPACITY ALLO ATED TO TRACT FROM D. .MAP: _______ (CFS) FROM DRAIN E AREA MAP DATED: PREPARED ACTUAL 0 FALL RATE: ______________ ________ (CFS) OW PRIOR TO DETENTION: FLOW AFTER DETENTION (IF REQUIRED): ES: - IV REQUIRED ON ALL SUBDIVISION TYPE PROJECTS INCLUDING MANUFACTURED HOME PARKS. ------ I II. OUTFACE OUTFACE TO ® ROAD E DITCH ❑ STORM WER ❑ OTHER __ STATIC W.S.E. � OUTFALI I __ ROADSIDE DITCH OUTFACE: ROAD FRONTAGE 980 0.0 8 = 8.64 (CFS) ALLOWABLE OUTFACE PROPOSED OUTFACE RAT : 5.3 CFS _ ❑ STORM SEWER OUTFAL CAPACITY ALLOCATE TO TRACT FROM A. MAP: (CFS) FROM DRAINAGE EA MAP DATED: PREPARED BY: ACTUAL OUTF RATE: (CFS) IV. PUMPED DET TION FACILITIES VOLUME T T GRAVITY FLOWS: ___ ACRE FEET VOLUME HAT IS PUMPED: _,ACRE FEET ENTR CE VELOCITY INTO ROADSIDE DITCH OR ORM SEWER: P P SPECIFICATIONS AND OPERATING PLAN PEAR ON SHEET . FLOW RESTRICTOR SIZE OUTFACE PIPE SIZE: RESTRICTOR PIPE SIZE: VI. ❑PROPOSED STORM SEWER IS SUBMERGED. NOTES: I. REQUIRED FOR ALL PROJECTS OTHER THAN SUBDIVISION TYPE PROJECTS. DEVELOPMENT AREA INCLUES ALL AREA WHERE BUILDING, PAVING OR GRADING WILL OCCUR. AREAS NOT INCLUDED BUT WITHIN THE PROPERTY'S BOUNDARIES MUST 8E DELINEATED AS A "NO WORK" AREA ON THE DRAWINGS. il. - V. REQUIRED WHEN PROPOSED FACILITY WILL INCREASE THE AMOUNT OF RUNOFF INTD A COUNTY DRAINAGE DITCH, ROADSIDE DITCH OR STORM SEWER. IF ANALYZED AND THE RECEIVING DRAINAGE STRUCTURE HAS CAPACITY IN THE FULLY DEVELOPED CONDITION OF THE AREA IT SERVES, NO DETENTION IS REQUIRED. 7, FLOOD CONTROL DISTRICT CRITERIA DETENTION SUMMARY STORMWATER DETENTION BASIN ROUTING TABLE DETENTION BASIN DRAINAG = 8.24 gCRES RAINFALL EVENT PROBABILITY PRE -DEVELOPED RUNOFF DST -DEVELOPED PEAK DETENTION BASIN WATER PEAK STORAGE STORAGE RATE CFS OFF CFS PEAK OUTFLOW URFACE ELEVATION VOLUME AC-Fi AC-F7 PER AC 10% EXCEEDANCE (10-YEAR) 1% EXCEEDANCE (I00-YEAR) tl. APPLICABILITY FOR PERMANENT FEATURES. ADDITIONAL CRITERIA FOR PUMPS NTION BASINS: VOLUME OF PUMPED 1% ANCE STORAGE VOLUME _ ___�C-FT ____ % OF TOTAL VOLUME EXEMPT NEW DEVELOPMENT OF LESS THAN 5 ACRE PARCEL. MAXIMUM oesicN OW VELOCITY INTO HCFCD CHANNEL = _________CFS ® EXEMPT REDEVELOPMENT OF A 5 ACRE OR LARGER PARCEL WHERE DRAIN TI BASIN = _________ HOURS BASED ON ________________________`___ HEAD CONDITIONS. TOTAL IMPERVIOUS SURFACE (EXISTING PLUS PROPOSED) IS LESS THAN 1 ACRE. ❑ EXEMPT "GRAND FATHERED" BY AN EXISTING STORM SEWER LINE. sTORMWATER DRAINAGE DESIGN REPORT ❑ "STORM WATER QUALITY MANAGEMENT PLAN" HAS BEEN/WILL BE INCLUDED IN A REPORT TITLE _____ PELIMINARY_ENGINEERING REVIEW__ ______- _ ___ _____ __ SEPARATE SUBMITTAL ENTITLED REPORT DATE __04106 _______-___ ENGINEERING FIRM _KLOTZ-ASSOCIATES, INC. ------- ---------------------- ❑ "STORM WATER QUALITY MANAGEMENT PLAN" INCLUDED. SWAMP SITE PLAN ON DATE OF ACKNOWLEDGEMENT BY HCFCD OR Fl00DPLAIN ADMINISTRATOR____________ SHEETS) III. STORM WATER QUALITY FEATURES. ❑ VEGETATIVE CONTROLS USED: (FILTER STRIP, GRASSY SWALE, URBAN FORESTRY) DETAILS AND CALCULATIONS APPEAR ON SHEETS) ❑ POND STRUCTURE USED (WET, DRY, WETLANDS) DETAILS AND CALCULATIONS APPEAR ON SHEETS) ❑ HYDRODYNAMIC TYPE SEPERATOR MODEL: ❑ OTHER(S): SILT CONTROL FENCE NOTES' I - II REQUIRED ON ALL PROJECTS, III IF NOT EXEMPT OR "GRANDFATHERED" 9. WHEEL CHAIR RAMPS / SIDEW WHEEL CHAIR PS PROPOSED YES ❑ SIDEWALKS PROPOS YES NO ❑ NOTE: IF A EGORY ON THIS SHEET IS REQUIRED THE PROJECT, "X" T UGH THAT ENTIRE S ION. EGORY (6) MUST BE COMPLET STORMWATER PLAN TITLE ____ ENGINEERING FIRM WORK CONTAINED IN THESE ._ DATE SIGNED BY HC D'�-.-_ II. HCFCD STANDARD NOTES: SEE SHEET 3 OF THESE PLANS. III. HCFCD STANDARD DETAILS: SEE SHEET N�A OF THESE PLANS. IV. REFER TO PLAN SHEETS 5 FOR EXISTING AND PROPOSED RIGHT OF WAY DELINEATION AND COMPLETE RECORDING INFORMATION TO INCLUDE FEERSTRIP ILETC.)MN D GRANTEE (e gSTCOH (HCFCDRAPUBLIC,�TXDOT, TETC.) DtJ TES _ 1. COMPLETE ONLY IF HCFCD OR HARRIS COUNTY IS REQUIRING DETENTION. II. COMPLETE ONLY IF PROJECT HAS WITHIN IT OR IS IMMEDIATELY ADJACENT TO AN EXISTWG OR ' PROPOSED HCFCD MAINTAINED CHANNEL OR DE(ENTION BASIN. III. COMPLETE ONLY IF PROJECT INCLUDES NEW OUTFACE, DACKSLOPE INTERCEPTOR OR OTHER RELATED WORK WITHIN AN EXISTING OR PROPOSED HCFCD MAINTAINED CHANNEL OR DETENTION DASIN. IV. COMPLETE ONLY OF PROJECT HAS WITHIN OR IMMEDIATELY ADJACENT TO IT AN EXISTING OR PROPOSED PUBLIC DRAINAGE CHANNEL OR DETENTION BASIN. OTHER PLANS: 4, WATER AND WASTEWATER I. TYPE OF SERVICE PROPOSED ® MUNICIPALITY: CITY OF LA PORTS ❑ MUNICIPAL UTILITY DISTRICT: ❑ OTHER DISTRICT: ❑ PRIVATE WATER AND WASTEWATER SYSTEMS ❑ PRIVATE WATER SYSTEM AND INDIVIDUAL OSSF ❑ INDIVIDUAL WATER WELL AND OSSF ❑ OTHER: _ ❑ NO UTILITIES ARE PROPOSED U ETTER FROM DISTRICT AUTHORIZING SERVICE A CONNECTION ❑ TCEQ PROVAL FOR WATER SYSTEM A PERMIT WASTEWATER SYSTEM. ❑ TCEQ APPRO FOR WATER SYS M AND OSSF FEASIBILI REPORT ❑ OSSF FEASIBILITY R ORT RICH CONSIDERS INDIVIDUAL WELLS ❑ RESIDENT ❑ COMM CIAL: ❑ OT R: VOTES I. PLETE FOR AlL PROJECTS II. COMPLETE FOR AlL PROJECTS. . COMPLETE ONLY IF TCEQ DISCHARGE PERMIT IS PROPOSED $, FLOOD PLAIN STATUS I. GENERAL INFORMATION FIRM PANELS) FOR PROPERTY: 48201C0945J FIRM PANELS) DATE: 11/06/1998 STATUS OF PROPERTY ON MAP ❑ LOCATED IN UNSHADED ZONE "X" ❑ ENTIRELY LOCATED IN SHADED AND UNSHADED ZONE "X" ® LOCATED PARTIALLY IN ZONE "AE" DELINEATE ON CONSTRUCTION DRAWINGS {DRAINAGE LAYOUT) ❑ LOCATED ENTIRELY IN ZONE "AE" (INDICATE BASE FLOOD LEVEL ON CONSTRUCTION DRAWINGS) ❑ OTHER ❑ SITE REMOVED FROM FLOODPLAIN BY COMA OR LOMR—F CASE NO.____________ ---------- FLOOD HAZARD RECOVERY DATA ❑ FLOOD HAZARD RECOVERY DATA AVAILABLE AND UTILIZED (PROVIDED INFORMATION BASED ON 1973 AND 2001 ADJUSTMENTS). ® FLOOD HAZARD RECOVERY DATA NOT AVAILABLE. ELEVATION INFORMATION BENCHMARK USED ❑ FEMA RM benchmark ❑ HARRIS-GALVESTON COASTAL SUBSIDENCE DISTRICT BENCHMARK (FOR COASTAL AREAS) ® OTHER DESCRIPTION OF BENCHMARK INCLUDING ELEVATION, DATUM AND YEAR OF ADJUSTMENT BENCHMARKS: NAD83 (1993)� NAVD88 (2001 ADJ. TSARP); TEXAS SOUTH CENTRAL ZONE (4204) COMBINED SCALE FACTOR 1.00013D; ADJ. SURFACE COORDINATES POINT NORTHING FASTING ELEV DESC 1 13811013.61 3236286.03 14.10 GPS-1 2 13811224.91 3236436.93 12.72 GPS-2 3 13811672.03 3236749.56 15.02 GPS-3 II. FLOOD PLAIN DETERMINATION BASED ON GROUND ELEVATION ❑ PROPERTY LIES ENTIRELY ABOVE THE BASE FLOOD LEVEL AND IN ZONE "X" (SHADED OR UNSHADED) � PROPERTY LIES PARTIALLY BELOW THE BASE FLOOD LEVEL (MUST BE DELINEATED ON TOPOGRAPHIC SURVEY) FLOODPLAIN STORAGE SUMMARY (APPLIES ONLY TO PORTION Of LAND LOCATED WIC FLOODPLAIN AS DELINEATED BY FIRM PA A. TOTAL OF MATERIAL PROPOSED TO BE WITHIN THE FIRM DELINEATED FL (FILL, BASE TE, ASPHALT, ETC.); i.e., BELOW ELEVATION .__ ADJ.) CUBIC YARDS B. TOTAL VOLU ATERIAL PROPOSED TO OVED FROM THE FIRM D FLOODPLAIN: i:e., BELOW ELEVATION (19 ADJ.) CU NOTES 1. COMPLETE FOR ALL PROJECTS ii.. COMPLETE ONLY IF PROJECT IS ADJACENT TO 100-YEAR FLOOD PLAIN IV_ LJLOMR REQUIRED VERIFIED DY: DATE OR UNITS lS� DAILY FLOW 5, DESCRIl'TION OF PRO)'ERTY I. LEGAL DESCRIPTION: PARK AVENUE BRIDGE REPLACEMENT (HCFCD UNIT F212-00-00) ❑ NEW PLAT LOCATED IN THESE SURVEYS: ❑ REPEAT OF RECORDED SUBDIVISION OR RESE 2VE KNOWN AS __ 11. ADJACENT ROADS NORTH OF OAK GROVE SOUTH OF BROWNELL 'TREET III. JURISDICTIONS ❑ CITY OF HOUSTON ® CITY OF LA PORTS ❑ ETJ, CITY OF ❑ UTILITY DISTRICT: ❑ OTHER: IV. HCAD ACCOUNT NOS (ALL NOTES. I., III., IV., COMPLETE FOR ALL PROJECTS II. COMPLETE ONLY IF PROJECT IS LOCATED ADJACENT TO A PUBUC R PRIVATE ROAD. HCPID SIGNATLT.IEtE BLOCK PROJECT KNOWN AS: PARK AVENUE BRIDGE REPLACEMENT WAS ACCEPTED BY THE FOLLOWING GROUPS FOR THE PURPOSES LISTED BELOW: ENGINEERING DIVISION BY INTERPOSE NO OBJECTION DATE ' BY AS TO PAVING ANO/OR DRAINAGE ONLY DATE DY AS TO LOCATION OF ITEMS IN COUNTY RIGHT OF WAY DATE '. DY AS TO STORM WATER DUALITY DATE HARRIS COUNTY FLOOD CONTROL DISTRICT INTERPOSE NO OBJECTION BY DATE FOR ITEMS LOCATED OUTSIDE OF HCFCD RIGHT-OF-WAY APPROVED: BY DATE FOR ITEMS LOCATED WITHIN EXISTING HCFCD RIGHT-OF-WAY APPROVED: BY DATE FOR ITEMS LOCATED WITHIN PROPOSED HCFCD RIGHT-OF-WAY ADDITIONAL COMMENTS: THE PROJECT WAS REVIEWED, HOWEVER, THIS DOES NOT MEAN THE ENTIRE PROJECT, INCLUDING ALL SUPPORTING DATA AND CALCUlATiONS HAVE BEEN COMPLETELY CHECKED AND VERIFIED. THESE DRAWINGS ARE SIGNED, DATED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF TEXAS, WHICH THEREFORE CONVEYS THE ENGIN ER'S RESPONSIBILITY AND ACCOUNTABILITY. THIS DOES NOT RELIEVE ANY PARTY FROM COMPLYING WITH ANY OTHER LEGALLY ADOPTED REGULATION OR ORDINANCE RELATED TO LAND DEVELOPMENT. IF THE CITY SIGNATURES ARE REQUIRED BY ORD ANCE, COUNTY PERMITS WILL NOT BE ISSUED UNTIL SUCH SIGNATURES ARE OBTAINED. THESE SIGNANRES ARE VALID FORAM. (IMUM OF TWO YEARS. ENGINEER'S CERTIFICATION I, JOE FRANK POTTER A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF TEXAS DO HEREBY CERTIFY THAT THE INFORMATION PRESENTED ON THIS SHEET fS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE. THE COMPLETED PROJECT CONSISTS OF DRAWING SHEETS � THRU 2 3 SEAL SIGNATURE ''. DATE R E V I S I O N S SHEET N0. DESCRIPTION ACKNOWL DGMENT PARK AVENUE BRIDGE REPLACEMENT VERSION 10.0 JAN. 3, 2006 EXPRESS REVIEW SHEET VERSION 10,0 / REVISED NOTE "5. DESCRIPTION OF PROPERTY" /JAN. 3, 2006 REQUEST NO. 2012351 NO. 94227 SHEET !UMBER 2 0 23 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTROLLING TRAFFIC IN THE IMMEDIATE VICINITY OF CONSTRUCTION, CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR MAINTAINING A SAFE PROJECT SITE 24 HOURS A DAY, ALL WORK SHALL BE PERFORMED IN SUCH A MANNER AND SEQUENCE AS TO PROVIDE PROTECTION TO TRAFFIC AND PEDESTRIANS, CONTROLS SHALL BE CONSISTENT WITH THE TYPE OF WORK BEING PERFORMED, AS A MINIMUM, THE GUIDELINES SET FORTH IN THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" SHALL BE OBSERVED, 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL AND DISPOSAL OF ALL WASTE MATERIAL GENERATED DURING CONSTRUCTION, WASTE MATERIAL MUST BE REMOVED FROM THE WORK SITE AND DISPOSED OF IN SUCH A MANNER AS TO NOT DAMAGE THE OWNER OR OTHER PERSONS, 3. THE CONTRACTOR SHALL COORDINATE HIS CONSTRUCTION SCHEDULE WITH THE COUNTY PRIOR TO COMMENCING WORK, 4, ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION AND ANY CONSTRUCTION AND ANY DRAINAGE DITCH OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO THE SATISFACTION OF THE COUNTY, 5. CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING FINAL GRADES TO ASSURE POSITIVE DRAINAGE, 6. THE CONTRACTOR MUST CLEAN MUD, DIRT OR DEBRIS TRACKED ONTO EXISTING STREETS BY ANY VEHICLE THAT EXITS THE SITE AT LEAST AT THE END OF EACH DAY, 7. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING REQUIRED SECURITY TO PROTECT HIS OWN PROPERTY, EQUIPMENT, AND WORK IN PROGRESS, 8. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD BEFORE COMMENCING ANY WORK, IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO REPORT ANY DISCREPANCIES TO THE OWNER IN A TIMELY MANNER, CHANGES IN HORIZONTAL OR VERTICAL ALIGNMENT ARE TO BE APPROVED BY THE COUNTY, 9. THE CONTRACTOR SHALL COMPLY WITH OSHA REGULATIONS AND STATE OF TEXAS LAW CONCERNING EXCAVATION, TRENCHING AND SHORING, 10. ALL PROPOSED STORM SEWER PIPE IN PUBLIC RIGHTS -OF -WAY SHALL BE C-76 CLASS III REINFORCED CONCRETE PIPE W/ TONGUE AND GROOVE, 11. THE DRAWINGS SHOW AS MUCH INFORMATION AS CAN BE REASONABLY OBTAINED FROM AN ON THE GROUND OBSERVATION, SURVEY AND EXISTING CONSTRUCTION DRAWINGS REGARDING THE TOPOGRAPHIC FEATURES, ELEVATIONS AS WELL AS THE LOCATION AND NATURE OF PIPELINES, NATURAL GAS LINES, UNDERGROUND CABLES, UTILITIES, ETC., HOWEVER, THE ACCURACY OF OR COMPLETENESS OF SUCH INFORMATION IS NOT GUARANTEED, 12. PLACE BACKFILL AS PROMPTLY AND AS PRACTICABLE AFTER COMPLETION OF EACH STRUCTURE OR PORTION OF A STRUCTURE, DO NOT PLACE BACKFILL AGAINST CONCRETE WALLS OR SIMILAR STRUCTURES UNTIL CONCRETE HAS CURED AT LEAST SEVEN (7) DAYS. 13. CEMENT -SAND BACKFILL SHALL CONSIST OF NOT LESS THAN 1-1/2 SACKS OF CEMENT PER TON OF SAND WITH SUFFICIENT WATER TO HYDRATE THE CEMENT, THE MATERIAL SHALL BE PLACED IN LAYERS EIGHT (8) INCHES THICK MAXIMUM AND COMPACTED TO 95% MAXIMUM DENSITY AT OPTIMUM MOISTURE, 14. ALL AREAS DISTURBED BY CONSTRUCTION WHICH ARE NOT TO BE REPAVED OR OTHERWISE COVERED SHALL BE HYDROMULCH SEEDED, 15, NO CONSTRUCTION WHICH BLOCKS TRAFFIC OF ANY STREET, ALLEY, OR DRIVEWAY WILL BE ALLOWED DURING THE HOURS OF 7:00-9:00 A.M. AND 4:00-6:00 P.M. 16. DURING THE ENTIRE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL MAINTAIN CONSTRUCTION WARNING SIGNS AT EACH END OF THE PROJECT TO WARN MOTORING AND PEDESTRIAN TRAFFIC THAT CONSTRUCTION IS IN PROGRESS AND OF POSSIBLE HAZARDOUS CONDITIONS GENERATED BY THE CONSTRUCTION, 17. CONDITION OF THE ROAD AND/OR RIGHT-OF-WAY, UPON COMPLETION OF JOB SHALL BE AS GOOD AS OR BETTER THAN PRIOR TO STARTING WORK. 18. CONTACT HARRIS COUNTY PUBLIC INFRASTRUCTURE DEPARTMENT -ENGINEERING DIVISION AND CITY OF LA PORTE AT LEAST 48 HOURS PRIOR TO CONSTRUCTION 19. ALL MARKING SHALL MEET TXMUTCD AND HARRIS COUNTY GUIDELINES, ANY CONFLICTS TXMUTCD SHALL PREVAIL, 20. SAW CUTTING EXISTING PAVEMENT TO PERFORM MILLING, ETC, SHALL BE INCIDENTAL, NO SEPARATE PAY, 21, CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS BEFORE BEGINNING CONSTRUCTION, 22. PAVED SURFACES SHALL BE PROTECTED FROM DAMAGE BY TRACKED EQUIPMENT, 23. