DESIGN STANDARDS & CODES OF PRACTICE GENERAL NOTES ...

DESIGN STANDARDS & CODES OF PRACTICE GENERAL NOTES CONCRETE NOTES

STRUCTURAL STEEL NOTES

1 DETAIL

CONCRETE

STEEL

REINFORCING STEEL

MATERIALS

NOTATION

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ON 7/18/18. ALTERATION OF A SEALED

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AutoCAD SHX Text

INTERNATIONAL BUILDING CODE 2012 ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-11) MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES, ASCE 7-10 (D) (D) USED FOR DESIGN USED FOR DESIGN (R) USED FOR REFERENCEUSED FOR REFERENCE

AutoCAD SHX Text

1. COORDINATE DIMENSIONS, OPENINGS, EMBEDDED ITEMS AND CONDITIONS WITH ALL COORDINATE DIMENSIONS, OPENINGS, EMBEDDED ITEMS AND CONDITIONS WITH ALL RELATED PROJECT DRAWINGS PRIOR TO CONSTRUCTION. NOT ALL ITEMS INDICATED ARE SHOWN ON STRUCTURAL DRAWINGS. NOTIFY ENGINEER OF ANY DISCREPANCIES. 2. ALL DETAILS ARE TYPICAL, INCORPORATED INTO PROJECT AT APPROPRIATE LOCATIONS, ALL DETAILS ARE TYPICAL, INCORPORATED INTO PROJECT AT APPROPRIATE LOCATIONS, WHETHER SPECIFICALLY INDICATED OR NOT. 3. ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS OF THE 2012 IBC AND STANDARDS REFERENCED THEREIN. 4. ALL ASTM STANDARDS LISTED HEREIN, SHALL BE AS REFERENCED IN THE LATEST ISSUE ALL ASTM STANDARDS LISTED HEREIN, SHALL BE AS REFERENCED IN THE LATEST ISSUE OF THE ANNUAL BOOK O FSTANDARDS OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK, THE STRUCTURAL ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING, OF ANY DISCREPANCIES. 6. ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER, WORK SHOULD NOT PROCEED UNTIL A SOLUTION IS GIVEN BY THE STRUCTURAL ENGINEER. 7. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE "GENERAL NOTES". TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE. REFER TO THE SPECIFICAIONTS FOR INFORMATION NOT COVERED BY THESE NOTES OF DRAWING. 8. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 9. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THESE STRUCTURAL DRAWINGS. 10. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE ERECTION SHORING AND THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE ERECTION SHORING AND BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. 11. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLACKOUTS, ETC. SHALL NOT BE PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLACKOUTS, ETC. SHALL NOT BE PLACED IN WALLS AND FOUNDATION, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. (IF ANY PIPES, DUCTS, ETC. DO OCCUR, THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED.) 12. ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE DESIGNED BY A CIVIL ENGINEER OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF TEXAS AND SHALL BE SHOWN ON THE SHOP DRAWINGS. 13. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY OF THE JOB THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY OF THE JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE STRUCTURAL ENGINEER FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE STRUCTURAL ENGINEER. 14. IF ANY SUBSTITUTION IS PROPOSED BY THE CONTRACTOR, NEW CALCULATIONS MAY HAVE IF ANY SUBSTITUTION IS PROPOSED BY THE CONTRACTOR, NEW CALCULATIONS MAY HAVE TO BE PREPARED, THE DETAILS MAY HAVE TO BE ALTERED, ANY NEW DRAWINGS MAY HAVE TO BE SUBMITTED TO THE OWNER. THE CONTRACTOR SHALL PAY THE ENGINEERS FEES TO ALTER THE APPROVED PLANS. THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL SUBSTITUTIONS THROUGH THE OWNER. 15. THE CONTRACTOR SHALL REPORT TO THE OWNER ANY DAMAGES ON SITE DURING THE CONTRACTOR SHALL REPORT TO THE OWNER ANY DAMAGES ON SITE DURING CONSTRUCTION. ALL DAMAGES SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER TO EXISTING OR BETTER CONDITION AS DETERMINED BY THE OWNER. 16. CONCRETE PUMP PAD CONSTRUCTION IS IN EXISTING WATER BOOSTER STATION BUILDING. CONCRETE PUMP PAD CONSTRUCTION IS IN EXISTING WATER BOOSTER STATION BUILDING. COORDINATE WITH CITY OF LAREDO FOR ALL CONNECTIONS AND/OR ALTERATIONS TO WATER UTILITY SYSTEM COMPONENTS. 17. CONTRACTOR SHALL COMPLY WITH ALL TCEQ REQUIREMENTS.CONTRACTOR SHALL COMPLY WITH ALL TCEQ REQUIREMENTS.