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING AN UPDATED REDLINED "AS -BUILT" SET OF CONSTRUCTION DRAWINGS ON SITE FOR INSPECTION BY THE COUNTY, 24. IRON RODS DISTURBED DURING CONSTRUCTION ARE TO BE REPLACED BY A REGISTERED PUBLIC LAND SURVEYOR FOR THE ORIGINAL PROPERTY OWNER AT NO SEPARATE PAY, 25. CONTRACTOR MUST OBTAIN A PERMIT FROM THE CITY OF LA PORTE BEFORE BEGINNING CONSTRUCTION, UTILITIES NOTES: CenterPoint Energy NOTES NOTE: THE LOCATION OF THE PRIVATE UTILITY LINES ARE SHOWN IN AN APPROXIMATE WAY ONLY, THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION BEFORE COMMENCING WORK, HE ALSO ACCEPTS FULL RESPONSIBILITY FOR ANY AND ALL DAMAGES INCURRED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE THESE UTILITIES, CONTRACTOR SHALL NOTIFY UTILITY COORDINATING COMMITTEE (713) 223-4567 AT LEAST 48 HOURS PRIOR TO COMMENCING CONSTRUCTION, WARNING: OVERHEAD ELECTRICAL FACILITIES OVERHEAD LINES MAY EXIST ON THE PROPERTY, WE HAVE NOT ATTEMPTED TO MARK THOSE LINES SINCE THEY ARE CLEARLY VISIBLE, BUT YOU SHOULD LOCATE THEM PRIOR TO BEGINNING ANY CONSTRUCTION. TEXAS LAW, SECTION 752, HEALTH & SAFETY CODE, FORBIDS ALL ACTIVITIES IN WHICH PERSONS OR THINGS MAY COME WITHIN SIX (6) FEET OF LIVE OVERHEAD HIGH VOLTAGE LINES. PARTIES RESPONSIBLE FOR THE WORK, INCLUDING CONTRACTORS, ARE LEGALLY RESPONSIBLE FOR SAFETY OF CONSTRUCTION WORKERS UNDER THIS LAW, THIS LAW CARRIES BOTH CRIMINAL AND CIVIL LIABILITY. TO ARRANGE FOR LINES TO BE TURNED OFF OR REMOVED CALL RELIANT ENERGY HL&P AT (713) 207-7777. CAUTION: UNDERGROUND GAS FACILITIES LOCATION OF CenterPoint Energy MAIN LINES (TO INCLUDE UNIT GAS TRANSMISSION AND/OR INDUSTRIAL GAS SUPPLY CORPORATION WHERE APPLICABLE) ARE SHOWN IN AN APPROXIMATE LOCATION ONLY, SERVICE LINES ARE USUALLY NOT SHOWN, THE CONTRACTOR SHALL CONTACT THE UTILITY COORDINATING COMMITTEE AT (713) 223-4567 OR 1-800-669-8344 A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION TO HAVE MAIN AND SERVICE LINES FIELD LOCATED. • WHEN CenterPoint Energy PIPE LINE MARKINGS ARE NOT VISIBLE, CALL (713) 967-8037 (7:00 A.M. TO 4130 P.M.) FOR STATUS OF LINE LOCATION REQUEST BEFORE EXCAVATION BEGINS. • WHEN EXCAVATING WITHIN EIGHTEEN INCHES (18") OF THE INDICATED LOCATION OF CenterPoint ENERGY FACILITIES, ALL EXCAVATION MUST BE ACCOMPLISHED USING NON -MECHANIZED EXCAVATION PROCEDURES. • WHEN CenterPoint Energy FACILITIES ARE EXPOSED, SUFFICIENT SUPPORT MUST BE PROVIDED TO THE FACILITIES TO PREVENT EXCESSIVE STRESS ON THE PIPING, THE CONTRACTOR IS FULLY RESPONSIBLE FOR ANY DAMAGES CAUSED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE THESE UNDERGROUND FACILITIES. WATERLINE NOTES 1. PROVIDE STEEL PIPE DESIGNED AND MANUFACTURED IN CONFORMANCE WITH AWWA C 200 AND AWWA M 11. 2. STEEL SHALL BE MINIMUM OF ASTM A 36, ASTM A 570 GRADE 36, ASTM A 53 GRADE B, ASTM A 135 GRADE B, OR ASTM A 139 GRADE Be 3. STEEL PIPE SPECIFICATIONS ARE AS FOLLOWS: A. 8" NOMINAL PIPE SIZE B. 8.625" OUTSIDE DIAMETER C. 0.322" WALL THICKNESS D. 28.55 LB/FT 4. FITTINGS: FACTORY FORGED FOR SIZES 4 INCHES THROUGH 24 INCHES; LONG RADIUS BENDS; BEVELED ENDS FOR FIELD BUTT WELDING; WALL THICKNESS EQUAL TO OR GREATER THAN PIPE TO WHICH FITTINGS IS TO BE WELDED UNLESS OTHERWISE SHOWN ON DRAWINGS, 5. STANDARD FIELD JOINT FOR STEEL PIPE (WELDED JOINTS): A. PRIOR TO STARTING WORK, PROVIDE CERTIFICATION OF QUALIFICATION FOR WELDERS EMPLOYED ON THE PROJECT FOR TYPE OF WORK PROCEDURES AND POSITIONS INVOLVED, B. JOINTS: AWWA C 206, FULL -FILLET, SINGLE LAP -WELDED SLIP -TYPE EITHER INSIDE OR OUTSIDE, OR DOUBLE BUTT -WELDED TYPE; USE AUTOMATIC OR HAND WELDERS; COMPLETELY PENETRATE DEPOSITED METAL WITH BASE METAL; USE FILLER METAL COMPATIBLE WITH BASE METAL; KEEP INSIDE OF FITTINGS AND JOINTS FREE FROM GLOBULES OF WELD METAL WHICH WOULD RESTRICT FLOW OR BECOME LOOSE, DO NOT USE MITERED JOINTS, FOR INTERIOR WELDED JOINTS, COMPLETE BACKFILLING BEFORE WELDING, FOR EXTERIOR FIELD -WELDED JOINTS, PROVIDE ADEQUATE WORKING ROOM UNDER AND BESIDE PIPE, USE EXTERIOR WELDS FOR 30 INCH AND SMALLER, C. BELL -AND -SPIGOT, LAP -WELDED SLIP JOINTS: DEFLECTION MAY BE TAKEN AT JOINT BY PULLING JOINT UP TO 3/4 INCH AS LONG AS 1 1/2-INCH MINIMUM LAP IS MAINTAINED, SPIGOT END MAY BE MITER CUT TO TAKE DEFLECTIONS UP TO 5 DEGREES AS LONG AS JOINT TOLERANCES ARE MAINTAINED, MITER END CUTS OF BOTH ENDS OF BUTT -WELDED JOINTS MAY BE USED FOR JOINT DEFLECTIONS OF UP TO 5 DEGREES, D. ALIGN PIPING AND EQUIPMENT SO THAT NO PART IS OFFSET MORE THAN 1/8 INCH. SET FITTINGS AND JOINTS SQUARE AND TRUE, AND PRESERVE ALIGNMENT DURING WELDING OPERATION, FOR BUTT -WELDED JOINTS, ALIGN ABUTTING ENDS TO MINIMIZE OFFSET BETWEEN SURFACES, FOR PIPE OF SAME NOMINAL WALL THICKNESS, DO NOT EXCEED 1/16 INCH OFFSET. USE LINE-UP CLAMPS FOR THIS PURPOSE; HOWEVER, CARE SHALL BE TAKEN TO AVOID DAMAGE TO LININGS AND COATINGS. E. PROTECT EPDXY LINING DURING WELDING BY DRAPING AN 18-INCH-WIDE STRIP OF HEAT -RESISTANT MATERIAL OVER TOP HALF OF PIPE ON EACH SIDE OF LINING HOLDBACK TO AVOID DAMAGE TO LINING BY HOT SPLATTER, PROTECT TAPE COATING SIMILARLY IF EXTERNAL WELDING IS REQUIRED, F. WELDING RODS: COMPATIBLE WITH METAL TO BE WELDED TO OBTAIN STRONGEST BOND, E 70XX, G. DEPOSIT METAL IN SUCCESSIVE LAYERS TO PROVIDE AT LEAST 2 PASSES OR BEADS FOR AUTOMATIC WELDING AND 3 PASSES OR BEADS FOR MANUAL WELDING IN COMPLETED WELD. H. DEPOSIT NO MORE THAN 1/4 INCH OF METAL ON EACH PASS. THOROUGHLY CLEAN EACH INDIVIDUAL PASS WITH WIRE BRUSH OR HAMMER TO REMOVE DIRT, SLAG OR FLUX, I. DO NOT WELD UNDER ANY WEATHER CONDITION THAT WOULD IMPAIR STRENGTH OF WELD, SUCH AS WET SURFACE, RAIN OR SNOW, DUST OR HIGH WINDS, UNLESS WORK IS PROPERLY PROTECTED, J. MAKE TACK WELD OF SAME MATERIAL AND BY SAME PROCEDURE AS COMPLETED WELD, OTHERWISE, REMOVE TACK WELDS DURING WELDING OPERATION. K. REMOVE DIRT, SCALE, AND OTHER FOREIGN MATTER FROM INSIDE PIPING BEFORE TYING IN SECTIONS, FITTINGS, OR VALVES, 6. PROVIDE MECHANICALLY COUPLED OR FLANGED JOINTS FOR VALVES AND FITTINGS. FLANGES: AWWA C 207, CLASS D; SAME DIAMETER AND DRILLING AS CLASS 125 CAST IRON FLANGES ASA B 16.1. MAINTAIN ELECTRICALLY ISOLATED FLANGED JOINTS BETWEEN STEEL AND CAST IRON BY USING EPDXY -COATED BOLTS, NUTS, WASHERS AND INSULATING TYPE GASKET, 7. MAKE CURVES AND BENDS BY DEFLECTING JOINTS, BY USE OF BEVELED JOINTS, OR BY COMBINATION OF TWO METHODS, UNLESS OTHERWISE INDICATED ON DRAWINGS, DEFLECTION ANGLE AT EACH JOINT SHALL NOT EXCEED RECOMMENDATIONS OF PIPE MANUFACTURER, 8. PROVIDE SHOP -COATED AND SHOP -LINED STEEL PIPE WITH MINIMUM OF ONE COAT OF SHOP APPLIED PRIMER APPROVED FOR USE IN POTABLE WATER TRANSMISSION ON ALL EXPOSED STEEL SURFACES, PRIMER FOR TAPE -COATED STEEL PIPE TO BE USED FOR FIELD -APPLIED COATINGS SHALL HAVE NO LESS THAN 5 PERCENT SOLIDS. PROVIDE PRIMER COMPATIBLE WITH COATING SYSTEM AND IN ACCORDANCE WITH COATING MANUFACTURER'S RECOMMENDATIONS, 9. STANDARD OR SPECIAL SECTIONS: WITHIN PLUS 1/8 INCH OF SPECIFIED OR THEORETICAL LENGTHS, PROVIDE 1/2-INCH GAP BETWEEN PIPE ENDS WHERE PIPE IS TO BE COUPLED WITH SLEEVE COUPLINGS, 10, FLANGES; SQUARE WITH PIPE AND WITH BOLT HOLES STRADDLING BOTH HORIZONTAL AND. VERTICAL AXIS. PROVIDE FLANGE ADAPTER WITH IN KIT AS REQUIRED WHEN CONNECTING TO EXISTING PIPING, 11. SUPPLY STEEL PIPE WITH EPDXY LINING CAPABLE OF CONVEYING WATER AT TEMPERATURES NOT GREATER THAN 140 DEGREES F. LININGS SHALL CONFORM TO AMERICAN NATIONAL STANDARDS INSTITUTE/NATIONAL SANITATION FOUNDATION (ANSI/NFS) STANDARD 61 AND SHALL BE CERTIFIED BY AN ORGANIZATION ACCREDITED BY ANSI, UNLESS OTHERWISE NOTED, COAT ALL EXPOSED (WETTED) STEEL PARTS OF FLANGES, BLIND FLANGES, BOLTS, ACCESS MANHOLE COVERS, ETC., WITH EPDXY LINING, AS SPECIFIED. 12. IN LINING (EPDXY LINING): A. AWWA C 210, WHITE, OR APPROVED EQUAL FOR SHOP AND FILED JOINT APPLIED, EXCEPT AS MODIFIED IN THIS SECTION. •SURFACE PREPARATION-------------SSPC-SP-10(64) NEAR WHITE BLAST CLEAN 2.0 TO 3.0 MILS SURFACE PROFILE • PRIME COAT--------------------ACRO 4460 NSF CERTIFIED EPDXY 4.0 TO 6.0 MILS OFT BUFF, OR APPROVED EQUAL • INTERMEDIATE COAT--------- ,6,,, -ACRO, 4460 NSF CERTIFIED EPDXY 4,0 TO 6.0 MILS OFT BUFF, OR APPROVED EQUAL • FINISH COAT--------------------ACRO, 4460 NSF CERTIFIED EPDXY 4.0 TO 6.0 MILS OFT BUFF, OR APPROVED EQUAL B. TOTAL ALLOWABLE DRY FILM THICKNESS FOR SYSTEM: MINIMUM: 12.0 MILS MAXIMUM: 18.0 MILS C. MINIMUM FIELD ADHESION: 700 PSI. D. E. DRY FILM THICKNESS FOR APPROVED ALTERNATE PRODUCTS IN ACCORDANCE WITH THE PRODUCT MANUFACTURER'S RECOMMENDATIONS, THE LINING SYSTEM MAY CONSIST OF THREE OR MORE COATS OF THE SAME APPROVES ALTERNATE EPDXY LINING WITHOUT THE USE OF A SEPARATE PRIMER, F. PROVIDE MATERIALS FROM THE SAME MANUFACTURURE. G. APPLY LINING IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, 13. EXTERNAL COATING (ABOVE GROUND): A. PROVIDE A 3-COAT EPDXY/POLYURETHANE COATING SYSTEM AS DESIGNED BELOW. • SURFACE PREPERATION-------- SSPC SP 10 NEAR WHITE BLAST CLEAN 2.0 TO 3.0 MILS SURFACE PROFILE • PRIME COAT --------------- ACRO 4422 INHIBITIVE EPDXY PRIMER, OR APPOVED EQUAL 4.0 TO 6.0 MILS DFT • INTERMEDIATE COAT ---------- ACRO 4460 CHEMICAL RESISTANT EPDXY, OR APPOVED EQUAL 4.0 TO 6.0 MILS OFT • FINISH COAT --------------- ACRO 4428 POLYURETHANE, OR APPOVED EQUAL 1.5 TO 2.0 MILS DFT B. TOTAL ALLOWABLE DRY FILM THICKNESS FOR SYSTEM: MINIMUM: 9.5 MILS. MAXIMUM: 14.0 MILS. C. PROVIDE MATERIALS FROM SAME MANUFACTURER, D. APPLY COATING IN ACCORDNACE WITH MANUFACTURER'S SPECIFICATIONS, 14. EXTERNAL COATING (BURIED PIPE): A. SUPPLY PIPE WITH TAPE COATINGS AS SPECIFIED. a. TAPE COATING; AWWA C 214; 80-MIL SHOP -APPLIED, POLYKEN YG-III, TEK-RAP YARD -RAP, OR APPROVI D EQUAL. b. COMPONENTS: PRIMER, ONE 20-MIL LAYER OF INNER -LAYER TAPE FOR CORROSION PROTECTION AND TWO 30-MIL LAYERS OF OUTER -LAYER TAPE FOR MECHANICAL PROTECTION. c. PRIMER: COMPATIBLE WITH TAPE COATING, SUPPLIED BY COATING -SYSTEM MANUFACTURER. d. PROVIDE PIPE WITH SHPP COATINGS CUT BACK APPROXIMATELY 4 TO 4-1 2 INCHES FROM JOINT ENDS TO-ACILITATE JOINING AND WELDING OF PIPE, TAPER SUCCESSIVE TAPE LAYERS BY 1-INCH STAGGERS TO FACILITATE F =LD WRAPPING OF JOINTS TO FACILITATE WELDING. e. INNER AND OUTER TAPE WIDTH SHALL BE 9 INCHES. f. APPLY COATING IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS 14. FIELD APPLIED TAPE WRAP COATING A. FOR COATING FIELD JOINTS, TIE-INS, AND OTHER FILED -WELDED JOINTS: CONSISTS OF PRIME COAT, AN APPLIC kTION OF POLYKEN 939 INSULATING PUTTY, OR APPROVED EQUAL, AT BELL STEP -OFFS AND TWO WRAPS OF POLYKEN 913-35 FILED JOINT TAPE, OR APPROVED EQUAL, PRIMER: FURNISHED BY TAPE MANUFACTURER, STANDARD HCFCD NOTES FOR PLANS 1. NOTIFY THE HARRIS COUNTY FLOOD CONTROL DISTRICT, PROPERTY MANAGEMENT DEPARTMENT IN WRITING AT LEAST •8 HOURS TO CONSTRUCTION. SUBMIT THE HCFCD 48 HOUR PRE- CONSTRUCTION NOTIFICATION FROM AND A COPY OF THE APPRO 'ED CONSTRUCTION DRAWINGS TO HCFCD, 9900 NORTHWEST FREEWAY, HOUSTON, TEXAS 77092, ATTN: PROPERTY MANAG :MENT DEPT, 2. ENGINEER SHALL SUBMIT CERTIFICATION LETTER AND RECORD DRAWINGS TO THE HARRIS COUNTY FLOOD CONTROL DI ;TRICT, PROPERTY MANAGEMENT DEPT., REQUESTING INSPECTION OF ITEMS CONSTRUCTED IN HARRIS COUNTY FLOOD CONTR01 DISTRICT RIGHT-OF-WAY. PRIOR TO REQUESTING INSPECTION, THE DRAINAGE RIGHT-OF-WAY AND/OR EASEMENTS SHALL BE iTAKED AND FLAGGED. 3. PROTECT, MAINTAIN, AND RESTORE EXISTING BACKSLOPE DRAINAGE SYSTEMS. 4. BACKSLOPE SWALE AND INTERCEPTOR STRUCTURE ELEVATIONS AND LOCATIONS SHOWN ON PLANS ARE APPROXIMATE FINAL ELEVATIONS AND LOCATIONS SHALL BE FIELD VERIFIED BY THE ENGINEER PRIOR TO INSTALLATION, 5. ESTABLISH TURF GRASS ON ALL DISTURBED AREAS WITHIN THE CHANNEL OR DETENTION RIGHT-OF-WAY, EXCEPT TH CHANNEL BOTTOM AND WHERE STRUCTURAL EROSION MEASURES ARE USED. MINIMUM ACCEPTANCE CRITERIA ARE 75% COVERi SE OF LIVE BERM GRASS AND NO EROSION OR RILLS DEEPER THAN 4". 6, BACKFILL IN ACCORDANCE WITH THE HARRIS COUNTY FLOOD CONTROL DISTRICT STANDARD SPECIFICATION, SECTION C Z315 - EXCAVATING AND BACKFILLING, OR EQUIVALENT, 7. EXCAVATE CHANNEL FLOWLINE TO DESIGN ELEVATION AS SHOWN ON PLANS AND DOWNSTREAM, AS NECESSARY, TO EJSURE NO WATER IN STORM SEWER DURING "DRY" CONDITIONS. 8. MAINTAIN FLOW IN CHANNEL DURING CONSTRUCTION AND RESTORE CHANNEL TO ORIGINAL CONDITION, 9, REMOVE ALL EXCAVATED MATERIAL FROM THE HARRIS COUNTY FLOOD CONTROL DISTRICT OR DRAINAGE RIGHT-OF-W. Y. NO FILL IS TO BE PLACED WITHIN A DESIGNATED FLOOD PLAIN AREA WITHOUT FIRST OBTAINING A FILL PERMIT FROM THE APPRC 'RIATE JURISDICTIONAL AUTHORITY, 10. OBTAIN AND COMPLY WITH ALL APPLICABLE CITY, COUNTY, STATE, AND FEDERAL PERMITS AND APPROVALS, WITH AS' (STANCE FROM ENGINEER, IF NECESSARY, SPECIFICATION NOTES ITEM 420 TYPE A JOINT AS DETAILED IN THE DRAWINGS SHALL BE CONSIDERED SUBSIDIARY TO THE BID ITEM STRUCTURAL COt 3RETE CLASS A BRIDGE SLAB (5 IN,) JOINTS AT THE INTERIOR BENTS SHALL BE CONSTUCTION JOINT, ITEM 421.2 CALCIUM CHLORIDE SHALL NOT BE USED ON THIS PROJECT AS AN ACCELERATOR IN CONCRETE, ITEM 423.3 LOW RELAXATION PRESTRESSING STRANDS CONFORMING TO ASTM A421 OR TxDOT MATERIAL SPECIFICATION D-9-4501 SHALL BE USED FOR THE PRESTRESSED CONCRETE UNITS, SLAB BEAMS, ITEM 423,S.D IN THE 6TH PARAGRAPH THAT BEGINS WITH "FORM MARKS IN EXCESS..." THE REFERENCE TO ITEM 425.7 SHALL BE C )NSTRUED TO REFERENCE ITEM 420.10. ITEM 437.2 c LAMINATED PADS SHALL BE PROVIDED FOR THE PRESTRESSED CONCRETE UNITS (SLAB BEAMS) AS DETAILED IN THE I RAWINGS. -o THESE BEARINGS SHALL BE CONSIDERED SUBSIDIARY TO THE PRESTRESSED CONCRETE UNITS (SLAB BEAMS). ITEM 672 0 UNIFORMED POLICE OFFICER IS NOT TO BE USED UNLESS THERE IS A NEED TO INSURE THE SAFETY OF THE WORKMEI AND THE o GENERAL PUBLIC, AND AUTHORIZED BY BY HARRIS COUNTY IN WRITING, STORM WATER QUALITY 00 1. SWAMP; THIS PROJECT DOES NOT REQUIRE A STORM WATER QUALITY MANAGEMENT PLAN > (SWAMP) BECAUSE IT DOES NOT MEET THE DEFINITION OF NEW DEVELOPMENT OR SIGNIFICANT o REDEVELOPMENT UNDER THE HARRIS COUNTY REGULATIONS, INTERIM REVIEW ( NLY DOCUMENT INCOMPLETE, I )T o 2. SWPPP: THIS PROJECT DISTURBS LESS THAN i ACRE AND IS NOT PART OF A LARGER INTENDED FOR PERMIT, 81 DING N COMMON PLAN OF DEVELOPMENT; THEREFORE, COVERAGE IS NOT REQUIRED UNDER THE TPDES OR CONSTRUCTION, c GENERAL PERMIT TXR150000 FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ENGINEER: JOE FRANK PC 'TER a ACTIVATES. HOWEVER, THE CONTRACTOR SHALL USE BEST MANAGEMENT PRACTICES SHOWN IN THE ENGR, REG. NO.; 36347 p PLANS, AS WELL AS ITEM 725 GENERAL SOURCE CONTROLS, TO MINIMIZE OR PREVENT EROSION, DATE: MAY 2007 0 OFF -SITE TRANSPORT OF SEDIMENT AND POLLUTION. U ay klotz4/1associates NITS SHFORD #500 HOUSTON, TX 77079 Phone; (281) 589-7257 Fax: (281) 589-7309 AVENUE SHEET OESCRIPiIIXt MAY 2007 IM�,.�.��o,. (RIDGE REPLACEME 0 O .ae Na: 0116.099.000 0 FllE NAME : O of rn FlLE NO; O snr xa O Z w � � z w Zm U Q m 7 ow 0_ x CK z w a' C9 m mO 0w I- a Zw 8 cm w co N Q Q N U u_ 0w0} O N 0_I—V ** DOWEL SIDEWALK INTO WINGWALL AND ABUTMENT BACKWALL WITH 12" LONG DOWELS (6" EMBEDMENT) AT 12" O.C. DOWELS MAY BE CAST INTO WINGWALL AND BACKWALL AT THE CONTRACTOR'S OPTION, 6' 6° REINF. CONC. SIDEWALK RAMP W/ **#5 ® 12' O.C. FINISHED VVVI GRADE CEMENT STAB. SAND BACKFILL FOR FULL LENGTH OF ABUTMENT 1� REINF, CONC. WINGWALL FILTER POINT MAT I �I 0 o:l � I I� TOEWALL (TYP.) I-I�7aZi�l REINF, CONC. WINGWALL SLOPE TOP OF ABUTMENT BACKWALL SECTION AT WINGWALL STA. 3+40.00 TO STA 3+46.00 N.T.S. 1.00' MIN. ES 70' MIN. — 80' MAX. PARK AVENUE VARIABLE WIDTH i EXIST GRADE �� 31 �•. ..I I - i EXIST 1.5" — 2.5" I EXISI 21.5" TO 34.5 ASPHALT PAVEMENT STABIL AND SHELL BASE EXISTING BRIDGE APPROACH TYPICAL SECTION N.T.S. 6" REINF, CONC. 70' ROW SIDEWALK LIMIT OF SODDING ROADWAY WIDTH VARIES LIMIT OF SODDING SHLDR VARIES (25.64' MIN. — 28,00' MAX.) SHLDR VARIES MIN. — 2.00' MAX. DID 12.00' 12.00' 0,82' MIN. — 2,00' MAX. TO STA 3+40.00 TO STA 3+40,00 5.00' 1—1-4" WHITE 4" WHITE EDGE STRIPE 5.00' 6" REINF, CONC. I SIDEWALK I � I BORROW — OIalp CEMENT STAB, trl SAND BACKFILL I `1I I JP I 6" REINF. CONC. SIDEWALK I BORROW CEMENT STAB. —SAND BACKFILL I �I d �I I I JQ' / / / EDGE STRIPE 2-4YELLOW i PGL CENTER STRIPE MBGF I MBGF *VARIES /26A RIES 4.2% TOVVD 2% TO 2% moolmomm MILL 8" EXIST ASPHALT 6" HMAC BASE COURSE I PAVEMENT AND BASE 2" HMAC SURFACE PARK AVENUE PROPOSED BRIDGE APPROACH_ TYPICAL SECTION STA. 3+26.00 TO STA 3+46.00 N.T.S. BORROW I 31 I I * SLOPE TRANSITIION IS FROM STA. 3+26,00 TO STA. 3+40.00 Sd ROW LIMIT OF SODDING ROADWAY WIDTH VARIES LIMIT OF SODDING SHLDR VARIES (26.18' MIN. — 28.00' MAX.) SHLDR VARIES MIN. — 2,00' MAX. 12.00' 12.00' 1.09' MIN. — 2.00' MAX. TO STA 4+20.00 TO STA 4+20,00 5,00' 1-4" WHITE 1-4" WHITE EDGE STRIPE 5000, EDGE STRIPE I PG EDGE i 2-4" YELLOW MBGF CENTER STRIPE MBGF * VARIES - *VARIES 4,4 0 TO 2% 2.6�% TO 2q \ \ \Y MILL 8" EXIST ASPHALT \ 6" HMAC BASE COURSE I PAVEMENT AND BASE \ PARK AVENUE 2" HMAC SURFACE \ EXISTING BRIDGE APPROACH TYPICAL SECTION STA. 4+14.00 TO STA 4+34.00 * SLOPE TRANSITIION IS FROM N . T. S. STA, 4+20.00 TO STA, 4+34.00 40 PUBLIC INFRASTRUCTURE DEPARTMENT ENG]NEEG DIVISION BORROW CEMENT STAB. SAND BACKFILL — CEMENT STAB. SAND BACKFILL 6" REINF. CONC. SIDEWALK of d I I L I JP RE: SLOPE PROTECTION PLAN \ FOR FLOWLINE ELEVATIONS 4 4' klotz�/�associates DRAWN BY: REL cRro ev: 1160 DAIRY ASHFORD #500 RAC/WRA HOUSTON, TX 77079 Phone: (281 589-7257 Fax: (281) �89-7309 DAM MAY 2007 REINF. CONC. WINGWALL I ,I /—FILTER POINT MAT 31 I I I — TOEWALL (TYP.) O) SECTION AT WINGWALL STA. 3+40.00 TO STA 3+46.00 N.T.S. SECTION AT WINGWALL STA. 4+14,00 TO STA 4+20.00 r F-- `o INTERIM REVIEW ONL' a DOCUMENT INCOMPLETE, NOT o INTENDED FOR PERMIT, BIDDING m OR CONSTRUCTION. o ENGINEER; JOE FRANK POTTER ENGR, REG. NO.; 36347 0 DATE: MAY 2007 a PARK AVENUE BRIDGE REPLi TYPICAL_ SECTIONS BY: a U O ENT JOB I 01 6.099.000 0 E ME: O of 0)i1LE i O SNT 1 � T HARRIS COUNTY FLOOD HARRIS COUNTY FLOOD BAY —FRONT ADDITION HARRIS CO TY FLOOD CONTROL DISTRICT CONTROL DISTRICT CONT DISTRICT / LOTS 1-4, BLOCK 12 LOTS 5-89 BLOCK 12 TO THE TOWN OF LAP 0 R T E LOT 23-30, BLOCK 11 BAY FRONT ADDITION BAY FRONT ADDITION V 0 L 8 5 9 PG* 4 4 0 L 1647 PG 422' VOL 1647 PG 419 VOL 1647 PG 419 H • C M• R . 24C.. D.R.H•C JANUARY RY 24V/1947 JANUARY 21% 1947 JANU RY 229 1947 APRIL 1895 0 o T FRYMORE C RP. Y of v``(/ L TS 5-14, LOCK 12 W o w' 2V H.C.C.F. N E980008 LAJ N vai ECEMBER 2 1976 F YMORE ICOR , 2J LOT 16-24, BOCK 11 0 .' H• .C.F. No. R162341 N Q OC OBER 27, 1994 f- O r ��••� W v �• Vining O O• U � `� O• V W !n (�.. O� 2 Q LLI O r• O Q�� /�O [n 1 N O N Ln so � o so SCALE:1 "=50' BENCHMARK NAD83(1993) NAVD$8 (2001 ADJ. TSARP) TEXAS SOUTH CENTRAL ZONE (4204) COMBINED SCALE FACTOR 1.000130 ADJUSTED SURFACE COORDINATES US SURVEY FEET POINT NORTHING EASTING ELEV DESC 1 13811013461 3236286,03 14.10 GPS-1 2 13811224.91 3236436.93 12.72 GPS-2 3 13811672.03 3236749.56 15.02 GPS-3 O r CO � M � •- tD r• � N N � N OJ r r O O O O r r r r P,1,P 53Ilt f- V � O OJ J r r O O O O ha RCP f�5.31' p O O J J J J J SIN PP w/Lt. Asphalt Centerpoint EXISTIN RIGHT -Of �'�_ P —_.—n— p P— P ID P r--+r�r—�r—v--ter-- _ OF WAY ____ ___ w/Lt 24"r<CP P E-Inset r�- - --•- - .---_ 2"4v tr. Alain Blawoil _ _. _ Top t1.93' L�1 _ —0 a t(7• 32h20? I �yr, w— _tr_- w ,, I— I—�r— —,� ._.w. _—._ r w— w- fhroot Elev. 10.60' O --- 2"W Ir. Line 48" RCP FIL•2.91'-_.eueatn�'� .elector + PA`R�C AVENUE 0 frJ Bridge 0 PARK AVENUE N 350 03' 57.74" E — _ — Conc_figAsph.i lL,j _ _ _ _ _ _ _ _ �rce-—-— —--—-—-—-—-—--1-— — r——PaR:�— —r T-- Asphalt GFS-1 • 2+00 Asphalt +00 �70 R.O.W. 3 �I �IColmO° 5+00 �80' R.O.W.)6+o09 GPS-2 B_2 PARK AVENUE JQPPal s- r O J WAY tD � C° No —w to CO `1 well Ti�Goo ros N oo� D Z W — — 7+00 GFS-3 (--, Center Dint Enerav ice—---�— - G\�, `-�---+r,_.-,•----r•--^r-` � � - > Refl Reflec,cr - Cente p Watch for Ica On Bridge �" n �-t/•t^ IP ST� Gas s line ectc oigo _r Dint Energy r Weight Limit 7500 as p I Gas 1-1/4" IP STL, Gas Llne 8"lh'tr. Line w w w w w yr .—q w N •-Existing Center nt Energy T �1�'� _ N __ _ ? _ 24"RCP 24"RCP w b"Yltr. Line 3 r a"Wtr. Line Pai dY 24'RCP aIOP 1-1/4 P L. Gas Lie —_.r-w w rr -vr-- —... PP wil>irone K Lt. P---. P-- P- — .— - TP -p ...p - .. ` (Exposetl I Attached to Bridge ... -FH n _ .-P w w w __ —_ — — --P =�—P P ---p— —p. ,---- p __p p--- p P p m EXISTING RIGHT —OF —WA ul cFs-2 Asphalt I LOT 1 AY —FRONT A D D I T I O canes MICLOT LYNN WINDHBLOCK 1 HE TOWN OF LAPOR E RESERVE E I4 RESERVE `Lz 1 _ I E1 ` I LOT 1 LOT 1-11, BLOCK 19 H. C. C. F. No. V517212 I Building giSTRicT H JANUARY 1 LOT 1 LOT 26 4v � H.C•M.R• LAJ W LOT 2 APR I L 1 895 W ERNEST J. BADEAUX JOSE G. MEDINA, ETUX = I O� m0 a " rn LOT 2 SEA BREEZE BLOCK SEA BREEZE BLOCK Z VOA, ^ =o \ HARRIS COUNTY FLOOD Z Z LOT ONE LOT 25 8 26 W ' �O O Ov a H.C.C.F. No. U781969 H•C.C.F. No. H102195 > ' BAY FRONT ADDITION Q DECEMBER 4, 2000 AUGUST 18, 1981 Q 2 �LOTS 1-49 BLOCK 19 O LILJ O �P O �Q \ LOT 3 VOL 1647 PG 419 Q r1 LOT 3 N> 7 D.R.H.C. - J 3 w o BAYSHORE PARK ADDITION V O L 1 9 PG 22 Q LOT 2 H C M• R• LOT 25 JULY 29 1929 LOT 3 � LOT 24 O � o N tt ^^ �.■. N V V 00 tp d. v I Yoe4 QLOT 2 W of a 1- 0 p �LNo U�o �Zp I Ba..,/Deter v O r M W d w to LOT 3 v U) saw. W _J W I i LOT 4 HARRIS ..COUNTY PUBLIC INFRASTRUCTU�:E DEPARTMENT ENGINEERING DIVISION LOT 4 i i i L J PR0.1ECt nnE: PARK AVENUE BRIDGE REPLACEMENT kl o t z �/ a s s o c i a t e s BRAWN BY: SHEET OEBCRIPifON: JOB N0: % REL SURVEY CONTROL SHEET 0116.099,000 CKb BY: FILE NAME: D 1160 DAIRY ASHFORD #500 RAC/WRA n HOUSTON, TX 77079 SOA E FlLE NO: J Phone: (281) 589-7257 ' FOX: (281) 589-7309 DAM: APPROVED BY. SHT NO: � MAY 2007 5 / 23 M) H W W L.� Z W J W 15 5 -5 HYDRAULIC DATA TABLE __- RIVER STA � PROFILE � PLAN � O TOTAL � W.S. ELEV � E,G. ELEV � VEL CHNL � FLOW AREA � TOP WIDTH � ; ; ' (CFS) ' (FT) ' (FT) ' (FT/SEC) ' (SQFT) ; (FT) ------------------ 651.0 _ _ _ � 10-YEAR _ _ _ EXISTING _ _ 1004_ _ _ _ � 5.59_ _ _ _ � 5.84 _ _ _ � 4,02 _ _ _ _' 252.76_ _ _ _ 56,96_ _ gP16�� 651,0 _ _ _ , 10-YEAR _ _, PROPOSE_D_,_1004_ _ _ _ , 5.48 _ _ _ , 5.75 _ _ _ , 4.11 _ _ _ _;_246.52_ _ _ _, 56,01 _ _ 651.0 _ _ _ _� 100-YEAR _ _� EXISTING _�_1635_ _ _ _ � 12.14 _ _ _ _� 12.23_ _� 2.42 � 882.07 � 143,62 '� �ryy.�� 651.0 ' 100-YEAR 'PROPOSED ' 1535 ' 12.11 ' 12,19 _ _ ' 2.43 _ _ _ _'_877.b0_ _ _ _; 143.16 _ _ FAR I�(W111-------�-------�--- ---�- ---------�- - �- � - IP � 620.0 _ _ _ ' 10-YEAR _ _ _ EXISTING _ _ 1004_ _ _ _ _5,50_ _ _ _ ' 5.79 _ _ _ ' 4.31_ _ _ _ _' 235,21 _ _ _ _' 51,34_ _ _ _ 620.0 10-YEAR PROPOSED , 1004_ _ _ 5.39_ ; 569 _ _ ; 4.42 _ _ _ _; 229.27_ _ ; 50,47_ _ � �„ \ � p� yq 620.0 _ _ _ 100-YEAR _ _ EXISTING _�_1535_ _ _ _12.12 _ _ _ _� 12.22_ _ _ _� 2.59 _ _ _ _ � 877.18_ _ _� 172.97 _ _ 620.0 ' 100-YEAR 'PROPOSED ' 1535 ' 12,09 ' 12.19 ' 2.61 ' 871,62 ' 172.52 I � 567.6 � 10-YEAR 'EXISTING ' 1004 ' 5.33 ' S.69 � 4.79 ' 213.49 ' 49.55 IpR1N----------------------- -- - -- --- � \\� Mf+� �\ 567.6 _ _ _ ' 10-YEAR_ _ _; PROPOSED_; 1004_ _ _ _ �5.20_ _ _ _ _; b.b7 _ _ _ � 4.92 _ _ _ _;_206.95_ _ _ _; 48.66_ � � � � 567.6 , 100-YEAR � EXISTING � 1535 _ _ �_ 12.10 _ _ � 12.21 _ � 2.75 _ _ _ _ � 839.68_ _ _ _� 172.70 _ _ ---------------------- -- - m �, ' � 567.6 _ _ _ ' 100-YEAR _ _' PROPOSED _' 1535_ _ _ _ ' 12.07 _ _ _ ' 12.18 _ _ _ ' 2.76 _ _ _ _' 834.08_ _ _ _' 172.21 _ _ �� I `� --- - -- - ------ - - ------------------------------- ,, � \ � �,. I 533.1 _ _ _ � 10-YEAR _ _ _ EXISTING _ _ � 1004_ _ _ _ _ 5.32_ _ _ _ � 5.60 _ _ _ � 4.22 _ _ _ _ � 243.35_ _ _ _� 57.12_ \ 1 533,1 _ _ _ ' 10-YEAR _ _ _' PROPOSED _ ; 1004_ _ _ _ ' b,19 _ _ _ _ � 5.48 _ _ _ ' 4,34 _ _ _ _ ; 236,67_ _ _ _; 6b,83_ _ _ � \ 533.1 _ _ , 100-YEAR ,EXISTING � 1535 � 12.11 � 12.19 . 2.46 � 94b.71 , 188.09 _ I � � \ 533.1 _ _ _ _ 100-YEAR _ _' PROPOSED_'_1535_ _ _ _ '_12,08 _ _ _ _ 12.16 _ _ _ _' 2.47 _ _ _ _'_939.63_ _ _ _' 187,59 _ �i I \ --- - --- ------ �--____ ___� - � \�\ 447.2 _ _ _ 10-YEAR _ _ _ � EXISTING _ � 1004_ 5.27 � 5 46 � 3.47 _ 294 97 � 63,73 ► p i M AV - - - - - - - - - - - - - - - - - - - -- \ 447.2 _ _ _ _ 10-YEAR _ _ _' PROPOSED _' 1004_ _ _ _ ' S.13 _ _ _ _ ' S.33 _ _ _ ti 3.57 _ _ _ _' 285.89_ _ _ _' 62,75_ _ _ � A 447.2 , 100-YEAR ,EXISTING , 1535 , 12.12 , 12.17 , 2,04 , 1072.17 , 184.31 I �' 447.2 _ _ _ _' 100-YEAR _ _' PROPOSED_'_15.35_ _ _ _ '_12._08_ _ _ _ _' 12,14_ _ _ ' 2,05 _ _ _ _' 1066.55 _ _ _' 183.49 _ _ \�, 6 - ---------- --- - - - - � 404.9 _ _ _ � 10-YEAR _ � EXISTING � 1004 � 5,24 _ _ _ _� 5.40 _ _ _ _ 3.24 _ _ _ _ � 309.82_ _ _ _� 80,81 _ _ _ \ \ � 404.9 _ _ _ ' 10-YEAR _ _' PROPOSED _' 1004 _ _ _ ' S.09 ' S.27 ' 3.37 ' 297.70 ' 80.02 \ 404.9 _ _ _ , 100-YEAR _ _; EXISTING_ _, 1b35_ _ _ _ ,_12.13 , 12J6 1.99 _ _ _ _ _ _ _ _ _ 1086.70 , 183.19 404.9 _ _ _ � 100-YEAR � PROPOSED � 1535 � 12.09 � 12.13 � 1.60 � 1081.96 � 181.73 --- --- --- -- ----- ---- ---- ------ --- -- � ° � � � � , i � 367.6 _ , 10-YEAR ,EXISTING � 1004 _ _ _ � _ _ _ _ _ _ � 3.00 _ _ _ _ � 337.07_ _ _ _� 87,38_ _ 5,21 5.35 --- - - I E PROPOSED BRIDGE 367.6 _ _ _' 10-YEAR _ _ _� PROPOSED _' 1004_ _ _ _ ' 5.06_ _ _ _ � 5.21_ _ _ _ � 3.11_ _ _ _ _'_323.80_ _ _ _ i35,09_ _ _ � � � � � 367.6 ; 100-YEAR ,EXISTING ; 1535 _ _ _ _ r 12.12 _ _ _ _, 12.16 _ _ _ _, 1.63 _ _ _ _ ;_1037.17 _ _ _, 212.49 ----------------------- -- PROPOSED � 1b35 � 12.09 � 12.13 1.64 � 1033.85 � 211.92 _ � � F 367.6 � 100-YEAR , � � �' � � 329.2 _ _ _ _, 10-YEAR _ _ _, EXISTING _ �_1004_ _ _ _ , 4.82_ _ _ _ _, 5.29 _ _ _ _� 5.46 _ _ _ _ ,_183.73_ _ _ _� 40,95_ _ _ �� rc DRAINAGE AREA 329.2 ' 10-YEAR 'PROPOSED 10D4 ' 4.55 ' S.15 ' 5.57 ' 180.34 ' 40.39 8 � � A=0.94S0. ML (601.6 AC.) ------------------------------ -- - - 329.2 _ _ _ ; 100-YEAR _ _; EXISTING _ _; 1535_ _ _ _ � 12.03 _ _ _ _ 12,15 _ _ _ ; 2,73 _ _ _ _ ; 561.61 _ _ _ _; 283,82 _ _ �\� 329.2 � 100-YEAR PROPOSED � 1935 � 11.98 � 12.12 � 2.62 _ � 585.15 277,17 1 ---- - -- ----, -- � � � B d �� 309.7_ _ _ ,CENTERLINE OF_BRIDGE _ _ _ _ _ _ _ _ _ r _ _ _ - - - -�- - - - - - � - - - - - -'- - - - - - - - - - - - - BAY--------- ---- f___ ____ _____ � � 290.2 _ _ _ _; 10-YEAR _ 'EXISTING ; 1004 _ _ _ ; 4.56_ _ _ _ _; 5.09 _ _ � 5.8 ; 173.2 ; 40.01 - -' - _ _ 290.2 � 10-YEAR � PROPOSED � 1004 � 4.b5 � 5.06 � b.73 _ _ _ _ � 175,36_ _ _ _� 39,88_ _ _ _ - - � � �\ 290.2 _ _ _ � 100-YEAR _ _ EXISTING _ _' 1535 _ _ _ _ 11.99 _ _ _ _ 12.10 _ _ _ � 2.75 _ _ _ _ 558.96_ _ _ _ 276,88 _ - � 290.2 _ _ _ , 100-YEAR _ _, PROPOSED _, 1535_ _ _ _ , 11,98 _ _ _ , 12.10 _ _ _ , 2.63 _ _ _ _ , 583.75_ _ _ _, 273.92 _ _ DRAINAGE AREA MAP z82.8 _ _ _ _; 10-YEAR _ _ _' EXISTING _ _;_1004_ _ _ _ ' 4.56_ _ _ _ ' 5.03 _ _ _ ' 5.45 _ _ _ _;_184.29_ _ _ _' 47,12_ _ _ 282.8 , 10-YEAR ,PROPOSED_, 1004 , 4.56 , 5.03 , 9.4b , 184,29 , 47,12 282.8 _ _ _ ' 100-YEAR _ _' EXISTING _ _' 1535 _ _ _ _ ' 12.00 _ _ _ _' 12,09 _ _ _ _' 2.48 _ _ _ _ ' 618.44_ _ _ _ 279.94 _ 282.8 _ _ _ ; 100-YEAR _ _; PROPOSED _ ; 1535 _ _ _ _ � 12.00 _ _ _ ; 12.09 _ _ _ � 2.32 _ _ _ _ ; 665.41 _ _ _ _; 280.33 _ _ ' 290.2 329.2 204.9 ' 10-YEAR 'EXISTING 1D04 _ ' 4.46 ' 4.73 ' 4.13 '_243.19 ' 52.29 ' 282.8 204.9 _ _ _ , 10-YEAR _ _ _ , PROPOSED _ , 1004 _ _ , 4.46 _ - - - _, 4.73 _- _- -_ _, 4.13_ _ -_ _- _- , 243.19 - - - -, 52.29- - - 39.5 � 90.1 � 144.