AutoCAD SHX Text

1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318 "BUILDING CODE ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." 2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS UNLESS ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS UNLESS OTHERWISE NOTED OF 4000 PSI. 3. REINFORCING STEEL TO HAVE 3" MINIMUM COVER WHERE CONCRETE IS CAST AGAINST REINFORCING STEEL TO HAVE 3" MINIMUM COVER WHERE CONCRETE IS CAST AGAINST EARTH. U.N.O. ALL OTHER REINFORCING SHALL HAVE 2" MINIMUM CONCRETE COVER, TYPICAL. 4. ALL CONDUIT, GROUND WIRES, DRAINS, ANCHOR BOLTS ETC. SHALL BE IN PLACE BEFORE ALL CONDUIT, GROUND WIRES, DRAINS, ANCHOR BOLTS ETC. SHALL BE IN PLACE BEFORE CONCRETE IS PLACED. 5. ENTIRE AREA AROUND FOUNDATION MUST BE THOROUGHLY PROBED FOR UNDERGROUND ENTIRE AREA AROUND FOUNDATION MUST BE THOROUGHLY PROBED FOR UNDERGROUND PIPE, CONDUIT, HIGH PRESSURE LINES, ETC., BEFORE ANY EXCAVATIONS ARE BEGUN. 6. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60. 7. ALL ADDITIVES FOR AIR ENTRAINMENT, WATER REDUCTION, AND SET CONTROL SHALL BE ALL ADDITIVES FOR AIR ENTRAINMENT, WATER REDUCTION, AND SET CONTROL SHALL BE USED IN ACCORDANCE WITH THE SPECIFICATIONS AND THE MANUFACTURER'S DIRECTIONS. THE USE OF CALCIUM CHLORIDE AND FLY ASH ARE PROHIBITED UNLESS APPROVED IN WRITING BY THE ENGINEER. 8. THE MAXIMUM NOMINAL SIZES OF COARSE AGGREGATE SHALL BE 1". THE MAXIMUM NOMINAL SIZES OF COARSE AGGREGATE SHALL BE 1". 9. CONCRETE SLUMP SHALL BE 4" 1" MAX. CONCRETE SLUMP SHALL BE 4"±1" MAX.10. STEEL REINFORCEMENT SHALL BE PLACED AND SECURED IN ACCORDANCE WITH CRSI STEEL REINFORCEMENT SHALL BE PLACED AND SECURED IN ACCORDANCE WITH CRSI "RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS." 11. EACH AREA OF CONCRETE WORK SHALL BE FINISHED AND CURED IN ACCORDANCE WITH EACH AREA OF CONCRETE WORK SHALL BE FINISHED AND CURED IN ACCORDANCE WITH THE SPECIFICATIONS. 12. THE ENGINEER SHALL BE NOTIFIED A MINIMUM OF 48 HOURS PRIOR TO THE PLACEMENT THE ENGINEER SHALL BE NOTIFIED A MINIMUM OF 48 HOURS PRIOR TO THE PLACEMENT OF CONCRETE TO VERIFY PLACEMENT OF REINFORCING STEEL. 13. PLATES, NUTS AND WASHERS SHALL BE HOT-DIP GALVANIZED AND CONFORM TO ASTM PLATES, NUTS AND WASHERS SHALL BE HOT-DIP GALVANIZED AND CONFORM TO ASTM A36, A194, RESPECTIVELY, LATEST EDITION. 14. ANCHOR RODS SHALL BE HOT-DIP GALVANIZED AND CONFORM TO F1554-55 KSI AS ANCHOR RODS SHALL BE HOT-DIP GALVANIZED AND CONFORM TO F1554-55 KSI AS NOTED ON DRAWINGS. 15. ALL ANCHOR RODS SHALL BE PROVIDED WITH TWO NUTS AND WASHERS EACH. NUTS TO ALL ANCHOR RODS SHALL BE PROVIDED WITH TWO NUTS AND WASHERS EACH. NUTS TO BE AMERICAN STANDARD HEAVY HEX C.P.S.F. 16. THREADS SHALL BE UNC-2. THREADS SHALL BE UNC-2. 17. ON SHOP-FABRICATED ANCHOR BOLTS, BOTTOM NUT SHALL BE TACK-WELDED IN SHOP ON SHOP-FABRICATED ANCHOR BOLTS, BOTTOM NUT SHALL BE TACK-WELDED IN SHOP BEFORE GALVANIZING. 18. DETAILING: PER ACI DETAILING MANUAL, LATEST EDITION U.N.O. DETAILING: PER ACI DETAILING MANUAL, LATEST EDITION U.N.O. PER ACI DETAILING MANUAL, LATEST EDITION U.N.O. 19. CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED AS FOLLOWS: CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED AS FOLLOWS: 1-1 1/2" MAX. AGGREGATE ....................... 3% TO 6% 1" MAX. AGGREGATE ....................... 3%TO 6% 3/4" MAX. AGGREGATE ....................... 3-1/2% TO 6-1/2% 20. MINIMUM COVER UNLESS NOTED: MINIMUM COVER UNLESS NOTED: a. CONCRETE CAST AGAINST & EXPOSED TO EARTH . . . . . . . 3" CONCRETE CAST AGAINST & EXPOSED TO EARTH . . . . . . . 3" b. CONCRETE EXPOSED TO EARTH OR WEATHER: CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THRU #18 BARS. . . . . . . . . . . 2" #5 BAR AND SMALLER. . . . . . . .1 1/2" c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS AND JOISTS: #11 BAR AND SMALLER . . . . . . . . . . . . . . . . 3/4" BEAMS & COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS . . . . . . . . . . . . . 1 1/2" 22. CONTRACTOR SHALL FURNISH TO THE ENGINEER A CONCRETE MIX DESIGN WITH A CONTRACTOR SHALL FURNISH TO THE ENGINEER A CONCRETE MIX DESIGN WITH A COMPLETE LIST OF MATERIALS INCLUDING TYPE; BRAND; SOURCE AND AMOUNT OF CEMENT, FLY ASH, AGGREGATES, AND ADMIXTURES; APPLICABLE REFERENCE SPECIFICATIONS; AND COPIES OF TEST REPORTS SHOWING THAT THE MIX HAS BEEN SUCCESSFULLY TESTED TO PRODUCE CONCRETE WITH THE PROPERTIES SPECIFIED AND WILL BE SUITABLE FOR THE JOB CONDITIONS, TO BE APPROVED PRIOR TO CONCRETE PLACEMENT FOR EACH CONCRETE MIX REQUIRED. 23. COMPRESSIVE STRENGTH TESTS (ALL CONCRETE): COMPRESSIVE STRENGTH TESTS (ALL CONCRETE): A. DURING PROGRESS OF THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY DURING PROGRESS OF THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY PROGRESS OF THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY PROGRESS OF THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY OF THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY OF THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY THE WORK, AN INDEPENDENT COMMERCIAL LABORATORY WORK, AN INDEPENDENT COMMERCIAL LABORATORY WORK, AN INDEPENDENT COMMERCIAL LABORATORY AN INDEPENDENT COMMERCIAL LABORATORY AN INDEPENDENT COMMERCIAL LABORATORY INDEPENDENT COMMERCIAL LABORATORY INDEPENDENT COMMERCIAL LABORATORY COMMERCIAL LABORATORY COMMERCIAL LABORATORY LABORATORY LABORATORY ACCEPTABLE TO THE OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, TO THE OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, TO THE OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, THE OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, THE OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, OWNER AND RETAINED BY THE OWNER AT HIS EXPENSE, AND RETAINED BY THE OWNER AT HIS EXPENSE, AND RETAINED BY THE OWNER AT HIS EXPENSE, RETAINED BY THE OWNER AT HIS EXPENSE, RETAINED BY THE OWNER AT HIS EXPENSE, BY THE OWNER AT HIS EXPENSE, BY THE OWNER AT HIS EXPENSE, THE OWNER AT HIS EXPENSE, THE OWNER AT HIS EXPENSE, OWNER AT HIS EXPENSE, OWNER AT HIS EXPENSE, AT HIS EXPENSE, AT HIS EXPENSE, HIS EXPENSE, HIS EXPENSE, EXPENSE, EXPENSE, SHALL TAKE SAMPLES OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE TAKE SAMPLES OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE TAKE SAMPLES OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE SAMPLES OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE SAMPLES OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE OF CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE CONCRETE FOR STRENGTH TESTS NOT LESS THAN ONCE FOR STRENGTH TESTS NOT LESS THAN ONCE FOR STRENGTH TESTS NOT LESS THAN ONCE STRENGTH TESTS NOT LESS THAN ONCE STRENGTH TESTS NOT LESS THAN ONCE TESTS NOT LESS THAN ONCE TESTS NOT LESS THAN ONCE NOT LESS THAN ONCE NOT LESS THAN ONCE LESS THAN ONCE LESS THAN ONCE THAN ONCE THAN ONCE ONCE ONCE FOR EACH DAY, NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF EACH DAY, NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF EACH DAY, NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF DAY, NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF DAY, NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF NOR LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF THAN ONCE FOR EACH 50 CUBIC YARDS OF THAN ONCE FOR EACH 50 CUBIC YARDS OF ONCE FOR EACH 50 CUBIC YARDS OF ONCE FOR EACH 50 CUBIC YARDS OF FOR EACH 50 CUBIC YARDS OF FOR EACH 50 CUBIC YARDS OF EACH 50 CUBIC YARDS OF EACH 50 CUBIC YARDS OF 50 CUBIC YARDS OF 50 CUBIC YARDS OF CUBIC YARDS OF CUBIC YARDS OF YARDS OF YARDS OF OF OF CONCRETE. B. A SET OF FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH A SET OF FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH SET OF FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH SET OF FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH OF FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH OF FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH FOUR 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH 6-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH BY 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH 12-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH CYLINDERS OR FIVE 4-INCH BY 8-INCH OR FIVE 4-INCH BY 8-INCH OR FIVE 4-INCH BY 8-INCH FIVE 4-INCH BY 8-INCH FIVE 4-INCH BY 8-INCH 4-INCH BY 8-INCH 4-INCH BY 8-INCH BY 8-INCH BY 8-INCH 8-INCH 8-INCH CYLINDERS SHALL BE TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY SHALL BE TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY SHALL BE TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY BE TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY BE TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY TAKEN FOR EVERY 50 CUBIC YARDS PLACED AND ANY FOR EVERY 50 CUBIC YARDS PLACED AND ANY FOR EVERY 50 CUBIC YARDS PLACED AND ANY EVERY 50 CUBIC YARDS PLACED AND ANY EVERY 50 CUBIC YARDS PLACED AND ANY 50 CUBIC YARDS PLACED AND ANY 50 CUBIC YARDS PLACED AND ANY CUBIC YARDS PLACED AND ANY CUBIC YARDS PLACED AND ANY YARDS PLACED AND ANY YARDS PLACED AND ANY PLACED AND ANY PLACED AND ANY AND ANY AND ANY ANY ANY FRACTION THEREOF. C. THE SAMPLES SHALL BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING THE SAMPLES SHALL BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING SAMPLES SHALL BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING SAMPLES SHALL BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING SHALL BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING SHALL BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING BE TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING TAKEN IN ACCORDANCE WITH "METHOD OF SAMPLING IN ACCORDANCE WITH "METHOD OF SAMPLING IN ACCORDANCE WITH "METHOD OF SAMPLING ACCORDANCE WITH "METHOD OF SAMPLING ACCORDANCE WITH "METHOD OF SAMPLING WITH "METHOD OF SAMPLING WITH "METHOD OF SAMPLING "METHOD OF SAMPLING "METHOD OF SAMPLING OF SAMPLING OF SAMPLING SAMPLING SAMPLING FRESH CONCRETE" (ASTM C172). D. CYLINDERS FOR COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND CYLINDERS FOR COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND FOR COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND FOR COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND STRENGTH TESTS SHALL BE MOLDED AND STRENGTH TESTS SHALL BE MOLDED AND TESTS SHALL BE MOLDED AND TESTS SHALL BE MOLDED AND SHALL BE MOLDED AND SHALL BE MOLDED AND BE MOLDED AND BE MOLDED AND MOLDED AND MOLDED AND AND AND LABORATORY CURED IN ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE CURED IN ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE CURED IN ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE IN ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE IN ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE ACCORDANCE WITH "STRENGTH TEST SPECIMENS IN THE WITH "STRENGTH TEST SPECIMENS IN THE WITH "STRENGTH TEST SPECIMENS IN THE "STRENGTH TEST SPECIMENS IN THE "STRENGTH TEST SPECIMENS IN THE TEST SPECIMENS IN THE TEST SPECIMENS IN THE SPECIMENS IN THE SPECIMENS IN THE IN THE IN THE THE THE FIELD" (ASTM C31) AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR (ASTM C31) AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR (ASTM C31) AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR C31) AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR C31) AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR AND TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR TESTED IN ACCORDANCE WITH "METHOD OF TEST FOR IN ACCORDANCE WITH "METHOD OF TEST FOR IN ACCORDANCE WITH "METHOD OF TEST FOR ACCORDANCE WITH "METHOD OF TEST FOR ACCORDANCE WITH "METHOD OF TEST FOR WITH "METHOD OF TEST FOR WITH "METHOD OF TEST FOR "METHOD OF TEST FOR "METHOD OF TEST FOR OF TEST FOR OF TEST FOR TEST FOR TEST FOR FOR FOR COMPRESSIVE STRENGTH OF MOLDED CONCRETE CYLINDERS" (ASTM C39). E. ONE CYLINDER SHALL BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH ONE CYLINDER SHALL BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH CYLINDER SHALL BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH CYLINDER SHALL BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH SHALL BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH SHALL BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH BE TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH TESTED AT 7 DAYS, AND TWO 6-INCH BY 12-INCH AT 7 DAYS, AND TWO 6-INCH BY 12-INCH AT 7 DAYS, AND TWO 6-INCH BY 12-INCH 7 DAYS, AND TWO 6-INCH BY 12-INCH 7 DAYS, AND TWO 6-INCH BY 12-INCH DAYS, AND TWO 6-INCH BY 12-INCH DAYS, AND TWO 6-INCH BY 12-INCH AND TWO 6-INCH BY 12-INCH AND TWO 6-INCH BY 12-INCH TWO 6-INCH BY 12-INCH TWO 6-INCH BY 12-INCH 6-INCH BY 12-INCH 6-INCH BY 12-INCH BY 12-INCH BY 12-INCH 12-INCH 12-INCH CYLINDERS OR THREE 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 OR THREE 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 OR THREE 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 THREE 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 THREE 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 4-INCH BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 BY 8-INCH CYLINDERS SHALL BE TESTED AT 28 8-INCH CYLINDERS SHALL BE TESTED AT 28 8-INCH CYLINDERS SHALL BE TESTED AT 28 CYLINDERS SHALL BE TESTED AT 28 CYLINDERS SHALL BE TESTED AT 28 SHALL BE TESTED AT 28 SHALL BE TESTED AT 28 BE TESTED AT 28 BE TESTED AT 28 TESTED AT 28 TESTED AT 28 AT 28 AT 28 28 28 DAYS WITH ONE CYLINDER HELD IN RESERVE. F. EACH STRENGTH TEST RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY EACH STRENGTH TEST RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY STRENGTH TEST RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY STRENGTH TEST RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY TEST RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY TEST RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY RESULT SHALL BE THE AVERAGE OF TWO 6-INCH BY SHALL BE THE AVERAGE OF TWO 6-INCH BY SHALL BE THE AVERAGE OF TWO 6-INCH BY BE THE AVERAGE OF TWO 6-INCH BY BE THE AVERAGE OF TWO 6-INCH BY THE AVERAGE OF TWO 6-INCH BY THE AVERAGE OF TWO 6-INCH BY AVERAGE OF TWO 6-INCH BY AVERAGE OF TWO 6-INCH BY OF TWO 6-INCH BY OF TWO 6-INCH BY TWO 6-INCH BY TWO 6-INCH BY 6-INCH BY 6-INCH BY BY BY 12-INCH CYLINDERS OR THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME CYLINDERS OR THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME CYLINDERS OR THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME OR THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME OR THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME THREE 4-INCH BY 8-INCH CYLINDERS FROM THE SAME 4-INCH BY 8-INCH CYLINDERS FROM THE SAME 4-INCH BY 8-INCH CYLINDERS FROM THE SAME BY 8-INCH CYLINDERS FROM THE SAME BY 8-INCH CYLINDERS FROM THE SAME 8-INCH CYLINDERS FROM THE SAME 8-INCH CYLINDERS FROM THE SAME CYLINDERS FROM THE SAME CYLINDERS FROM THE SAME FROM THE SAME FROM THE SAME THE SAME THE SAME SAME SAME SAMPLE TESTED AT 28 DAYS. G. EXTRA CYLINDERS SHALL BE USED FOR ADDITIONAL TESTING IF REQUIRED. EXTRA CYLINDERS SHALL BE USED FOR ADDITIONAL TESTING IF REQUIRED. 24. CONCRETE SHALL BE ALLOWED TO CURE A MINIMUM OF 28 DAYS BEFORE INSTALLATION CONCRETE SHALL BE ALLOWED TO CURE A MINIMUM OF 28 DAYS BEFORE INSTALLATION OF EQUIPMENT. 25. ALL REINFORCING STEEL SPLICES SHALL BE IN ACCORDANCE WITH ACI 318 LATEST ALL REINFORCING STEEL SPLICES SHALL BE IN ACCORDANCE WITH ACI 318 LATEST REVISION. (MINIMUM 40 BAR DIAMETERS) 26. REINFORCING STEEL BENT BARS ARE DIMENSIONED OUT TO OUT OF STEEL. REINFORCING STEEL BENT BARS ARE DIMENSIONED OUT TO OUT OF STEEL. 27. ALL BARS ARE TO BE SUPPORTED IN FORMS AND SLABS WITH CHAIRS AND TIED AT ALL BARS ARE TO BE SUPPORTED IN FORMS AND SLABS WITH CHAIRS AND TIED AT EVERY OTHER INTERSECTION. 28. PORTLAND CEMENT SHALL BE A SINGLE BRAND CONFORMING TO ASTM C-150, TYPE I PORTLAND CEMENT SHALL BE A SINGLE BRAND CONFORMING TO ASTM C-150, TYPE I UNLESS OTHERWISE APPROVED BY THE ENGINEER. 29. ALL BARS ARE TO BE SUPPORTED IN FORMS AND SLABS WITH CHAIRS AND TIED AT ALL BARS ARE TO BE SUPPORTED IN FORMS AND SLABS WITH CHAIRS AND TIED AT EVERY OTHER INTERSECTION. 30. MAXIMUM WATER/CEMENT RATIO FOR ALL CONCRETE SHALL BE 0.45.MAXIMUM WATER/CEMENT RATIO FOR ALL CONCRETE SHALL BE 0.45.