�2 204.9 � 309.7 � 367.6 404.9 447.2 � 533.1 � 567.6 � 620.0 651.0 - - - - - - - - - ---- 204.9 _ _ _ ' 100-YEAR _ _ � EXISTING _ _ � 1535 _ _ _ _ '_ 12.01_ _ _ ' 12.06 _ 1.91 _ '_879.75 ' 211 _20 _ _ _ _ _ _ _ _ _ _ � 204.9 _ _ _ � 100 _YEAR _ _ ; PROPOSED _ ; 1 b35 _ _ _ _ � 12, 01_ ; 12.06 � 1.91 ; 879.75 ' 211.20 , � ,PROPOSED ;BRIDGE � 100 Y � - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4.27 _ _ _ _ _ 4.6 _ _ _ _ 4 58 _ _ _ _ 219.26 _ _ _ _ 49.74_ _ _ . 144.2 ' 10 YEAR _' EXISTING ' 1004 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - R 'WSEL � 144,2 , 10-YEAR ;PROPOSED ; 1004 , 4.27 ; 4.60 � 4.58 ; 219.26 _ _; 49,74 - --r-----�---------r-----,-----,-- -- � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 144.2 _ _ _ � 100-YEAR � EXISTING 1535 � 12.00 � 12.05_ � 1.92 � 930.52 _� 208,24_ , � --- ----PROPOSED LOW ------- ------- ----- ---- --- - - - - - - r - - - - - - �- - - - - - �- - - - - - -�- - - - - - -�- - - - � CHOftD ELEV=�12.44' - - - � - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - � - - - - - - -�- - - - - - -�- - - - - - - � - - - - - - -� - - - - - - � - - - - -�- - - - - - - � - - - - - 144.2 ' 100 YEAR 'PROPOSED ' 1535 ' 12.00 ' 12.05 ' 1.92_ _ ' 930.92 ' 208.24 ' � � � � � 1 1 90.1 _ _ _ _ ' 10-YEAR_ _ _' EXISTING _'_1004_ _ _ _ '_4.13_ _ _ _ _' 4.46 _ _ _ � 4.65 _ _ _ _'_215.99_ _ _ _' 54,37_ _ _ 90.1 ' 10-YEAR � PROPOSED � 1D04 4.13 � 4.46 4.65 � 215.99 � 54.37 i , , , , � , , , _ _ _ _ J _ _ _ _ _ _ _ _ _ _ _ _ l _ _ _ _ _ _ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ i; ; 90.1 � 100-YEAR � EXISTING � 1535 � 12.00 � 12.04 � 1.82 � 1009.83 � 22204 90.1 ' 100 YEAR 'PROPOSED ' 1535 ' 12.00 ' 12.04 ' 1.82 ' 1009.83 ' 222.04 - - --,- - - �- � � � � � � � � � � � 39.5_ _ _ _ � 10-YEAR _ _ _' EXISTING _ _' 1004_ _ _ _ ' 4.06_ _ _ _ _' 4.33 _- _- -_ � 4.12 -_ "_ _- _- �_-243.92- _- -_ -_� 59,37 _- _- ' � � � 39.5_ _ _ _ � 10-YEAR_ _ _; PROPOSED_; 1004_ _ �4.06 _ _ _ _; 4.33 _ _ _ � 4.12 _ _ _ _;_243.92 _ _ _; 59,37 _ _ 39_5_ _ _ _ � 100-YEAR _ _� EXISTING_ _� 1535_ _ _ _ � 12.00 � 12.04 � 1.65 � 1102.92 � 198.94 TO GA VESTON BAY � _ � - - " - - - - - - - - - -,- - - - - - - . 39.5 ' 100 YEAR 'PROPOSED 1535 ' 12.00 ' 12,04 ' 1.65_ 11�2.92 ' 198.94 / \ \�\ \ \ x \ \ \ � �\ \ \ \ \ \ / /\� //\�\�� .� ! /.�/n/, /T/�\//�/\ 0.0 _ - - - _� 10-YEAR - - "� EXISTING _' 1004- - - _ � 3.97- _ - - � 4.25 -_ - _- � 4.25 - - - - �-236.06- - - -� 54,09- - " ' '�� /%y/� / / / / / / / //\/ //��/ /�//� \ ' /�- /�(/�/ /� � ,� ��1�'iv>'� � � 0,0 _ _ _ _ 10-YEAR _ _ _ PROPOSED _;_1004- - - - �3.97 - - - -' 4.25 � 4.25 - - --'"236.06- _- -_ _' 54,09_ - - �� \'' w\ �\/�' � ��\�\l%>\�\� \ ' � �� \ � ��""�\�; ; \ \`" 0.0 � 100-YEAR _ � EXISTING _ ,_1935 _- - - - , 12.00 - -_ -_ __� 12.03- _- -_ _. 1.49 -_ _- _ - �-1214.70 _ _ _, 209.21 - - 0.0 ' 100-YEAR PROPOSED 1535 12.00 ' 12.03 ' 1.49 ' 1214.70 ' 209.21 0 100 200 300 400 500 600 700 CREEK STATION PROPOSED CONDITION FLOOD PROFILE DEER CREEK (HCFCD UNIT* F212-00-00) SCALE NORIZ. 1"=50', VERT. 1"=5' ENGI��TEER.ING DIVISION klotz��associates 1160 DAIRY ASHFORD #500 HOUSTON, TX 77079 Phone: (281) 589-7257 Fax: (281) 589-7309 BENCHMARK NAD83(1993) NAVD88 (2001 ADJ. TSARP) TEXAS SOUTH CENTRAL ZONE (4204) COMBINED SCALE FACTOR 1,000130 ADJUSTED SURFACE COORDINATES US SURVEY FEET POINT NORTHING FASTING ELEV DESC ------------------------------- 1 13811013.61 3236286.03 14.10 GPS-1 2 13811224.91 3236436.93 12.72 GPS-2 3 13811672.03 3236749.56 15.02 GPS-3 NOTES 1. HEC-RAS WAS USED FOR HYDRAULIC ANALYSIS AND DESIGN 2. ALL SECTIONS ARE NORMAL TO STREAM FLOW 3, CREEK STATIONING INCREASES IN THE UPSTREAM DIRECTION. 4. FLOWS WERE CALCULATED USING HCFCD�S SITE RUNOFF CURVE METHODOLOGY FOR THE 10-YR AND AND 100-YR STORM EVENTS. INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER; JOE FRANK POTTER ENGR. REG. NO,: 36347 DATE; MAY 2007 PARK AVENUE BRIDGE REPLAC REL SHEETOESCRIPNI HYDRAULIC DATA SHEET 11 OAIE: BY: MAY 2007 (APPflOVEO i i c c c C C C r C � JOB N0: 0116.099.000 BLE NAME: C c FlLE N0: C � SHi N0: 6 / 23 I _ _ _ _ _ - \ _ W W -o OBJECT MARKER %�-"C;Iti'IP _ - - - - -- _ FILTER POINT MAT -- - - ` - - -_ -_ _ - EXIST-,48" C-MP- - - - - - - -- - - r=�% [RE: SHEET 8 �- L] FOR DETAILS -� - �r - PAVEMENT MARKER -- -' - - - - -1 - - - - - - - - EXISTING R.O.W. V MILL 8' EXIST - -" -- HMAC AND REPLACE EXISTING R,O,W, -� (TYPE II -A -A) / V % i t - P P —. Y,,�B„ HM-_._. A( F3ASE EXIST. DITCH FL PP - -- --- _ - / P P i 0' �2nterhGlnt AND 2" HMAC SURFACE fk��— 40.0' SPA9 rmn o o Q b o 10 0 MILL 8" EXIST ct �# J.2 '2'09 a I Of a= � 1 7), Wtr. �I01n F3IOV�IOff �l F ('I _ 10 MBGF - 8 SPACES HMAC AND REPLACE fl N — W — W SCALE:1"=10' (H)/1"=10' (V) RADIUS = 233.48' W/6" HMAC BASE MBGF - 8 SPACES AND 2" HMAC SURF q E R E f I e C t O Y - @ 6'-3" = 50'-0" 25' TERMINAL ANCHOR SECTION BENCHMARK 6 —If_ �T- RCfIPCtO� NAD83(1993) NAVD88 (2001 ADJ. TSARP) BEGIN PAVEMENT TYPE A JOINT TEXAS SOUTH CENTRAL ZONE 4204 BEGIN 4" WHITE �� ❑ i ❑ TYPE A J01 - 5 - ( ) EDGE STRIPE STA 3+26,00 N } CL BENT #2 ( fl �E �} END PAVEMENT COMBINED SCALE FACTOR 1,000130 BEGIN TRANSITION I -j O `� I ADJUSTED SURFACE COORDINATES STA 2+89 STA 3+66.50 I z a\ STA 4+34.00 END 4" WHITE MATCH EXIST MATCH EXISTING P MT a 9 , c�7 E r I I Ni d PAVEMENT MARKER EDGE STRIPE & CROSS SLOPE BEGIN BRIDGE r� _ BENT #3 BEGIN SLOPE END TRANSITION TYPE ii-A-A I-C 2-4" YELLOW US SURVEY FEET — -N 350 03' 57,74" E _ - — - — - — + - — - — - — - STA 3+46.00 �o 1 ' C O n C . & AS h . ( I1 ❑ STA 3+93,50 TRANSITION MATCH EXISTING PVMT ( ) ( ) STA 5+00 CENTER STRIPES — - — _ _ _ _ P STA, 4+20,00 & CROSS SLOPE MATCH EXIST STA 5+00 POINT NORTHING EASTING ELEV DESC PARK AVENUE - - - - - 3�00 'L END SLOPE - - 4+00 - - - - - - — - — - — - — - — - — - — - — - - — - - -------------•------------------ PT EDGE STf#IP N I TRANSITION I ❑ IT, END BRIDGE CL PARK AVENUE & PGL END 4" WHITE 5�00 1 13811013.61 3236286.03 14.10 GPS-1 2-4" YELLOW it co cv STA. 3+40eOO cv c W \ n STA 4+14.00 GPS-3 2 13811224.91 3236436.93 12.72 GPS-2 STA 3+22.87 cl v N O d I t i EDGE STRIPE GPS-1 CENTER STRIPE I Z 3 13811672,03 3236749.56 15.02 GPS 3 STA 3+02 OFF 12.00' T �� ] `� I � ) I U YYl n 5 E� MBGF - 8 SPACES STA 5+00 _ I N� @ 6'-3" = 50'-0" MATCH EXIST MBGF - 5 SPACES J �E GPS-3THE LOCATION OF SBC C e n t e I point E n e� @ 6'-3" = 31'-3" G SECT - - APPROXIMATE WAY ONLYATHE CONTRACTOR WSHALL N Q ❑ WITH TERMINAL ION ------- — - - - GPS-2 — _ hF. RADIUS = 20' - Ref�eCt01" U � P T L . G cj s Line - - ---- DETERMINE THE EXACT LOCATION BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY \, 38' OVERALL AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY of ec.or r THIS FAILURE TO EXACTLY LOCATE AND PRESERVE P c't Tl C r Y THESE UNDERGROUND UTILITIES, AS p h . R=20' / y W - _ - — - -- - -- --- 2'-0° 2 -OH �\ W ��xX_\ 1-1 4 IP TL. Gam Lnl - - - - - - - •S,�,r _.-__-- _ _ t''. �� _ PC EDGE STRIP , - E `: S t I n 0 3 j / / '� /(Q - - _ AVE UNDERGROUND LINE FIELD LOCATED,TON TO ign / i - 4 0' SHLDR I SHLDR 4' 0" THE CONTRACTOR SHALL CALL 1 800 344 8377 A \ w 1 1 0" S 12' 0" I 12' 0" S 1'-0" MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION ----- --- --1� `W STA 3+02.88 L " U� t I" . Line ( d n t e r.D Qi ra l �Ch � g y —f / RAIL LANE LANE y / E- OFF 31.51' RT PROP to ', N a RAIL WHEN EXCAVATING WITHIN EIGHTEEN INCHES (18") OF E 1ST, DITCH FL Q W c t p 22.5' BENDS _ i " i D �_� \ —1N �y 5" SLAB i THE INDICATED LOCATION OF SOUTHWESTERN BELL _- - W J PROP 8" STEEL WATERLINE PGL 2% TELEPHONE FACILITIES, ALL EXCAVATIONS MUST BE ---- I L n _ -- �- 2% ACCOMPLISHED USING NON -MECHANIZED EXCAVATION I---__ 0__ _ (,Exposed At t O C h d t O � 2� /` PROCEDURES. WHEN BORING THE CONTRACTOR SHALL p —' - «.• REMOVE EXIST I EXPOSE THE SOUTHWESTERN BELL TELEPHONE FACILITIES, BEGIN 4' MITE �' P - P - 8-4S612 5S612 STEEL WATERLINE P P - TYP. EDGE STRII?E EXISTING R.O,W. I - — PROP 45' BENDS — r ( ) BEAM #9 8" STEEL WHEN SBC FACILITIES ARE EXPOSED, THE CONTRACTOR J`— CL BEAM #1 PARK AVE WATERLINE SHOULD PROVIDE SUPPORT TO PREVENT DAMAGE TO _ THE CONDUIT DUCTS OR CABLES, WHEN EXCAVATING O - __ -- -- AND SUPPORT NEAR TELEPHONE POLES THE CONTRACTOR SHALL � TYPICAL BRIDGE SECTION BRACE THE POLE FOR SUPPORT, ABUTMENT 1 ABUTMENT 4 ' 6'-0„ NOTE: THE LOCATION OF THE PRIVATE UTILITY LINES ARE CONCRETE BEGIN BRIDGE END BRIDGE , CONCRETE SHOWN IN AN APPROXIMATE WAY ONLY, THE CONTRACTOR WINGWALL STA 3+46,00 STA 4+14,00 ' WINGWALL SHALL DETERMINE THE EXACT LOCATION BEFORE COMMENCING LEFT SIDE: 50'-0 MBGF WITH TERMINAL SECTION ELEV 14.07 ' 30 I - OVERALL LENGTH OF BRIDGE LEFT SIDE: 75'-0" MBGF NTH TERMINAL ANCHOR SECTION, EEDSBY S FAILURERESPONSIBILITY TO EXACTLY�Y AND ELEV 13 91 68' O" WORK, HE ALSO ACC _ _ -RIGHT SIDE: _31'-3' _MBGF WITH, TERMINAL_ SECTION_ _ _ 3 SPAN PRESTRESSED NCRETE 12'' SLAB BEAM' _ LOCATE AND PRESERVE THESE UTILITIES __CO ALL E ANDES R SURR o 6$'-0" HARRi COUNTY STANDARD COMBINATION RAIL o RIGHT' SIDE: _ 50' a" MBGF WITH' TERMINAL SECTION ' O CONTRACTOR SHALL NOTIFY UTILITY COORDINATING COMMIT - BEGIN PAVEMENT, O O 20'-6" ' 27a_G" O ; ; ; TEE (713) 223-4567 AT LEAST 48 HOURS PRIOR TO COM- d• O 20'-6" O CO ' , MENCING CONSTRUCTION, 20 STA 3+26.00 CL BENT, 2 c� o END PAVEMENT i BEGIN TRANSITION STA +34.00 WARNINGS 4VERH AD F Titl .A FA .I ITI C ' +66.50 , , OVERHEAD LINES MAY EXIST ON THE PROPERTY WE HAVE MATCH EXISTINC_PVMT- PGL BENT 3 p TRANSITION - _ _ _ _ _ _ _ _ _ _ _ _ _ _ LEY 13.96_ _ # BT EXISTING PV_M_T NOT ATTEMPTED TO MARK THOSE LINES SINCE THEY ARE & CROSS SLOPE H � STA -3+93, - - - - - Q _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ CLEARLY VISIBLE, BUT YOU SHOULD LOCATE THEM PRIOR TO ' MATCH EX STING , ELEV 13.79 (�)' 7857 y N w (*)0.22 0 % , N W &CROSS SCOPE BEGINNING ANY CONSTRUCTION. TEXAS LAW, SECTION 752, O HEALTH & SAFETY CODE, FORBIDS ALL ACTIVITIES IN WHICH (-)0,2$60 % ELEV'14,04 PERSONS OR THINGS MAY COME WITHIN SIX (6) FEET OF r - - - - LIVE OVERHEAD HIGH VOLTAGE LINES. PARTIES RESPONS- _ _ IBLE FOR THE WORK, INCLUDING CONTRACTORS, ARE 10 T- ; - LEGALLY RESPONSIBLE FOR SAFETY OF CONSTRUCTION - - - - - - - - - - _ EXIST' GROUND U) 1 O WORKERS UNDER THIS LAW. THIS LAW CARRIES BOTH CRIMINAL _ _ AND CIVIL UABIUTY, TO ARRANGE FOR LINES TO BE TURNED 100-YR _ _ _ _ _ _ _ _ _ OFF OR REMOVED CALL CenterPolnt Energy AT 713 207-7777. WSEL=11.9,8 i � ( ) EXISTING 8" STEEL EXISTING VALVE 10-YR L CAUTION: UNDERGROUND GAS FA I ITIES 0 ' _ ' , CONNECT "' ' t Energy MAIN LINES (TO INCLUDE WATERLINE (RE: 'NOTE 2) STEELINWABTERLINE UNIIT GAS TRANSMISSION AND/OR INDUSTRIAL GAS SUPPLY OCORPORATION WHERE APPLICABLE) ARE SHOWN IN AN IIIIIII PROP BRIDGE_ _ _ 8R� VALVE , WSEL 4 55 M- H� 3•00 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ' ' APPROXIMATE LOCATION ONLY, SERVICE LINES ARE USUALLY ---...-L..._—. REMOVE :' ' _ EXIST CON-C PROP $' STEEL STRUCTURE NOT SHOVM. THE CONTRACTOR SHALL CONTACT THE UTILITY WATERLINE EL�12.44 COORDINATING COMMITTEE AT (713) 223-4567 OR @ BRIDGE PROP 8," STEEL 1-800-669-8344 A MINIMUM OF 48 HOURS PRIOR TO PROP CUT ALL EXIST. - a�� CL-CL WATERLINE CONSTRUCTION TO HAVE MAIN AND SERVICE LINES FIELD TIMBER : PILING 10 22.5' BENDS 12 BELOW — 1 0 a WHEN CenterPoint Ener y PIPE LINE MARKINGS ARE ! MAT FILTER POINT EXIST DE - - - - - - - - - - - - - - - - - - - - - - - __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ - - _ - _ - _ _ - - _ - NOT VISIBLE, CALL 713� 967-8037 7:00 A.M. TO 4:30 GRA , ' PROP _ _ _ _ _ _ _ _ _ _ _ - _ _ - - - - - - - _ _ _ _ _ _, _ _ _ _ _ _ _ _ _ _ _ _ P.M.) FOR STATUS OF UNE LOCATION REQUEST BEFORE 45' BENDS EXCAVATION BEGINS, , 26 LF�18" ' ' ' APPROXIMATE WATER , , ' ' , P WHEN EXCAVATING WITHIN EIGHTEEN INCHES (18") Of THE SQUARE PILE LEVEL 'RECORDED AT ; ; INDICATED LOCATION OF CenterPoint Energy FACILITIES, - 20 NOTES: ' ; OF SURVEY NON —MECHANIZED EXCAVATION P G ALL EXCAVATION MUST BE ACCOMPLISHED USING '(TYP.) RME , 26 LF�18" — 20 E 0 PROCEDURES. --- _ ' -'-- --- '--- 1, WATERLINE SHALL BE ATTACHED' TO BRIDGE SLAB AS ; - - - - ; - Y _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ EXPOSED, REMOVE EXIST RIPRAP ; (Q oint Energy F UA E PILE SHOWN' ON SHEET 1'1 -SLAB BEAM SPANS. ' P.) - - - - - - - -, - - - - - - -, - - - - _ _ -' _ _ _ _ _ _ -' _ _ _ _ _ _ � MEN Ce T SUPPORT MUST BELPROVIDEDE TO FACILITIES SUFFICIENT (SUBSIDARY' TO REMOVAL EXCESSIVE STRESS ON THE PIPING, 2, CONTRACTOR SHALL FIELD VERIFY LOCATION ,OF ; OF STRUCTURE MHT =MEAN HIGH TIDE EXISTING VALVE. IN THE EVENT, THE VALVE .CAN NOT THE CONTRACTOR IS FULLY RESPONSIBLE FOR ANY DAMAGES 30 BE LOCATED A NEW WET CONNECT VALVE SHOULD BE 48 LF�18" a6' C THESCAUSE UNDERGROUND FACILMES.BY HIS FAILURE TO CTLY LOCATE AND PRESERVE INSTALI..ED AT THE LOCATION SHOWN. C- CL - �n - - - - - - - - - - - - SQUARE PILE.1 Ilk ki (TYpa) 48 LFI18" ; - SQUARE PILE ; 40 ; ; (TYP.) ; - 50 PRIVATE UTILITY LINES SHOWN SBC c APPROVED FOR UNDERGROUND DATE _ CONDUIT FACILITIES ONLY a — /) 0 SIGNATURE VALID FOR ONE YEAR, a �' o' 0' o' M' �'N 0'rn o'm n'o °M �'m O o O 'o o Nw'o �' n o' u7 VALID ATnT1ME rgyREVIEW ONLY DATE j M' M' M' M' M' M'M �'M M'M �:'M O'M N'M 7,a, ^.'d• M'd•�, o, o, W c t, -50 ° 3+00 4+00 0 REVISIONS DATE NAME - Q ' D T �T �T PROJECT DT E: O HA��, S COUNTY i ��S C tr PARK AVENUE BRIDGE REPLACEMENT �Q� k L o t Z�' a s s o c i a t e s DRAWN BY: SHEET DESCRIPnON: O JOB NO: PUBLIC INFRASTRUCTURE DEPARTMENT REL BRIDGE LAYOUT 0116.099.000 CKID BY: O 1160 DAIRY ASHFORD #500 RAC/WRA PLAN & PROFILE ENAME: O � HOUSTON, TX 77079 cn rn SCALE X FILE NO: O ENGINEERING DIVISION 1 Phone: 5 589-7257 T�,�Oj Fax: (281) 89-7309 DATE: APPROVED BY: SHT N0: MAY 2007 7 / 23 T _0 ! I I I I I Cb All/ / ON) 1 I I Y I I Ire-/ D-op .nlet --- /Ale- /� // // off RIM/-5.AID I IQ x 48;` RCP Fk'=5.3P % i I II /EMOVE EXIST, BRUAE I AND TRIM BAC{I(( TR / TO�THE ROW LINE TOE, WALL (TYP.) it e \RE: iQEWALL DETAIL \ I I % �THIS SHEET Q - ALL-AR€AS DISTURBE� \- DURING CONSTRUCTIO SHALL BE SOLID SOD JP,-1PA-AAAA ------- -- -- - -, _C�----- AT --- 3000 LL40.0- -- - - -" - - - __ -. _ MATCH EXIST, GR , - - EIST)NR O:W- A, CAAAA, - - Ater N10 y r' v - y ----- --y-AA y y y y y --= (� y y y FILTER I\ W y,yy JWWy y y y y yyy y y y yy y I1.0 yyyy \ \ F, �y P\ Y\ 1 --- y y .� y y y y y�y�f�lE.��f/�✓VJ14�t�'ry�7./5 POINT AT W y y y y y W V+' y'- y-- y-_..y --y ...y_W .i. "L_- y W W W y W y W y W W W W W y j)y n r Y•V./ y y T \ 1\ yyyy 'Ll y y y y y y y y y y y y J- Zf `,Lr �' W `I' � I V� EiE�l; �t3.52- .y y_J- _- A.A.. �\ y y y y y y y y y y y y y y y y y JW y y _ W y At 1 1 --- z-- _fAA _ yy y y y y y y YjI y y y y W_ -y y y y y y yWy y "Le I y \Vi_ y y' y y...-.+V y - _ .-1- y y y y y y •{ (] y y y y y y Al, y y y -�L y 0 y W y y yyy y y y y y y y y W OI'y lAY •N '- y y '`1�,--..y _L ...+H .L--�^�� IC"I C. �. / I I - y y •L y y y y y y y y y y y y "A" � y -G� y y yAAA TOEWALL QTYP.) RE: TOEWAALL (ETAIL PARK AVENUE THIS SHE�T J 35° 03' 57.74" E - - - - -Aid, - - - - - - - -1 - - - - - - - AAA, - 3+00 0- ELEV: 10.75 --- v�S-2 B k Ienterpoint EnergANAAA y - _AAA -AA __---� �- y y y LIN Asph. y y y z \,\ y y y y y 'IL, y y, y y /y W Neo 14, 'Ale_ -c \- V1+ - - -V y �- yyyWtylyyio Wfee L -I -- I--- .% \ �. _ AAA- y W y y ELEV: W 3.82 y y ,i AAMAAAAAAA -..AAA- SIC) Ie- ip - _A- AAA a -�P �T��I� T f 'f% 11 l �/ //rJ u�'v ;FILTER POItdT v _ /�./ 3+140�00 I I \ \ T� I I MATCI R XIT %GRADE AAA AAA I \ I I I i I I I \ \ 1 I v � I I I AAL.A AN \ I I I I�NI i � I \ I I I I �I 1 T I I I 1 I I I I .qc 1 1 WRAP FILTERf�1AT \ I i AROUND EXPOSED \ I I I � i PORTI.0N 0� W\ EEL N I I i ! / .`-AAA -�I I I err'A AAA SIA: 4+20.04 i I LIMIT OF GRADING I 30.0O�L� �. \ AAAAAAIALL AREAS DIST RBED I STA: 4+95.00 FILTER POINT MAT ! MATCH EXIST GRADE., ,\ I DURING CONSTRUCTION I 26.00 LT SHALL "MATT / - �- SHALL BE SOLID SODDED (TYP) i MATCH EXIST GRADE / /EXIST GRADE ,ELEV: 10.i5 - _ �� ` - - / 1',' - �J% j , i� _d �. R.O.W. VIA I.IAIAi - ELEV: 13:72- - �._\_ \ I -� f� FILTER ' W� yy y y L ) / hjPQINy MAT; y �y�w, y(-A< y AIL,Ate y y y 1 I` / (1 w J/ , ` Y yW/ W��,/� `�` y .L W yyy Vi NL y „�IrJ W Jr\�=�I. - L Vr y Jr .L J,F y y J. L y y y I/ I y! W y w y- y- - -- NA,- W y y� W111 W AA-AAAAAAy� y s y y kG s=y �-�-'NAA� y _ y� y y y y y y y'ALA W W W y W y W y W y W y y yWy y "I" y y y y y W y W y W y y y y Rhtle� jtT _. y y yyy y y y y y y Ly Wy y W sy- y IO VI V(� yyyWyWy yyyyyyyWyWyWyWyy z Aide_L-AA_AAAA..- y y i I _ y y y --_.- --y Wy yW1 y y may.•-.✓ yIf -W� �.✓ WW`y-- _ Jy y TOP OF BANK W TOEWALL (TYP) STA: 4+38 00 TOP OF BANK TOP OF BANK I ( FILL��TEi�I I RE: TOEWALL DETAIL 19.00 LT- STA: 4+95.00 STA; 4+95.00 PIOIN T M�IfI I I I I THIS SHEET ELEV; 13.75 15.50 LT 15.50 LT II I ELEV: 14.24 ELEV: 14,40 �I ob_Il�}LII� -----� ---------------- --- III II IIII��,---I-------- t/l'r��'QOC�IIIIk� Ilrllrhnls I IIIII� 1 11 III I �t ELEV: 10.75 ELEV• 13 72 5+00 STA• 4+35.50 CL PARK AVENUE 19.00 RT ` ELEV, 13.71 � y y W ( W y � y �. Z' m- y- •V---W -y ... %L' _ "L- Y t" I I I. ` y �'-.7J --y y y y ' W W �L W .Y y -...� '�"_ y W - y -V-W ..L- .k__ yam. -y __ -_ y _.�c+ - pill L rt A Iy`y � - - - - W W STA"' 44,7t69 NId y , y �y� - - - - - "I'A Nile �. I --G_ T W-_/'��_•-iI - IYA��^y'�y y Vy�LW V-WV �.G'-y-� -. _ - ..1-I �.7 V J L n (✓ - -� L�'V��1 �L y y y y N" INMAT \�l� \ - J -- ---_ _ - _y��--=y==- ✓�. .\/ \ '-\� - V - yWy W , y y y y y y y y _ \ \\ Z.. . yNIX %Iee am- _ \ RADE BREA - - - __- Y; - t--- --_ -G1'- =�h/ _ p_((�� / �T Jn-W yy.V �yRIJl/yEY- \ \ \ - - -� _LIMITS OF FILTER POINT MAT s W - - - FII .=--- = FL6N,L/ INE �= f y y y W _y STA y 4d - - / - -AIL y y y "26:'61 WRT - . %_ P _ � STAIP -4��09 y y - P IIIW y y0.51 %RT yy y y y AAA�_- i _ y y y--"• .;4 J / y y y _�- y yyy y W y7 W y'-'`L `I� /AAA " / // ' /L -- / I ( ✓� yTOP R.O.W. 10 SCALE:1 "=10' - - - -- -- EXISTING CONTOURS W yyyyyW WyW. SOLID SODDING y y y y y y j EXTENT OF EXISTING WATER SURFACE AMA �' /�/ =� � I I '• � I 1 � \ I .STA: \4+ 16.39 3+98.17 \ 43.00 ,RT \ \ \ \ MATCH\ EXIST GRADE \ SUBGRADE SHALL \_EXIST G�ADE BE GRADED TO ELEVATIONS AAA AND FREE OF GRASS 1 \ = , I / / I I m \ \ STA: 4+08.13 \ \ \ \ AND DEBRIS. / I ��\\ I\I j I I / I1 - STA: 3\F90.30 \ 33:68 RT\ e \ Aeeee30.00 RT MATCH EXIST GRADE \ \ I F \ \\ ` L, I I I p,MMATCH EXIST GRADF� 1 \ \ TOEWALL (TYP) FILTER POINT MAT RE; TOEWALL DETAIL \ (THICKNESS PER I I p \ \ TA 4+08�31 \ THIS SHEET MANUFACTURERS \`,. \ STA: 3+90.30 0148 GRADE i \ RECOMMENDATION) 42.50 RT A \ \ \ � \ ` \ \ MATCH EXIT GRADE \\ \ \ \ I" I I Ili \ \ \ AN OVE XIST\ BRUSH SH \ \ CQ TO THE ROW LINE 5' I ` r I I I I I \\ \\ \ GEOTEXTILE W I I I( I i I i a II \ `.\ \ \ FILTER FABRIC \ II T I I II I. I Ii I. I1 y:: 1 \ \ , \ TOE WALL DE TAIL associates INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER; JOE FRANK POTTER ENGR. REG. NO.; 36347 DATE: MAY 2007 NO; PROJECT i1TM:: N0. flEVISIONS GATE NAME ��++ T HA�ZRI1,7 COUNTY tS C k I o t z � /� DRAWN BY- PARK AVENUE BRIDGE REPLACEMENT JOB REL SLOPE PROTECTION PLAN 0116.099.000 PUBLIC INFRASTRUCTURE DEPARTMENT CKb eT Fl@NAME 1160 DAIRY ASHFORD #500 RAC/WRA HOUSTON, TX 77079 SCALE REE NO:AAAAAAAAA I836 Phone: (281) 589-7257 ENGINEERING DIVISION TAX Fox: (281) 589-7309 DAM:APPROVED BY: SNTNq MAY 2007 8 / 23 OI 0 u� O N 0 a 0 O 0 1.000' (TYP) ram- SLAB BEAM 4.000' �' EARWALL - `-CAP ELEV #1 10000' I/�" OUTSIDE EDGE li OF SLAB BEAMI SLAB BEAM SPA 3.030' 4,128' I PILE SPA 3,000' i 6.816' 4.000' I I ( I CL PARK AVENUE I FACE OF BKWL BEGIN OR END & CL PILING BRIDGE I ittttl I I CAP CAP ELEV #2 I ELEV #3 00 1 i 4.128I4,128' 4, 628' I I f 6.817' 6.817' v V� A UNIFORM SLOPE 3„ BETWEEN CAP (TAP) ELEVATIONS V1 AT 12" MAX SPA N PERMISSIBLE L H1 + CONSTRUCTION V AT 12" MAX SPA JOINT = E 1* 41 v 0 Iffr r4L rn IF to to S (TYP) MITTYP 5 EQ SPA 1, 500' v ft rn pop ( N (V r j BARS V BARS F -S I CL SLAB BEAM 4.000' 1 CL BRIG SIDEWALK) CAP ELEV #4 I 1 OUTSIDE EDGE OF SLAB BEAM I I 20.042' I 6.816' 3.000' PARALLEL TO ROADWAY SURFACE 4.000' SIDEWALK H I r—H1 0 7 EQ SPA OL500I 7 EQ SPA ��195011el 7 EQ SPA w'tbOOj 7 EQ SPA ��1e5 =5,317' =5,31T =5,31T=5.317' 5 EQ SPA 11 = 1.500' ELEVATION N PILING ABUTMENT BARS S C n 2I I 1 LS 22500 1,250' 1,( 8 1iZ" O CL BRG i� i O� I — I —EARWALL A LO O ni 1.000' S \d' n SECTION A —A L E O- 5 -U 9„ it 0 f0 2.000' n BARS L BARS wU �LI � I II `�K� ��► �1 ENGINEERING DIVISION BARS (D 2 1/4" SPA N CL BRIG —►� + 1 FLUSH WITH =I TOP OF SLAB T 3" —V& Vt "CONST JT 2 1/4., (TYP UNLESS OTHERWISE NOTED) 6.000' 5 EQ SPA I 3" WOMEN m Umm r� N 0 oM0 0 PARAI I FI To `f? t BACKWALL CAP CORNER DETAILS SEE LAYOUT FOR JOINT TYPE o Mmti FACE OF BACKWALL SIDEWALK SURFACE 12:1 SLOPE PER ADA REQUIREMENTS — H1 —ROADWAY SURFACE —H —V & V1 BACKWALL DETAIL nnn' wU wV wH SECTION B-B INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION, ENGINEER: JOE FRANK POTTER ENGR. REG. NO.: 36347 DATE: MAY 2007 k I o t z associates DRAWN BY: REL CKb By., 1160 DAIRY ASHFORD #500 RAC/WR, HOUSTON, TX 77079 SCAB: Phone: (281) 589-7257 Fax: (281) 89-7309 DAM: MAY 2007 < r TABLE OF ESTIMATED QUANTITIES BAR N0. SIZE LENGTH WEIGHT A 6 #11 39'-1" 1246 E 4 #4 2'-1 1/2" 6 F 10 #4 6'-4 1/2" 43 H 4 #5 37'-8 1/2" 157 H1 2 #5 3'-6" 7 L 8 #6 4'-0" 48 S 52 #4 9'- 2" 318 U 4 #6 7'-0 1/4" 42 V 28 #5 5'-9 1/2" 169 V1 8 #5 6'-11" 58 wH1 20 #6 5'-7 1/2" 169 wH2 1 8 #6 6'-10 1/2" 83 wU 18 #4 1'-7" 19 wV 24 #5 (AVE) 7'-0 1/8" 175 REINFORCING STEEL LB CLASS "A" CONCRETE CY 1O SEE SLAB BEAM SPAN SHEET FOR "Y" AS SHOWN IN TABLE OF SECTION DEPTHS. �2 REQUIRED TO MAINTAIN 3 3/4" FROM FINISHED GRADE. QUANTITIES SHOWN ARE FOR ONE ABUTMENT O ONLY (WITHOUT APPROACH SLAB). (�4 1/2" PERFORMED BITUMINOUS FIBER MATERIAL BETWEEN SLAB BEAM AND EARWALL, BOND TO EARWALL WITH AN APPROVED ADHESIVE, INSIDE FACE OF EARWALL TO BE CAST PERPENDICULAR TO CAP. (TYP) O5 PERMISSIBLE CONSTRUCTION JOINT. (TYP) O6 6" DIMENSION AT SIDEWALK ONLY GENERAL NOTES DESIGNED ACCORDING TO AASHTO SPECIFICATIONS FOR HS20 LOADING, CONCRETE STRENGTH f'c = 41000 PSI, ALL CAP REINFORCING SHALL BE GRADE 60. SEE LAYOUT FOR FOUNDATION TYPE, SIZE, AND LENGTH, SEE COMMON FOUNDATION DETAILS STANDARD FD FOR ALL FOUNDATION DETAILS AND NOTES, CAP ELEVATIONS ELEV. #1 ELEV. #2 ELEV. #3 ELEV. #34 ABUT #1 11,900 12,230 12,230 11.900 ABUT #4 12.050 12,380 12.380 12.050 SHEET BESCRiPBDN: JOE NO; 011 ABUTMENT DETAIL 0116.099.000 ALE NAME: ni.E NO: APPROVED BY: SHT N0: 9 / 23 n i� i 1 i i; �1 �I PILE SPA. I 3.000' SPA, I 3.030' ! 20, 041' 6.816' 128' 4.128' 1.000' il" � � � OUTSIDE EDGE I I OF SLAB BEAM CAP ELEV I I I '_ #1 FWD. I � o -�-1�- i �-I o j _ _ _ -�— �i _J�1J_ 1 IJ_) I I ( � CAP ELEV EARWALL #1 BACK CL CAP AND �I CL PILES � SLAB BEAM —� i �© ti 17' UNIFORM SLOPE F BETWEEN CAP ELEVATIONS = 5,317' = 5.31 6 EQ SPA = 2.000' 40.083' 6.817' 4.628' I I I � CAP ELEV I #2 FWD. &I #3 FWD. I 6.817' N —I - -�--- �-- - —i- - I I ( N CAP ELEV I #2 BACK & #3 BACK �— � PARK AVENUE i PLAN -,� 6 EO SPA = 5.317' ELEVATION N 6 PILE BENT NOTE: FOR PILING LARGER THAN 16", ADJEST BARS S SPACING AS REQUIRED TO AVOID PILING 20.042' 3.000' 4.128' 4.128' 3.030' �- I IOUTSIDE EDGE 1 OF SLAB BEAM I I CAP ELEV I l I #4 FWD. T _ �—T' —-�-�-�- I I 1 CAP ELEV EARWALL �� BEARING #4 BACK i SLAB BEAM I I u 6 (J F 6 EO SPA = 2.000' CONST JT (TYP) 0 � T N EARWALL CAP CAP END DETAIL �� SECTION A —A 6 1� „ 2.125' s" (TYP) i� rn cV BARS F BARS S in N_ N TABLE OF QUANTITIES ESTIMATED O 6 PILE BENT BAR N0. SIZE LENGTH WEIGHT A 5 #11 39'-9" 1056 S 49 #S 9'-6" 486 T 4 #5 38'-8 1/2" 166 REINFORCING STEEL LB 1774 CLASS "A" CONCRETE CAP CY g,g 1U 1/2" PERFORMED BITUMINOUS FIBER MATERIAL BETWEEN SLAB BEAM AND EARWALL. BOND TO EARWALL WITH AN APPROVED ADHESIVE. INSIDE FACE OF EARWALL TO BE CAST PERPENDICULAR TO CAP. (TYP) OQUANTITIES SHOWN ARE FOR ONE BENT. GENERAL NOTES DESIGNED ACCORDING TO AASHTO SPECIFICATIONS FOR HS20 LOADING. CONCRETE STRENGTH f'c = 4,000 PSI. ALL CAP REINFORCING SHALL BE GRADE 60. SEE LAYOUT FOR FOUNDATION TYPE, SIZE, AND LENGTH. SEE COMMON FOUNDATION DETAILS STANDARD FD FOR ALL FOUNDATION DETAILS AND NOTES. PRESTRESSED CONCRETE SLAB BEAM BENTS DO NOT SUPPORT THE USE OF MULTI -PILE FOOTINGS AS SHOWN ON THE FD STANDARD. CAP ELEVATIONS ELEV. #1 ELEV. #2 ELEV. #3 ELEV. #4 BENT #2 BACK STA. 11,943 12.273 12.273 11.943 BENT #2 FWD. STA. 11,943 12.273 12.273 11.943 BENT #3 BACK STA. 12.000 12.330 12.330 12.000 BENT #3 FWD. STA. 12.007 12.337 12.337 12.007 INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER: JOE FRANK POTTER ENGR. REG. NO.: 36347 DATE: MAY 2007 PflOIECT NTIE: klotz�1�associates OflAWN6Y: REL CKb BY: 1160 DAIRY ASHFORD #500 RAC/WRA HOUSTON, TX 77079 SALE Phone: (281) 589-7257 Fox: (281) 589-7309 ,,._. AY 2007 ARK AVENUE BRIDGE REP sxEEr OESCN"N°", INTERIOR BENT DETAILS R•••• �, , i i i i i i ,� it I . JC8 N0: i 0116.099.000 ; FlLE NAIAE: � I FlLE N0: � � sxr Na � i 10/ 23 SPAN 1 = 20.500' n 19.000' SPAN 2 = 27.000' PLAN SPAN 3 = 20,500' DEAD LOAD DEFLECTION SPAN N0. BEAM N0. "A" "B" FT. FT 1 ALL -0.002 -0.002 2 ALL -0.005 -0.007 3 ALL -0.002 .0.002 1/ PT SYM ABOUT CL SPAN a n JT DEAD LOAD DEFLECTION DIAGRAM NOTE; DEFLECTIONS SHOWN ARE DUE TO CONCRETE SLAB ONLY, (Ec = 5 x 10A6 PSI) CALCULATED DEFLECTIONS SHOWN ARE THEORETICAL AND ACTUAL DIMENSIONS MAY BE LESS, DEFLECTIONS SHALL BE ADJUSTED BASED ON FIELD OBSERVATIONS, FORM SLAB TO HERE. SLAB CAST -IN -PLACE SLAB FORMS MAY NOT / I REST ON TOPS L�OF BEAMS TOP OF SLAB BEAM SLAB BEAM BACKER RODS (25% C J LARGER THAN JOINT) �' ' � MAY BE USED AS FORM. SECURE WITH COMPATIBLE ADHESIVE AS REQUIRED. DETAIL "A" /7� TOOL 1/4" R SILICONE SEALANT 7 BACKER ROD 6 CAST -IN -PLACE, 1" PREFORMED APPROACH SLAB, BITUMINOUS FIBER OR ABUTMENT BKWL MATERIAL 1.000' 4.000' 2.000' 24.000' ROADWAY (NOMINAL) 2.000' 4.000' 1.000' 12' FACE OF RAIL I PARK AVENUE FACE OF RAIL 1 1f2° END 8" PIPE 3" 79 BARS T DETAIL "A" I COVER (TYP,) (TYP.) AT 12" SPACING , 6 A 2% (6" 2" CLR ( X AT BRG Y AT CL BRG 2%_ q 2% COVER T 2% 5„ -► I plow45 946" BOLT if) 3/4" SLAB 8 622 CHANNEL CAMBER (TYP•) I B32 CHANNEL SLAB BE T - - J19,{s" DIA. HOLES N0. 