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1. ALL FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE A.I.S.C. ALL FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE A.I.S.C. "MANUAL OF STEEL CONSTRUCTION", LATEST EDITION. 2. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE A.I.S.C. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE A.I.S.C. "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 3. WELDED CONSTRUCTION SHALL CONFORM TO AWS D-1.1, "STRUCTURAL WELDING CODE" WELDED CONSTRUCTION SHALL CONFORM TO AWS D-1.1, "STRUCTURAL WELDING CODE" LATEST EDITION. WELDING PROCESSES AND OPERATORS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS "STANDARD QUALIFICATIONS PROCEDURES". 4. ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES PER A.W.S. AND A.I.S.C. ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES PER A.W.S. AND A.I.S.C. 5. ALL WELDED CONNECTIONS SHALL DEVELOP THE FULL STRENGTH OF MEMBER UNLESS ALL WELDED CONNECTIONS SHALL DEVELOP THE FULL STRENGTH OF MEMBER UNLESS NOTED OTHERWISE. 6. ALL CONNECTIONS SHALL BE SHOP WELDED AND FIELD BOLTED UNLESS NOTED ALL CONNECTIONS SHALL BE SHOP WELDED AND FIELD BOLTED UNLESS NOTED OTHERWISE. WELDED JOINTS SHALL BE SEAL WELDED. ALL FIELD WELDS SHALL BE CLEANED AND PAINTED AFTER COMPLETION. 7. STRUCTURAL STEEL SHALL BE NEW DOMESTIC STEEL AND SHALL CONFORM TO THE STRUCTURAL STEEL SHALL BE NEW DOMESTIC STEEL AND SHALL CONFORM TO THE A.I.S.C. "SPECIFICATION FOR THE DESIGN FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". 8. ANY HOLES REQUIRED FOR FIELD ERECTION SHALL BE DRILLED OR PUNCHED. NO ANY HOLES REQUIRED FOR FIELD ERECTION SHALL BE DRILLED OR PUNCHED. NO BURNING SHALL BE PERMITTED UNLESS APPROVED BY OWNER. 9. ALL STRUCTURAL STEEL INCLUDING PLATES, BOLTS AND RELATED HARDWARE SHALL BE ALL STRUCTURAL STEEL INCLUDING PLATES, BOLTS AND RELATED HARDWARE SHALL BE HOT DIP GALVANIZED AFTER FABRICATION. 10. ALL STRUCTURAL STEEL WHERE GALVANIZING HAS BEEN BURNED OFF OR OTHERWISE ALL STRUCTURAL STEEL WHERE GALVANIZING HAS BEEN BURNED OFF OR OTHERWISE DAMAGED DURING TRANSPORTATION OR ERECTION SHALL BE REPAIRED BY COATING WITH "GALVACON" IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 11. ALL GALVANIZING SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS FOR ZINC ALL GALVANIZING SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS FOR ZINC COATING (HOT DIP) ASTM DESIGNATION A-123, A-153, A-383 AND A-386 LATEST REVISIONS. (MINIMUM 2 OZ. PER SQUARE FOOT UNLESS SPECIFIED OTHERWISE). RETHREAD NUTS AFTER GALVANIZING IN ACCORDANCE WITH ASTM A-563.