1 I 3b" BARS H 0.148' 0.148' 0.148' 0.148' 0.148' 0.148' 0.148' 0.148' I �a SEE SLAB BEAM DETAILS 3.979' 3.979' 3,979' 3,979' 4.979' 3.979' 3,979' 3.979' 3.979' U-SLAB BEAM BRACKET AND CLAMP O TYPICAL TRANSVERSE SECTION _ _ _ _ _ I NO. 9 DETAIL S COUNTY ENGIl�TEERl7NTG DIVISION 1" CAST -IN -PLACE SLAB TYPE A JOINT DETAIL 5.667' BAR Al TABLE OF SECTION DEPTHS SPAN N0. BEAM N0. "X" AT BRG. "Y" AT BRG. 1 ALL 0.458 1.468 2 ALL 0.458 1.472 3 ALL 0.458 1.468 TABLE OF EXTIMATED QUANTITIES SPAN N0. CLASS "A" REINF ONC SLAB 5 (SY) 3O PRESTRJ CONC SLAB BEAM 4S812 (LF) PRESTR CONC SLAB BEAM 5SB12 (LF) CLASS "A" REINF CONC SIDEWALK (SY) 10 REINF* STEEL (LB.) 1 86,56 160.00 20.00 22,78 2181 2 114.00 212.00 26.50 30.00 2873 3 86.56 160.00 20.00 22.78 2181 OREINFORCING STEEL WEIGHT IS CALCULATED USING AN APPROXIMATE FACTOR OF 2.8 LB.S/SF. O2 BASED ON THEORETICAL BEAM CAMBER, DEAD LOAD DEFLECTIONS OF 5" CAST -IN -PLACE CONCRETE SLAB AND A CONSTANT GRADE. THE CONTRACTOR SHALL ADJUST THESE VALUES FOR ANY VERTICAL CURVE, U3 FABRICATOR SHALL ADJUST BEAM LENGTHS FOR BEAM SLOPES AS REQUIRED, 4O WHERE SLAB IS CONTINUOUS OVER INTERIOR BENTS, BARS T SHALL BE CONTINUOUS THROUGH JOINT. SEE "CONTINUOUS SLAB DETAIL". OAPPROXIMATION, HAUNCH BASED ON THEORETICAL CAMBER, DEAD LOAD DEFLECTION AND CONSTANT GRADE (LE, NO VERTICAL CURVE), 6O BACKER ROD SHALL BE 25% LARGER THAN JOINT OPENING AND SHALL BE COMPATIBLE WITH THE SEALANT; NO REACTION SHALL OCCUR BETWEEN THE ROD AND THE SEALANT, OSEALANT SHALL BE CLASS 7 SILICONE SEALANT. INSTALL WHEN AMBIENT TEMPERATURE IS BETWEEN 55' F AND 85' F AND RISING. ENGINEER TO DETERMINE ALLOWABLE HOURS FOR SEALANT APPLICATION, O8" WATERLINE WILL BE ATTACHED TO THE BRIDGE SLAB/SIDEWALK WITH A 63064-1 ADJUSTABLE STRUT BRACKET AND 62400-8 STANDARD PIPE STRAP BY PER B-LINE OR APPROVED EQUAL AND SHALL BE SPACED AT A MAXIMUM DISTANCE OF 20'. BRACKET AND CLAMP SHALL NOT BE ATTACHED OVER EARWALLS, GENERAL NOTES DESIGNED ACCORDING TO AASHTO SPECIFICATIONS FOR HS20 LOADING, CONCRETE STRENGTH f'c = 4,000 PSI. THREE -SPAN UNITS, WITH THE SLAB CONTINUOUS OVER INTERIOR BENTS, MAY BE FORMED WITH THE DETAILS SHOWN ON THIS SHEET, ALL SLAB REINFORCING SHALL BE GRADE 60, BAR LAPS, WHERE REQUIRED, SHALL BE AS FLOLLOWS: UNCOATED #4 = 1'-5" #5 = 1'-9" INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER: JOE FRANK POTTER ENGR. REG. NO.: 36347 DATE: MAY 2007 klotz�/associates ORAWNBT: REL CKb EY: 1160 DAIRY ASHFORD #500 RAC/WR, HOUSTON, TX �: Phone: (281) Fax: (281) 589-7309 DAM: MAY 2007 77079 589-7257 BENT ► BARS A BARS T SHALL BE CONTINUOUS THROUGH JOINT. CAST -IN -PLACE SLAB 1" VINYL OR PLASTIC JOINT FORMER STRESS CAP, ZIP STRIP, STRESS LOCK, OR EQUAL AS APPROVED BY THE ENGINEER, 3�" GROOVE `-SLAB BEAM J CONTINUOUS SLAB DETAIL ' PARK AVENUE BRIDGE REPLACEMENT SHEET DE PHRESTRESSED CONCRETE �0116.099.000 SLAB BEAM SPANS FlLE NA"E: � f1LE N0: � i APPROVED BY: SHT NO: 11/23 li 'I i o� U N o COON O O c E .Caa o W 0- y v, N >,!E O C� 0 ° o (n �oC 0 .0 H'` N o N 0) v �Xov U '0 c ° C 0 >� > U)o N �0E� .N ,N "O ma a U� o I�'a) -vlie a� ova° vv °,c L O C O T � 0 C V 0 0 N 0 0O N 0 3 tnE Uj p ° `o J ~ Z ~O L (D Q X ° STRUCTURE SPAN I BEAM I BEAM N0. NO, TYPE 1,3 ALL 4SB12 2 ALL 4SB12 1,3 ALL 5SB12 2 ALL 5SB12 - \ N DESIGNED BEAMS (STRAIGHT STRANDS) PRESTRESSING STRANDS DEBONDED STRAND PATTERN PER ROW CONCRETE TOT DIST NO.OF NUMBER OF STRANDS DEBONDED TO MINIMUM MINIMUM 28 DAY NON STRANDS RELEASE COMP STD TOT SIZE STRGTH END D B BOTTOM (ft from end) STRGTH STIR AND N0. PATTERN fpu TOTAL BONDED 3 6 9 12 15 18 21 F241T2730 GTH (in) (ksi) (in) (in) (in) fci( si) f'c( si) 6 1/2 270K 3.5 3,5 0 2.5 6 0 0 0 0 0 0 0 0 0 0 0 4000 5000 8 1/2 270K 3,5 3.5 0 2.5 8 0 0 0 0 0 0 0 0 0 0 0 4000 5000 8 1/2 270K 3.5 3.5 0 2.5 8 0 0 0 0 0 0 0 0 0 0 0 4000 5000 10 1/2 270K 3.5 3.5 0 2.5 10 0 0 0 0 0 0 0 0 0 0 0 4000 5000 4.5 G�-��4�4�4-0-4.4�� o-�-4��-4�� 2.5 -� - --o-¢� - - �� -0�� 4r �4��-0 4�444 I 1) I3I5I7I9I11111 9I7I5I3 11 1 3 5I7I9 11 �3 II(13Ill' (917151311 2 4 6 810 110 8 6 4 2 2 4 6 8 10 12 1494 12 10 8 6 4 2 2 �8' 10 Spa at 2" ( 10 Spa at 2" 2 %s" 2 T/a" 13 Spa at 2" 13 Spa at 2" 2 %8" I l 1" III 1"lb OPTIONAL DESIGN NON-STANDARD STRAND PATTERNS DESIGN DESIGN REQUIRED PATTERN STRAND ARRANGEMENT LOAD LOAD MINIMUM LIVE AT CE OF BEAM COMP TENSILE ULTIMATE LOAD STRESS STRESS MOMENT DIL AD (TOP (�) (BOTT Q) CAPACITY FACTOR (SERVICED RIB (SERVICE III) (STRENGTH D fct( si) fcb( si) (i=t-Ki s) 584 -810 261 0.286 996 -1323 318 0.286 584 -808 340 0,357 996 -1321 397 0,357 1 3 (5 I7 I9 (1111 I9 (7 (5 I3 I1 2 4 6 810 110 8 6 4 2 10 Spa. at 2" ( 10 Spa at 2" I GENERAL NOTES Designed according to AASHTO Specifications for HS20 Loading. All concrete shall be Class H. All reinforcing bars shall be Grade 60. When shown on this sheet, the Fabricator has the option of furnishing either the designed straight strand beam or an approved optional beam design. All optional design submittals shall be signed, sealed and dated by a registered Professional Engineer. Prestress losses for the designed beams have been calculated for a relative humidity of 75 percent. Optional designs shall likewise conform. Strands for the designed beam shall be located as low as possible on the 2" grid system unless a Non -Standard Strand Pattern is indicated. Fill row "2.5" completely, then row "4,5". Strands shall be placed within a row as follows: 1) Locate a strand in each 1" position. 2> Place strand pattern symmetrically about vertical centerline of slab beam. 3) Space strands as equally as possible across the entire width. Strands in the position "1" shall not be debonded. Debonded strands shall be distributed equally about the vertical centerline. Debonded lengths shall decrease working inward, with debonding staggered in each row. Debonded strands shall be encased In plastic tubing along entire debonded length, and ends of tubing shall be sealed with waterproof tape. Split plastic tubing may be used provided the seam of the tubing is sufficiently sealed with waterproof tape to prohibit grout infiltration. Wrapping of strands with tape to provide debonding will not be permitted. Strands for the designed beam shall be low relaxation strands pretensioned to 75 percent of f's each. Full-length debonded strands are not permitted in strand positions 1 and 2. If debonding strands full-length, double wrap strands and Internal vibrator diameter cannot exceed 1 I/8" diameter, Full-length debonding must comply with Item 426.4.F.4. 1 I3I5I7I9Ill' p3 I I13I11 I9I7I5I3I1 2 4 6 8 10 12 14�4 12 10 8 6 4 2 T 11 II T It 2 /8 2 /8 13 Spa at 2 _� I L 13 Spa at 2 2 /8 INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER; JOE FRANK POTTER ENGR. REG. NO,: 36347 DATE: MAY 2007 HS20 LOADING Texos Deportment of Tronsportoi'on Brldge Dlvislon PRESTRESSED CONCRE T E SLAB BEAMS IS tNON-STANDARD SPANS) iLE� psbste05.dgn ©TxDOT June 2003 REVISIONS O1-06� Full-length debonding DNS TxDOT cK: TxDOT Dw� TxDO� � ;� TxDOT DISTRICT FEDERAL AID PROJECT SHEET NA NA 12 COUNTY CONTROL SECT J� 3 HIGHWAY HARRIS NA NA N . PARK Face of Bkwl, 1,,See ELASTOMERIC BEARING DETAILS Sheet Interior Bent n or Face of Inverted Tee Stem 1 Bars C Spa 2 1/4" i Bars N Spa Lip of Blockout where required Bars H U > "6 N U O O 6 C ON 0).r. N 3� O O y 'a N O c E •C0.0 O V- w CL m o, o Cam:' X 0v � (D O U) ~ O c ; O N fN O rn 0 �Xo0 O TU O �aW O a) N >�0 �+ O O N 0 >% M U �Y'c d C O p 0 C Ia.0 NO�c O 0 O > 0 r w o Q) WUJ 3 N = O O O <~z~ 'O p Q� jc o Eq Spa = 1 -8 Slab Beam Length 5 Eq Spa I = 1'-6" 9" Maximum acing Bars C 4 %a" I I r-u�� Maximum spacing_ __ Q Q W W (� m ry XO ? w� H- N � C o D Clr Cov 3'-11 3/4:1 0 U SECTION v m d- d- M Bottom Stranc ENS MAT REINFORCING Bars H not shown for clarity. Bars C1� 2 %y" Lip of Blockout where required M "A" = 1.5' + 1.83TAN 0 — 5 Eq Spa 3 Eq Spa = "A" 9" Maximum Spacing, Bars C = 1 8 Max Spa PART SKEW PLAN (Showing 0 -ever 0° to 15° Skew) Slab Beam length minus 3" BARS W06) BARS C(•4) End of Slab Beam ELEVATION �iOF SLOCKOUT O C o D Clr Cov 3'-11 3/4:1 0 U SECTION v m d- d- M Bottom Stranc ENS MAT REINFORCING Bars H not shown for clarity. Bars C1� 2 %y" Lip of Blockout where required M "A" = 1.5' + 1.83TAN 0 — 5 Eq Spa 3 Eq Spa = "A" 9" Maximum Spacing, Bars C = 1 8 Max Spa PART SKEW PLAN (Showing 0 -ever 0° to 15° Skew) Slab Beam length minus 3" BARS W06) BARS C(•4) End of Slab Beam ELEVATION �iOF SLOCKOUT O SEAM; PROPERTIES Area � in 2 573.0 Y Top in IBM Y Bott in 6.00 I in 4 6,876 Weight rlb/ft 4 597 .BARS M(P4) BARS U(•5) Bars C1� 2 74" 6" BARS H(•4) BARS N(•4) GENERAL NOTES Designed according to AASHTO Specifications for HS20 Loading. All concrete shall be Class H. All reinforcing bars shall be Grade 60. See RAILING DETAILS and RAIL ANCHORAGE DETAILS for additional reinforcing or anchorage hardware to be cast in slab beams. An equal area of welded wire fabric may be substituted for bars C and D if approved by the Engineer. These details can be used for any skew angle up to a maximum of 30 degrees. All ex osed corners shall be chamfered %4" or rounded to a /4 It radius. Details are drawn showing Right Forward skew. See Bridge Layout for actual direction. 1�See END MAT REINFORCING detail. 2�Bars M may be adjusted vertically to avoid strands, 3OSee sheet PSBNS or PSBSD for strand locations, ®Assumes 150 pcf weight density of concrete. 5090° at Conventional Interior Bents. End of Beam shall be vertical at Abutment Backwall and Inverted Tee Stem Bents. 6�Blockout required at Armor Jt and SEJ locations to accommodate joint anchorage, "B" = 3' + 1.83 TAN 0 — 5 Eq Spa 6 Eq Spa = "B" 9" Maximum 1'-8" Spacing Bars C PART SKEW PLAN (Showing 0 -over 150 to 30° Skew) O a, 2'-0" BARS M1(•4) 21_911 COS 9 BARS C1(•4) C Max Spa BARS M2(•4) 0 1/2It COS e BARS N1(64) HS20 LOADING Texas Deportment of Tronsportotlor. Bridge Division RRESTRESSED CONCRETE SEAS SEAM DETAILS (T(PE 4SB12) MOD r 'SS - 4 SS12 _ psbste0l.dgn DN: TxDOT cK: TxDOT Dw: TxDOT cK: T SOT TxDOT June Z003 DISTRICT FEDERAL AID PROJECT iEET REVISIONS NA NA 13 COUNTY CONTROL SECT JOB HHWAY HARRIS NA NA NA F \RK �a) U N 75 a) U N O a) d �O (DocE •ca0 o waNa, ° >.s.s O c*= axi°ol°n F� � a� o c' O ~Wiv Oal° ° °� o 0 .° T U'° c.oOp O N� N > a CPE :3 N ,N In C n U O � 6 a) v Y c ,_ c o0 c N U IN O a) c V 0 O O O T Oc Ui0 O N al�"E� ��°0° LIJ3U,E O°`0 J ~ z ~ _O X o ¢o Face of Bkwl, —� See ELASTOMERIC BEARING DETAILS Sheet C Interior Bent I 5 Eq Spa 1'-8" or Face of Inverted Tee Stem I Slab Beam Length Bars C Spa 2 1/4" I 1 4 Eq Spa 9" Maximum Bars N Spa Match Bars C a 1'-10" Spacing Bars C d- Lip of Blackout where required Bars H Spa 4 N M C Bottom Strl 6 I + (Typ) ELEVATION 4'-11 %4" SECTION END MAT REINFORCING Bars H not shown for clarity. Bars Cl� 2 %4" Lip Blc wh re( End of Slab Beam 5EgS = 1'-81I "A" 2.29' + 2.33' TAN 0 5 Ea SDa = "A" 9" Maximum Spacing Bars C 1 -U IVIUA OPU PART SKEW PLAN (Showing 0 -ever 0° to 15' Skew) Slab Beam length minus 3" BARSC(•4) ELEVATION; OF BLOCKOUT O BEAM PROPERTIES Area in 2 717.0 Y Top in 6,00 Y Bott in 6.00 in 4 8,604 Weight ''.' Ib/ft 4 747 M �t BARS M(04) BARS U(*5) Bars C1� 2 6' BARS H(•4) mE 1'-10 %2" BARS N(e4) "B" 4.58' + 2.33' TAN 0 — 5 Eq Spa 10 Eq Spa = "B" 9" Maximum = 1'-8" Spacing Bars C = 1'-8T1 PART SKEW PLAN (Showing 0 -ever 15' to 30' Skew) Q O 8' (0 LA On d 2'-0" BARS M1(•4) GENERAL NOTES* Designed according to AASHTO Specifications for HS20 Loading. All concrete shall be Class H. All reinforcing bars shall be Grade 60. See RAILING DETAILS and RAIL ANCHORAGE DETAILS for additional reinforcing or anchorage hardware to be cast in slab beams. An equal area of welded wire fabric may be substituted for bars C and D if approved by the Engineer. These details can be used for any skew angle up to a maximum of 30 degrees. All exposed corners shall be chamfered %4" or rounded to a %4" radius. Details are drawn showing Right Forward skew. See Bridge Layout for actual direction. 1@See END MAT REINFORCING detail. 2OBars M may be adjusted vertically to avoid strands. 3�See sheet PSBNS or PSBSD for strand locations. ®Assumes 150 pcf weight density of concrete, 5U900 at Conventional Interior Bents. End of Beam shall be vertical at Abutment Backwall and Inverted Tee Stem Bents. 6�Blackout required at Armor Jt and SEJ locations to accommodate joint anchorage. 3'-3" COS 8 BARS C1(•4) c,x 0 ✓ 2'-0" BARS M2(04) COE I 1'-10 I/z COS e BARS N1(e4) v Max Spa HS20 LOADING Texas Deportment of Transportatlor, Bridge Dlvislon (TYPE 5SB12 ) PSB - 5SB12 _ psbste03.dgn ON: TOOT I CK: TxDOT DW: TOOT CK: T; )OT TOOT June 2003 DISTRICT FEDERAL AID PROJECT 1EET REVISIONS NA NA 14 COUNTY CONTROL SECT JOB HI HWAY HARRIS I NA I NA INA P RK � L U > U N o "_ � n0 L N 0,10 oocE .E200 En wam0, V] >,L .� O C' X 0w 7 1 O N 0 CO L Na) �o�rn 0 ��oo v >,UMO C-°(DO a > o CD E ' m O •C'V) N o a° W 0 O C L L so0o + TC o�In 0 oLE. Of�°N0 w a•,E �oo0 J ~ Z'- L _10 U ;a 0 (n U X r 0 Q F- 0 Brg Face of Abutment Cap or Inverted Tee Corbel or Bent Cap Laminated Bearing Pad Slab Beam 1" Min CL rn T Min TWO -PAD DETAIL PLAN (At Abutment or Inverted Tee Cap or at Interior Bent) L. Min II P— Face of Abutment Backwall or Inverted Tee Stem or 1 of Interior Bent I I 18 li2" I 1 3" 1" Min I I ' � � Slab Beam I 1 — 1 � Brg Face of Abutment Cap or Inverted Tee Corbel 3„ I or Bent Cap 8 �— Face of Abutment Backwall or Inverted Tee Stem or LC of Interior Bent ONE -PAD DETAIL PLAN (At Abutment or Inverted Tee Cap or at Interior Bent) Place 0.105" thick steel laminates parallel to the bottom surface of the pad, except the top laminates) may be sloped to satisfy maximum and minimum thickness criteria for OOtapered elastomeric top layers, a a Bevel to match Beam Slope :2 2 - 2 ©Length_ ELEVATION J J (50 DUROMETER) LAMINATED BEARING PAD NOTE The use of Polyisoprene (natural rubber), for the manufacture of bearing pads, is not permitted. Laminated Bearing Pad \ Face of Abutment Backwall Brg 7�or Inverted Tee Stem \$\12 \ Face of Abutment Cap or Inverted Tee Corbel e r9 I Laminated Bearing Pad Slab Beam 1 ,12 TWO -PAD DETAIL SKEW PLAN —� Slab Beam I ke Laminated Bearing Pad n C Brg Face of Abutment Cap or Inverted Tee Corbel \ Face of Abutment Backwall or Inverted Tee Stem ONE -PAD DETAIL SKEW PLAN (At Abutment or Inverted Tee Cap) ELASTOMERIC .GEARING PLACEMENT DIAGRAMS Place one! bearing at forward station beam end. Place two bearings at back station beam end. Maximum and minimum layer thicknesses shown are for elastomer only, on tapered layers. ;i BEARING TYPE shall be indicated on all pads. For tapered pads, BEARING TYPE shall be located on the high side. The Fabricator shall include the value of "N" (amount of taper in I/8" increments) in this mark. Ij Examples N-0, (for 0" taper) N-1, (for I/8" taper) N=2, (for 1/4" taper) (etc.) Fabricated pad top surface slope shall not vary from plan beam slope by more than 0,0625" 1 WIN, Length J I Locate Permanent Mark here. Interior Bent Brg Face of Bent Cap Skew \ Pr9t e 3" Laminated — Bearing Pad - a Slab Beam ' F- �� \ 1 1\ 12 TWO -PAD DETAIL SKEW PLAN (At Interior Bent) 1 � � � Slab Beam Laminated Bearing Pad 3'\ e� Brg Sk � e Face of Bent Cap Interior Bent ONE -PAD DETAIL SKEW PLAN At Interior Bent) TABLE OF ELASTOMERIC BEARING PAD DIMENSIONS tALL PRESTR CONC SLAB BM TYPES) One -Pad (Ty SB1-"N") )Two -Pad (Ty SB2-"N") 2� W L T W L 14" 2 2" � 7It Pad sizes shown are applicable for the following conditions' (1) lone, two and three span units where the minimum span length is not less than 25' and the maximum span is not more than 50', (2) Skews less than or equal to 30' GENERAL NOTES Shop drawings for approval are required. A bearing layout which identifies location and orientation of all bearings shall be developed by the bearing fabricator. Permanently mark each bearing in accordance with the bearing layout. A copy of the bearing layout is to be provided to the Engineer. Cost of furnishing and installing elastomeric bearings shall be included in unit price bid for "Prestressed Concrete Slab Beams". HS20 LOADING � Texos Deportment of Tronsportotlor Bridge Division �LASTOMERIC BEARING DETAILS SKEWS FROM 00 TO 300 PRESTR CONCRETE SLAB BEAV PSBE B FLE psbste06.dgn ON TxDOT CK: TxDOT Dw TxDOT CK: T DOT ©TxDOT June 20033 DISTRICT FEDERAL AID PROJECT HEET REVISIONS NA NA 15 Rev, 4-05� Toper Tolerance COUNTY CONTROL SECT JOB H ;HWAY and Shop Drawings HARRIS I NA I NA INA F \RK TABLE OF PROPERTIES FOR PRESTRESSED CONCRETE PILING U N :,-.. > U N o � d�oN v .� � rn� c 3-°� �� o•- �oc� cQoo �= N� waN6, to TL.O O C*'�-' x°.� � � o y L I— ° C Q% ° N L� � N +�O �rn 0 ~oo .p TU'O ��o ��N >� �.� 0 ��oN .N ,N� � V �.O U `o �'� � vY = �. o Ta° .,cNv Noo,c L so ° o .N T C O � N O o � � rn ��3N� �t ° ° o a~Z~ L _�o N U�X� o a I- o Bottom of Cap or Footing - 1" 5" 16 Spa at 3" 4'-0" 5 Spa at 1" gut stranas nusn witn ena T 2 �2„ CV TYPICAL SECTION THRU PILING O TYPICAL PILE EMBEDMENT Top of Pile for Payment � a� �� c o �� J "O -,-+ °� c � E �, o o � a_ E Prestress Strands Spiral Hooping �- 6" Spaces 2"15" 5 Spa of 1" -i�f 1" Chamfer or 1" Radius (Typical) 16 Spa at 3" = 4'-0" 5 Spa at 1" Spiral ooping 16 Spa 6" Spa 3" Spa at 3"=4'-0" ' "N "' ' "" "" "' """ strands PILE BUILD-UP DETAIL 0 (V Top of Pile for Payment o � � � � � �� rn — c o _ �� J �� ' ;` � T � o � a_ E Bottom of Cap or Footing - PILE STRIPPED BACK AFTER DRIVING PILING EMDEDMENT DETAILS � 2" O 5" , 11" PILE CAST WITH PRESTRESSING STRANDS PROTRUDING Area Prestressing Pile of Initial Concre to Size Pile I Weight Prestress Final „0„ Section No. Force Prestre ;s (15% Lo: s> Sq In Ina Lb/Ft Kips psi 5 15" 223 4,116 232 8 231 8 1 16" 254 5,340 265 8 231 74 18" 322 8,600 336 10 289 763 20" 398 13,150 415 4 405 864 24" 574 27,380 598 18 520 770 0 Strand location shall be symmetrical about the axis of the pile with no more than one strand difference between any two adjacent sides. Class "S" concrete shall be used for pile build-up. Payment for piling shall be made in accordance with the details shown. Where piling conflicts with substructure reinforcing or when the side cover from edge of pile to edge of substructure is less than 4" after driving, piling shall be stripped .back 10" with the Prestressing Strands extending into the substructure, Piling may be cast to full payment length and stripped back after driving to expose 10" of Prestressing Strands, or they may be cast 10" short of payment length with Prestressing Strands protruding from top of piling. ®Strip back shall be longer if called for elsewhere in the plans. When 15" square piling are specified on the plans, Contractor has the option of furnishing either 15" or 16" square piling. ©Prestressing strands shall be %2" 270 K low relaxation strands tensioned to 28.9 kips each. Optional piling designs shall provide a minimum Concrete Final Prestress of 750 psi. GENERAL NOTES Use Class "H" or Class "H"(HPC> concrete as shown on the plans. Use sulfate resistant concrete when specified on the plans. Release strength f'ci=4000 psi. Minimum 28 day strength f'c=5000 psi. All dimensions relating to prestressing steel are to centers of bars or strands. Size, number and length of piling shall be as shown on Layout sheets. Spiral Hooping shall have a minimum diameter of 0.207". Shop drawings for the fabrication of Prestressed Concrete Piles will not ressing require the Engineer's approval if ds fabrication is in accordance with the details shown on this standard. � Texos Deportment of Tronsportotfon Bridge Dlvlslon P��ST��SS�D CONC�� T� �'1L LNG CP _ I�E� cpstde01.dgn DN: TxDOT cK: TxDOT Dw: TxDOT cK: Tx OT �TxDOT Apri12006 DISTRICT FEDERAL AID PROJECT 5 EET REVISIONS NA NA 16 COUNTY CONTROL SECT JOB HI( iWAY HARRIS NA NA NA P ,RK i 1'-3" C/L INT, BENT 47 —to I I' ° EXPANSION JOINT AT ° I'I III toI'I II °II II a ° to v V v o ° INTERIOR BENT ° a N0. I ULE FOR SPACING OF RAILPOSTS PEDESTRIAN RAIL 2" STD. WT. PIPE (Min.) EDGE OF SLAB 1" I 6" I TACK WELD (TYP.) TOP OF PIPE ( PEDESTRIAN RAIL 2' STD, WT, PIPE (Min.) TRAFFIC RAIL SEE SCHEDULE FOR REQUIRED PIPE SIZE , „ - ---- 1/2„ ry,,S M TYP 1/4 N I it to it. it 01 it ,�--p t - - ------- -- WASHER & HEXAGON CK WELD TS AND SHERS. HEAD NUT �oQ e III�a� a it el III a v ,II II 9 N m �— Ln j d e +co a a CONC. SLAB 5 3/4" BOLTS 2 1/2 to x 1/4 of WASHER 1'L's TYPICAL FRONT ELEVATION OF RAILPOST 1/2 $3= I P 030 SCALE: 1 REVISIONS 1111 ME 2 1/2" STD. WT. SLEEVE (Min.) FOR PEDESTRIAN RAIL SEE SCHEDULE FOR PIPE RAIL SIZE SCHEDULE FOR REQUIRED VE SIZE II °II it TYPICAL SPAPN SCALE: 1 "=1'-0" SEE BRIDGE LAYOUT FOR LENGTH OF SPAN 2 1/2" STD. WT. SLEEVE (Min.) FOR PEDESTRIAN RAIL SEE SCHEDULE FOR PIPE RAIL SIZE SCHEDULE FOR REQUIRED VE SIZE II °II it TYPICAL SPAPN SCALE: 1 "=1'-0" SEE BRIDGE LAYOUT FOR LENGTH OF SPAN o cD Q U J LL r BASE PLATE (TYP) 3 1/2" (Min.) TYPICAL SPAN — ANCHOR BOLT PLAN SCALE: 1 "=1'—O" - 2 1/2" STD. WT. PIPE SLEEVES (Min.) FOR PEDESTRIAN RAIL 8" RADIUS PLATE 1/2" PLATE (TYP) I� YP TYPICAL SECTION THRU RAILPOST DATE NAME PUBLIC ENG N FR 8" LONG SLEEVES SEE SCHEDULE FOR SIZE 31 NI / �S COUNTY ° a INTERIM REVIEW ONLY � DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTI �G DIVISION of a BASE � DETAIL SCALE: 3"=1'— 0" - ° a SEE SCHEDULE FOR REQUIRED SLEEVE SIZE =0R 3/4" BOLTS OP OF WINGWALL IBUTMENT BENT 'ROACH SLAB AT ABUTMENT � INTERIOR BENT SPLICE DETAIL AT INTERIOR BENT SCALE: 3"=1'-0" SEE SCHEDULE FOR HORIZONTAL PIPE SIZE NOTE: ONE SIDE ONLY 1/4 SCHEDULE OF HORIZONTAL TRAFFIC RAIL RAILPOST REQUIRED REQUIRED SPACING PIPE SIZE SLEEVE SIZE (Min.) (Max.) 3" STD, WT 3 1/2" SCH, 10S O.D.=3.5" I.D.=3.068" O.D.=4.00" I.D.=3.75" 3 1/2 STD. WT 4" SCH. tOS O.D.=4.0" I.D.=3.548" O.D.=4.50" I . D. = 4.25" 4" STD, WT 5" SCH, 80 O.D.=4.5" I.D.=4.026" O.D.=5.563" I.D.=4.813" GENERAL NOTES 1. PIPE SHALL CONFORM TO ASTM A53 GRADE B. STEEL PLATES SHALL CONFORM TO ASTM A36. BOLTS, NUTS AND WASHERS SHALL CONFORM TO ASTM A307. 2. PIPES AND PLATES SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123, BOLTS NUTS AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A153, 3, DAMAGED GALVANIZED COATING SHALL BE REPAIRED WITH AZINC—RICH PAINT, 4, THE PIPE SHALL BE FABRICATED TO LENGTHS SUCH THAT THE PIPE ENDS WILL BE LOCATED INSIDE THE PIPE SLEEVES. ALL JOINTS SHALL BE BUTT WELDED, EXPOSED F PE PIPE END DETAIL ENDS BETWEEN THE RAILPOSTS WILL NOT BE ACCEPTED, SCALE: 3"=1'-0" 5, AFTER FINAL ADJUSTMENT, BURR THREADS AND TACK WELD NUTS AND WASHERS. 6, DETAILS SHOWN APPLY TO PROJECTS WITH A CURB PROJECTING 9" OR MORE FROM T 1E TRAFFIC FACE OF RAILING. SEE AASHTO SECTION 2.7 FOR REQUIRED MODIFICATIONS FOR OTHER CONDITIONS, PROJECT LIRE: — BRIDGE RAILING STANDARDS _ kl o t z a s s o c i a t e s DRAM BY: SHEET DESCRIPTION: JOB NO: FAD/MDA COMBINATION RAILING DETAILS 0116.09� .0( ASHFORD /#500 CK'D BY: (MOD) FlLE NANO 1160 DAIRY HOUSTON, TX 77079 BATE, — i1LE N6. Phone: (281) 589-7257 AS SHOWN Fax: (281) 589-7309 DA E APPRO ED BY: /fr /lea SNT N0 rq MARCH 2O04 Fra/z17 /: 3 G:\LDD\Engineering\NEW BRIDGE RAILING DETAILS\dwg\hc450-7-2000MODMA.dwg 12/08/03 TAS OPTION & 25' MBGF FLARE AT 25:1 VARIABLE EDGE OF CROWN FLARED END EDGE OF PAVEMENT/EDGE OF SHOULDER ,L RAIL SECTION IS TO BE THROUGH 90' IN THE FIELD TRAFFIC DIRECTION ELEVATION OF GUARD RAIL SCALE: 1/4"=l'-0" DOMED OR BEVELED ONE 5/8"-11 UNC-2A x 8 1/2" CARRIAGE BOLT WITH 5/8" HEX NUT AND HEAVY PLAIN WASHER 7/8" DIA, HOLE IN POST (Min.) WOOD POST SCALE: 3/4"=1'-O" REVISIONS 6" x 6" x 14" TREATED TIMBER SPACER BASE CROWN FACE OF GUARDRAIL TRAFFIC SIDE WOOD POST (BLOCKOUT) FOR CURBED STREETS SCALE: 3/4"=1'-0" ELEVATION SCALE: PLAN SCALE: III I.Opt q OF SLOTTED HOLES ON to I 1 17/32" ( p �^� \ NEUTIIAL i Axls .. ...12 1/4 It SECTION THRU GUARD RAIL SCALE: 3"=1'-O" DOMED OR BEVELED ONE 5/8"-11 UNC-2A x 1'-2" CARRIAGE BOLT WITH 5/8" HEX NUT /"AND HEAVY PLAIN WASHER 7/8" DIA. HOLE IN POST & SPACER. (Min.) DATE I NAME I I POST DO NOT USE WASHER BETWEEN BOLT HEAD A AND RAIL ELEMENT TRAFFIC DIRECTION RAIL SPLICE WOOD POST SCALE: 1 1/2 99=16. 0 %1 CLASS "C" CONCRE MATCH EXISTING PAVEMENT EDGE END ELEVATION SHOWN IN THE PLANS. LAP END SHOE IN ACCORDANCE WITH DIRECTION OF TRAFFIC. POST BOLT VARIES� SPLICE BOLT � 1 1/4m� 1 to I '0) OVAL SHOULDER BUTTON HEAD BOLT NUT CONNECTOR DETAILS SCALE: 1/2"=1'-O" PLAN 2'' clr. ) 1 1'-3" Min. 2'-6" Min SECTION MOWING STRIP SCALE: NEUTRAL AXIS ( I NEUTRAL AXIS " i I 4 1/4"1 41/4" I 3" j b b j- o 1" - 4 HOLES 3" x 29/32" SLOTS 3/4" x 2 I/2" EIGHT 5/8" SPLICE POST BOLT SLOT BOLTS REQUIRED TERMINAL CONNECTOR (10 GAGE MINIMUM) SCALE: 1 1 /2"=V-0" 6 1 4" I V10 1 4" 3 NEUTRAL AXIS 1'-1/2" LAP I r 1 NEUTRAL AXIS "/�jI 2 I4. i i I TERMINAL SECTION (10 GAGE MINIMUM) SCALE: 1 1/2"=1'-0" _ —_—_— ow —_� —_—_— — - - '-1-' 3/4" x 2 1/2 PERMISSIBLE SQUARE - SLOTS PUNCHING GUIDE HOLE, — - , - — I 5/8" Max. (TYPICAL) 29/32" x 1 1/8" SLOTS ELEVATION OF NOMINAL 12'-6" GUARD RAIL SCALE; 1 1/2 =1 -0' PROVIDE 4 ADDITIONAL SLOTS IN END OF TERMINAL RAIL SECTION EIGHT 5/8" x 2" HEX BOLTS NTH WASHERS ON THE TERMINAL RAIL " (TWO 1 3/4' x 3/16' x V x 2 3/4" "% 1 PLATES MAY BE USED IN LIEU - OF WASHERS) (TYP) EXPANSION JOINT I :RIAL AROUND POST C_ L 6" x 6" x 5/16" Min. \ 1 x 1'-4 3/4" BENT TO 70' _ OR 2 PLATES 6" x 1'-4 3/4" - x 5/16" WELDED TO 70' OR 12' x l'-4 3/4" x 5/16' PLATE BENT TO 704 2" i GRADE .. 3 SP. ®4 1/4' 7a• 1 3/4" 1 b N -_ 13/16" HOLES TOP OF ANCHOR TERMINAL ANCHOR POST W8x18 'v N TERMINAL ANCHOR SCALE: 1 1 /2"=1'-0" TERMINAL RAIL BY 5'-0" DEEP :RETE OR 16" BY 5'-0" DEEP RETE ANCHOR kIotzIrrnvoo1604 Mu �associates oiBY. FAD «o BY.1160 DAIRY ASHFORD #500 HOUSTON, TX 77079 SCALE: Phone: (281) 589-7257 AS SHOWN Fax: (281) 589-7309 1 DATE: 10/13/94 INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION, ENGINEER: RICK A. CARLE ENGR. REG. NO.: 91717 DATE: OCTOBER 2006 GENERAL NOTES 1. Except where used at structures or where otherwise indicated on drawings, the face of guard fence shall be located a minimum of one foot from the shoulder edge on existing roadways and a minimum of two feet from the shoulder edge on new construction. The exact position shall be as shown elsewhere on the drawings or as directed by the Engineer. Rail shall be transitloned to a smooth con— nection with other structure or structure railing as shown elsewhere on drawings. 2. At the option of the contractor, the rail elements for the guard fence may be furnished in either 12 1/2 foot or 25 foot nominal lengths, rail shall be furnished with post bolt slats for 5/8" diameter bolt connection to posts. 3. Bolts shall be of sufficient length to extend through the full thickness of the nut and no more than 3/4" beyond it. 4. The top 10" of the terminal anchor post assembly and all steel fittings thereon shall be galvanized. Roil elements and all fittings shall be galvanized. 5. The terminal anchor post shall be set in Class "C" concrete in accordance with Item 421, "Structural Concrete". Concrete shall be subsidiary to the bid item 516, "Flex Beam Guard Rail". 6. Timber posts may be beveled at approximately 10 degrees on the top of both ends with high side of top post placed toward the roadway or they may be domed. 7. An anchor other than to a terminal anchor post shall consist of a connection similar to the rail splice. 8. Special fabrication will be required in installations having a curvature of less than 150 foot radius. 9. Past spacing will be 6'-3" except that the first post will be 25 feet from the terminal anchor post and the next two posts spaced at 12'-6" with a minimum of 8 pasts adjacent to structures spaced at 3'—i 1/2', unless otherwise noted. 10. The roadway crown section will be widened to accommodate guard fence. 11. Provide 4 additional shop or field drilled holes in end of guard fence for attachment to terminal anchor post. Rail members may be bolted to angle at terminal anchor and the two assemblies positioned to proper alignment prior to placing concrete around Wi posts. 