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DETAIL IDENTIFICATION SYSTEM

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REVISIONS

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B.O.P.

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O.C.E.W.

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T.O.J.

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N.T.S.

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T.O.C.

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T.O.S.

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T.O.G.

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U.N.O.

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BOTTOM OF PLATE

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ON CENTER EACH WAY

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TOP OF JOIST

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NOT TO SCALE

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TOP OF STEEL

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TOP OF CONCRETE

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TOP OF GROUT

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UNLESS NOTED OTHERWISE

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COLUMN GRID

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ELEVATION TARGET

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SECTION OR DETAIL MARK

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SHEET NO. WHERE DRAWING

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DETAIL IS DRAWN

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DETAIL SCALE

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DETAIL TITLE

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SCALE: 3/4"=1'-0"

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S1

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F.O.C.

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FACE OF CONCRETE

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ITEM

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28 DAY COMPRESSIVE CYLINDER STRENGTH

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REMARKS

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3000 PSI

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4000 PSI

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5000 PSI

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ALL CONCRETE

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1" MAX AGGREGATE 5" MAX SLUMP

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ITEM

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ASTM DESIGNATION (MINIMUM YIELD STRESS)

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REMARKS

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A992 (50 KSI)

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A36 (36 KSI)

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A572 (50 KSI)

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A500 (46 KSI)

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MISC. PL'S & SHAPES

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BEAMS

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STRUCT. BOLTS U.N.O.

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A325N

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THREADED ROD

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F1554-55 KSI

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ITEM

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ASTM DESIGNATION

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REMARKS

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REBAR

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ASTM-A615, GRADE 60, U.N.O.

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WELDED WIRE FABRIC

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ASTM-A185

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EXISTING GRAVEL ROAD

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GRAVEL ROAD

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EXISTING CONCRETE DRIVEWAY

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EXISTING CONCRETE PAD

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CONCRETE WASHOUT PIT 12' X 12', 1' DEEP. CONTRACTOR SHALL REMOVE AND DISPOSE CONTENTS AND RE-GRADE TO EXISTING CONDITION AFTER ALL CONCRETE POURS ARE COMPLETED.

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SILT FENCE 40 L.F. ON LOCATION AS SHOWN

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DUMPSTER LOCATION. CONTRACTOR SHALL RE-GRADE AND LEVEL NATURAL GROUND AS NEEDED FOR CONTAINER PLACEMENT. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AS NEEDED FOR DEMOLITION DEBRIS COLLECTION AND REMOVAL FROM SITE.