12, All rail and component parts shall be galvanized by the hot dip process and shall contain not less than 2 oz./per square foot of galvanization in accordance with A.S.T.M. A153-82 or latest revision. All parts shall be given a chromeote dip after galvanization to give the rail a shiny appeal— ing look. 13, Unless otherwise shown In drawings, guard fence placed in the vicinity of curbs shall be blocked out so that the face of curb is located directly below. Rail placed over curbs shall be installed so that the post bolt is located approximately 21 inches above the gutter pan or roadway surface. BRIDGE RAILING STANDARDS )ESaaPnaN. BRIDGE END RAILING nsiri_y;y,,�iR " xo: 0116,0994001 ALE NAND ALE NO: SHT NO: 18 /23 �' / / / I i I I 'I I ' c� � I I I I � I �; , �� %� / I i I I I / / '` / I I I 'I I i� cj / T / / j I I � ' / / c� l I I I I / / / % I � I I � ,4 / �/ / � `o R1M;�.311 / / / �� I x l I '� �!-�;` RCP F�"=5.31' % // I I w l I '/ I I� I '" � � I ' �I i ; / I I / � �i� � / / II EMOVE EXIST�BRU$H ( 1, -I � I AND TRIM BACK TREES ` � � > � 1 �, I ! TO ATHE ROW LIME � � - I i � �_ � �\z 111 I I / - -ALL--AREAS DISTURBE '. `� I / DURING CONSTRUCTIO \ -� Y- fi 11 1 1 1 I SHALL BE SOLID SOD ED (TYP) -. _-�---_----- f.----- --�� __-- .�- �- � 11 1 '--E�IS-TIN�R�O:Vh._ �_-�� __-.✓_\ /"' �, �, � ,\11 FF FF _ FF �� f >a -- .� m �. W z .>— _.� a, �.� ��v, ---- .�, W� W - - - - -�, �� .��GIW .� �. .� w FILTER �� '� 1 1 .V � W W .V .V W W .L W W W W W W W Jr W W W W .L � W W W `�� '`.l I WI� W W W - -- - W _ .� .� �. .� �. �, .� .� y W ,� �� i'\� �'Y � y POINT � T �,/ \ W W � ._I._ W —a , w w" w— w—w —w � W -+� �_ �. 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J. .L IL R tNJT MA\T � �,�'� 'l>61%;�-- — — -- �--_---- ___ __ — — Tl� I.- _ _ w.�.�.'-- �.�� . � �W.� � — — _ — � __ � � � �� ' \ � -_. — —. _ -Llly ITS OF- FICTER JOINT MAT -- _ _- �- W W W •� •� — -- — — i I' � % W W V� _+Y' W W W Wes.". � --. - �.�, �,_/' � I T � ( WTOP i�N4�._---�"�" R.O.W. �---' ,., I� I 1 � � 1 �, I I `� � I�il � \ \ �� \ y V 1 �, , N I � ;a \ � \ \ � 1 \ �• �� I I�� ) \ V � 1 � � � � �� ., � \ '� � Il \\� 1 � A '� ' � � � � � � �RRTS COL�TY STRUCTUF� _DEPARTMENT TEER_ING DIVISION klotz�1�associates 1160 DAIRY ASHFORD �500 HOUSTON, TX 77079 Phone: (281 589-7257 Fax: (281) 89-7309 10 SCALE:1 "=10' - - - - - EXISTING CONTOURS W W W W� W� W� W W. 50LID SODDING W W � � W jAPPROXIMATE WATER LINE FF FILTER FABRIC FENCE NOTES LIMITS OF SODDING FOR EROSION CONTROL HAVE BEEN APPROXIMATED. CONTRACTOR SHALL DETERMINE EXACT LIMITS BASED ON AREAS DISTURBED DURING CONSTRUCTION. ALL DISTURBED AREAS SHALL BE SODDED. CONTRACTOR TO LOCATE AND MAINTAIN STABILIZED CONSTRUCTION ACCESS. SEE STORM WATER POLLUTION PREVENTION PLAN DETAILS. INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ENGINEER: JOE FRANK POTTER ENGR. REG. NO,; 36347 GATE; MAY 2007 DRAWN BY: ISNEETOESTORM WATER POLLUTI REL CNb DY: RAC/WRA PREVENTION PLAN F3L x Y 2007 APPROVED BY: i 5 C NT JOD N0: i 0116.099.000 � FlLE NAME: i i1LE N0: � sNr xa � 19 / 23 1. SET POSTS AT REQUIRED SPACING AND DEPTH. EXCAVATE A 6' x 6' TRENCH UPSLOPE ALONG THE LINE OF POSTS. I2" x 2" WOODEN POST I I �OR EQUIVALENT. EXTENSION OF FABRIC INTO TRENCH. FILTER FABRIC FLOW ,- COMPACTED SOIL 6 pi r' MINN., 2. ATTACH FILTER FABRIC TO POSTS AND INSTALL IT INTO THE TRENCH. BACKFILL THE TRENCH AND COMPACT THE EXCAVATED SOIL. z F� ALTERNATE V-TRENCH POST EXTENSION OF FABRIC POST INTO TRENCH. FILTER FABRIC FLOW will COMPACTED SOIL GENERAL NOTES: 1. SET POSTS AT 4-FEET MAXIMUM SPACING. IF FACTORY PREASSEMBLED FENCE WITH SUPPORT NETTING IS USED, SPACING OF POST MAY BE INCREASED TO 8 FEET MAXIMUM, 2. WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER, OVERLAP 6 INCHES AT THE POST, FOLD TOGETHER, AND ATTACH TO THE POSTS. 3. REMOVE SEDIMENT DEPOSITS WHEN SILT DEPTH REACHES ONE-THIRD OF THE HEIGHT OF THE FENCE. FILTER FABRIC FENCE X® FF ® X SYMBOL WOOD OR METAL POST dSION OF FILTER FABRIC TRENCH. POST MIN ' SECTION A -A SEE RE FOR REINF I INLET � I I I / BARR ER ABRIC PLAN !IC BARRIER DETAIL BARRIER REQUIREtW VARIABLE DI AN 36 INCHES INU /METALOREAm D WIRE MESH STRUCTURE FILTER FABRIC SKIRT FLOW 6' # TOE -IN CONSTRUCTION OPT10 FILTER FABRIC '( SKIRT FILTER FABRIC _ FLOW SKIRT y�1 LO not �61 WEIGHTED WIRE TIES OR SHOAT EVERY 2 Ft, TOP AND MIDSECTION FILTER FA IC ALE OR 3/8" ANCHORS (J HOOKS, T-ENDS) 2 FT. WIRE MESH STRUCTURE ' GENERAL NOTES: 1. PLACE BARRIER IN A ROW WITH END TIGHTLY ABUTTING HE ADJACENT BARRIER, 2. USING ONE CONTINUOUS SECTIO OF FILTER FABRIC, WRAP BRIG AROUND WIRE MESH AND EXTEND FABRIC TO FORM KIRT ON THE UPSTREAM SIDE. 3. WEIGHT SKIRT WITH A CO INUOUS LAYER OF 3-INCH TO 5-INCH PEN GRADED ROCK, OR TOE IN SKIRT WITH IX INCHES WITH MECHANICALLY COMPACTED ATERIAL, 4. SECURELY ANCHOR ARRIER AND SKIRT IN PLACE USING 6-INCH WIRE S PLES ON 2-FOOT CENTER ON BOTH EDGES, OR STAKE USING 18-INCH BY 3/8 IN REBARS (T-ENDS, J- OKS), 5. FLTER F IC SHALL BE LAPPED OVER ENDS 6 INCHES TO COVER SEGMENT J01 FASTEN JOINTS WITH GALVANIZED SHOAT RINGS OR EQUIVALENT. 6. TH BARRIER STRUCTURE SHALL BE WELDED WIRE MESH, 18 INCHES ON EACH SIDE. TRIANGULAR FILTER FABRIC FENCE X® TFF ® X SYMBOL EXISTING GROUND PUBLIC RIGHT—OF—WAY PERMEABLE, SEPARATION GEOTEXTILE GRADED TO PREVENT FABRIC FOR FULL WIDTH AND LENGHT OF EXIT RUN—OFF FROM LEAVING SITE PROFILE PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZED CONSTRUCTION ENTRANCE AND PUBLIC RIGHT-OF-WAY 50'-0" MIN. PUBLIC GROUND �� Z-S.j-ij-L �I OWAY t. SET POSTS AT REQUIRED SPACING AND DEPTH. EXCAVATE 6" x 6" TRENCH UPSLOPE ALONG THE LINE OF POSTS, ALTERNATE V-TRENCH EXTENSION OF FABRIC INTO TRENCH �c c ob7C� COMPACTED BACKFILL 2"x2" WOODEN POST OR EQUIVALENT i EXTENSION OF FABRIC INTO TRENCH. FIL R FABRIC -� COMPACTED BACKFILL 2. SECURE MESH FENCING TO POSTS GALVANIZED WELDED WIRE MESH OR - EQUIVALENT i0 SUPPORT FILTER FABRIC 3. ATTACH FILTER MATERIAL TO WIRE FENCE AND EXTEND IT INTO THE TRENCH. BACKFILL AND COMPACT THE EXCAVATED SOIL, GENERAL NOTES: '� 1. SECURELY ASTEN MESH FENCING TO POSTS WITH STAPLES 0\THEHEIGHT 2. SEC LY FASTEN FILTER FABRIC TO MESH FENCING. 3. EN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER,S AT A POST, FOLD TOGETHER, AND ATTACH TO A POST, 4. REMOVE SEDIMENT DEPOSITS WHEN SILT REACHES ONE-THIRDF� THE FENCE IN DEPTH. \ REINFORCED FILTER FABRIC BARRIER X® RFB ®X SYMBOL SANDBAGS PLACED SNUGLY AROUND INLET FOB ! EXISTING CONCRETE AND PAVEMENT PLACE BAGS SNUG AGAINST CURB INLET I ( `"i'n@. - SEE CONSTRUCTION HANDBOOK SECTION 4.3.4 FOR COMPACTED SOIL COARSE AGGREGATE - 3" TO O� SANDBAG DESIGN AND MAINTENANCE REQUIREMENTS STAKE WATTLE 5' GRANULAR FILL (BROKEN OR WEIGH DOWN CONCRETE IS NOT PERMITTED) PLAN VIEW � WITH SANDBAGS GENERAL NOTES: WOOD OR INLET GENERAL NOTES; FLOW 4 III) iIIIIIIIhIi INLET METAL POST 1. BAGS OR WATTLES CAN BE ED FOR T APPLICATION. �" I I 4" 2'-0•' 1. MINIMUM LENGTH IS AS SHOWN ON CONSTRUCTION DRAWINGS OR 50 FEET, WHICHEVER IS MORE. �� II�'IIII�'IIII��II / ( I I I I lw WOOD OR 2 CONSTRUCT POINTS AND OF IN MAINTAIN RESS O CONSTRUCTION EXIT WITH CONSTANT WIDTH ACROSS ITS LENGTH, INCLUDING 2, PROVIDE WOVEN OR UNW EN GEOTEXTILE FIL OR FABRIC FOR BAGS. /\�/ A A 3. PROVIDE COARSE SA AND AGGREGATE MIX FOR ILL MATERIAL FOR BAGS. USE ONLY METAL BEAM PARTICLES CONSIST G OF CLEAN, HARD, DURABLE ATERIALS FREE FROM ADHERENT 3. UNLESS SHOWN ON THE CONSTRUCTION DRAWINGS, STABILIZATION FOR OTHER AREAS WILL HAVE THE COATINGS, SALT, KALI, DIRT, CLAY, LOAM, SHALE, S OR FLAKY MATERIALS, OR SAME AGGREGATE THICKNESS AND WIDTH REQUIREMENTS AS THE STABILIZED CONSTRUCTION EXIT. ORGANIC AND JURIOUS MATTER. 4, WHEN SHOWN ON THE CONSTRUCTION DRAWINGS, WIDEN OR LENGTHEN STABILIZED AREA TO 4, REMOVE S IMENT DEPOSIT WHEN THE SEDIMENT HAS ACC ULATED TO ONE-THIRD THE SECTION A- ACCOMMODATE A TRUCK WASHING AREA. PROVIDE OUTLET SEDIMENT TRAP FOR THE TRUCK WASHING HEIGHT THE BARRIER. AREA. WATTLE STAKED 5, PROVIDE PERIODIC TOP DRESSING WITH ADDITIONAL COARSE AGGREGATE TO MAINTAIN THE REQUIRED INLET PROTECTION WITH 2 STAKES PER DEPTH OR WHEN SURFACE BECOMES PACKED WITH MUD, BALE A WEIGHTED BARRIERS FOR WITH SANDBAGS 6, PERIODICALLY TURN AGGREGATE TO EXPOSE A CLEAN DRIVING SURFACE. PLAN 7, ALTERNATIVE METHODS OF CONSTRUCTION INCLUDE STAGE 11 INLETS NOTE: -CEMENT STABILIZED SOIL: COMPACTED CEMENT STABILIZED SOIL, LIMESTONE AGGREGATE, OR OTHER INTERIM REVIEW ONLY FILL MATERIAL IN AN APPLICATION OF THICKNESS OF 8 INCHES, IPB DOCUMENT INCOMPLETE, NOT TYPICAL STRAW BALES ARE NOT RECOMMENDED FOR INLET PROTECTION BARRIERS. —WOOD MATS: OAK OR OTHER HARDWOOD TIMBERS PLACED EDGE TO EDGE AND ACROSS SUPPORT WOODEN BEAMS WHICH ARE PLACED ON TOP OF EXISTING SOIL IN AN APPLICATION THICKNESS OF 6 SYMBOL INTENDED FOR PERMIT, BIDDING INCHES, OR CONSTRUCTION, INLET PROTECTION BARRIERS -STEEL MATS: PERFORATED MATS PLACED ACROSS PERPENDICULAR SUPPORT MEMBERS. ENGINEER: JOE FRANK POTTER ENGRFOR STAGE I INLETS DATE: MAYREG. 200 36347 STABILIZED CONSTRUCTION ACCESS DATE: MAY 2007 PB SC CONSTRUCTION HANDBOOK= STORM WATER MANAGEMENT HANDBOOK SYMBOL SYMBOL FOR CONSTRUCTION ACTIVITIES PREPARED BY CITY OF HOUSTON, HARRIS COUNTY, AND HARRIS COUNTY FLOOD CONTROL DISTRICT, 2001 EDITION, NO, REVISIONS DATE NAME 'i o PROJECT HARRIS COUNTY �\S STORM WATER POLLUTION PREVENTION PLAN kl o t z 0 a s s o c i a t e s 0 wm 9Y. SNEET 06CRPNON. 'I JWM DETAILS 0116,099,000 PUBLIC INF STRUCTURE DEPARTMENT O909 ALSW3 1160 DAIRY ASHFORD #500 EW3P_DTL7 HOUSTON, TX 77079 SLLE. ENGINEERING DIVISION 7836 Phone: (281) 589-7257 N.T.S. WEND,. I E X PS Fax: (281) 589-7309 M2 APPROVED BY: SHT N0: MARCH 2O04 20/23 I i i it o S�`� �� i �� \ \ i �• \\ � %/�J © \\ � �� \ \ ,' \\ 8 \\ 8 \\ � ® \\\ -_� \ �\ \\ � \ \ `�� \\ � G \ \ �� \ V \ � \ \ �` DETOUR ROUTE � � \ \ � \ \ \ �� \ \ DETOUR ROUTE \` \ \ ~�_� \ \ `� \ \ \ i \ \ i \ \ I \ I \ \ 8 5.f WORK AREA \ \ —� C C \ \ y� \ I \ \ \ \ \\� \ \ -. ® \ \c1� \ \Oy \'o � \\\\�� \ \� \\ -�ti __._-.=� © V �� QP 0 rp�M�S \�F' S ��cF N� - ( `S% �� yc'�cp �F y'�� `- 2�0 'QO ,/-� � . ,� 7 �q�,. � c SFq ��'F F�F off. ,� S� �� q,Q�� o �� S�. �P �• S COUNTY G DIVISION k l otz �/�a ss o c i a t es ONAWNBY: REL CKb Br: 1160 DAIRY ASHFORD �500 RAC/WR, HOUSTON, TX 77079 x�; Phone: (281) 589-7257 Fox: (281) 589-7309 BA>E: MAY 2007 LEGEND ROAD ROAD � WORK � CLOSED AHEAD AHEAD CW20-iD (48 X 48 in) CW20-3D (48 X 48 in) M4-9N M4-9N (30 X 12 in) (30 X 12 in) PAPo( AYE PA9( AYE DETOUR � DETOUR M4-10L M4-10R (48 X 18 in> (48 X 18 in> T O R3-2 R3-1 (24 X 24 in) t24 X 24 in) R11-4 (60 X 30 in) O ROAD oLOSED THRU TRAFFIC TYPE III BARRICADE W/TYPE A "FL" 10 FT BEHIND BARRICADE BY: M4-9N (30 X 12 in> O DETOUR M4-9S (30 X 24 inI INTERIM REVIEW ONLY DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, 81DOING OR CONSTRUCTION. ENGINEER: JOE FRANK POTTER ENGR. REG. NO.; 36347 DATE; MAY 2007 :-. - • III ' • a 0 a N UI d U O 0 O JOB N0: 0116.099.000 0 FlLE NAIAE: O rn FllE N0; O sxr No< 21 / 23 A III 0.9 84 3' / N U I H E H 0. 2 1' 5.9055' 0,98 3' 0. 2 1' 0,9843' 0.918413' 0.65 2 0.65 2 3.9370'I I 1.�1�3' 31.4960' x 4 BRACING FASTENED WITH COUNTERSUNK FLATHEAD SCREWS 18t C'C AT TOP BOTTOM EDGE (COST) ol 9 112" ED EMMETT PRECINCT I EL FRANCO LEE 0, 6 15: 2 3 PRECINCT 3 STEVE PRECINCT PRECINCTJERRYE RAVERSOLE 0 �j �4-;_COUNTY ENGINEER --- BARBARAr y T= 'F;II1�_!�-' L. „F 1-'.!-. 2N2' 1/2" MARINE PLYWOOD N0. 5'-0" INTO THE GROUND A j NOTES 1. THE SIGN SHALL HAVE BLACK LETTERS WITH WHITE BACKGROUND 2. SIGN SHALL BE MOUNTED ON 4" x 6" POSTS AND LOCATED BY THE ENGINEER 3. REMOVABLE PANEL SHALL BE 1/2" MARINE PLYWOOD 4. ALL BOLTS SHALL BE GALVANIZED OR CADMIUM PLATED 6,j' POSTS SHALL BE WOLMANIZED OR PENTACHLOROPHENOL TREATED 6. ALL WOOD SURFACES SHALL HAVE PRIME COAT AND TWO COATS OF SHERWIN-WILLIAMS KEM-LUSTRAL ENAMEL OR EQUAL. . . . , . . . GINEERING , • 0.3281 1.3123 0.3281' 2" x 4" FRAME (YELLOW PINE) 1" x 1/8" BEVEL 15.7480' INTERIM REVIEW ONLY.. DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, 81DDING OR CONSTRUCTION. ENGINEER: JOE FRANK POTTER ENGR. REG. NO.: 36347 DATE: MAY 2007 klotz��associates 1160 DAIRY ASHFORD #500 HOUSTON, TX 77079 Phone: (281) 589-7257 Fax: (281) 589-7309 PROJECT PRE: oxnxN er. JCK CK'O BY: I I I I _ _ J 0.1230' _SECTION A -A CAVENUE BRIDGE REF UESORPYION: PROJECT SIGN AS SHOWN DAMnPPRovEo er. MARCH 2O04 3/8" x 8 1/4" BOLT 2" x 4" BRACING 4" x 6" POST - S4S SOUTHERN YELLOW PINE 2" x 4" FRAME FASTENED TO 1/2" PLYWOOD WITH WATER— PROOF GLUE &COUNTERSUNK FLATHEAD SCREWS � 15" C—C ENT _ JOB NO: 0116.099.00 fRE NPME: SHT N 22/23 N0. 7 PRECINCTPRECINCT 1 — ICI • � / � ,� ra • _ T P 'C'11 VrmT `'t NATE NAME HAR.RI S C 4LTNTY IL MI� NOTES 1. The contractor shall submit a rubbing of the proposed plaque to the Engineer for approval prior to final construction. Harris County reserves the right to make name changes at that time. 2. The plaque shall be constructed of solid cast aluminum or bronze. 3. Use this spacing and letter height when two lines are required for name of stream. 1 klotz��associates DRAYMBY: REL IX'D DT: 1160 DAIRY ASHFORD #500 RAC/WRA HOUSTON, TX 77079 SCALE: Phone: (281) 589-7257 Fax: (281) 589-7309 DATE: MAY 2007 INTERIM REVIEW ONLY'. DOCUMENT INCOMPLETE, NOT INTENDED FOR PERMIT, BIDDING OR CONSTRUCTION. ', ENGINEER: JOE FRANK POTTER ENGR. REG. NO.: 36347 DATE: MAY 2007 PARK AVENUE BRIDGE KEPI SNEET DESDRPiION: BRIDGE PLAQUE APPROVED BY: U 0 T JOB N0: 0116.09 .000 a FILE xAxE: O 0i 0) FIErvO: 0 SNT N0: Q