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EXISTING VEH. GATE

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EXISTING 3' GATE

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EXISTING 3' GATE

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REMOVE EXISTING OVERHEAD DOOR AND INSTALL NEW OVERHEAD DOOR. VERIFY EXISTING ROUGH OPENING DIMENSIONS. PROVIDE SUBMITTAL TO OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. INSTALL OVERHEAD DOOR AS PER MANUFACTURER'S RECOMMENDATIONS.

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CONTRACTOR SHALL REMOVE EXISTING WALL VENT FOR CONCRETE PLACEMENT. THE CONTRACTOR SHALL RE-INSTALL SAID VENT WITHIN 24 HOURS OF CONCRETE PLACEMENT. IF VENT IS DAMAGED DURING REMOVAL PROCESS, A NEW VENT MATCHING THE EXISTING ONE SHALL BE INSTALLED AT NO ADDITIONAL EXPENSE TO THE OWNER. ANY PORTION OF THE BUILDING DAMAGED DURING CONSTRUCTION SHALL BE RE-CONSTRUCTED TO EXISTING CONDITION AT NO ADDITIONAL EXPENSE TO THE OWNER. ANY RECONSTRUCTION OF DAMAGED ITEMS SHALL BE BUILT TO THE SATISFACTION OF THE OWNER.

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CONTRACTOR SHALL ENSURE NO RUTTING REMAINS IN HAUL PATH. IMPROVE TO EXISTING CONDITION AFTER ALL CONCRETE POURS ARE COMPLETED.

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CONTRACTOR SHALL USE EXTREME CAUTION WHEN OPERATING MACHINERY NEAR STORAGE TANKS!

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CONTRACTOR SHALL USE EXTREME CAUTION WHEN OPERATING MACHINERY NEAR STORAGE TANKS!

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NOTES: 1. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLANS, SIGNED AND CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLANS, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF TEXAS, AS REQUIRED FOR ANY STREET OR SIDEWALK CLOSURES FOR THIS PROJECT. THE CONTRACTOR SHALL SUBMIT SAID PLANS TO THE OWNER AND ENGINEER FOR APPROVAL 48 HOURS PRIOR TO ANY PLANNED CLOSURES. 2. CONTRACTOR TO COORDINATE WITH CITY PRIOR TO START OF ANY CONTRACTOR TO COORDINATE WITH CITY PRIOR TO START OF ANY CONSTRUCTION ACTIVITIES WITHIN LIMITS OF THE GROUND STORAGE TANK AND PUMP STATION FACILITY. 3. CONTRACTOR SHALL COORDINATE WITH CITY OF LAREDO FOR SAFETY CONTRACTOR SHALL COORDINATE WITH CITY OF LAREDO FOR SAFETY PROTOCOL WITHIN LIMITS OF THE GROUND STORAGE TANK AND PUMP STATION FACILITY. ALL MACHINERY AND MATERIALS DELIVERY OPERATIONS SHALL BE SUPERVISED AND DIRECTED BY A CITY OF LAREDO INSPECTOR. AT A MINIMUM, THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE OSHA REGULATIONS.

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FULL SIZE SCALE

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HALF SIZE SCALE

1 OVERALL/DEMO PLAN

A SECTION

LEGEND:

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S1

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SCALE: 1/4" = 1'-0"

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S1

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SCALE: 3/16" = 1'-0"

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LIMITS OF EXISTING PUMP PAD TO BE DEMOLISHED AND PROPERLY DISPOSED OF

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REPLACE EXISTING PUMP PAD WITH NEW PUMP PAD (MATCH EXISTING LOCATION) SEE 1/S2

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4'-10"

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4'-10"

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8'-3"

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8'-3"

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S1

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REPLACE EXISTING PUMP PAD WITH NEW PUMP PAD (MATCH EXISTING LOCATION) SEE 1/S2

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DRAWING NOT TO SCALE

PLAN AT NEW PUMP PAD1

SECTION AT NEW PUMP PADA

A

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SECTION AT NEW PUMP PADA

ANCHOR ROD DETAIL2

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12" 6 1'0

1 3'012"

SCALE: 1/2" = 1'-0"

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(4) " F1554-55 KSI ALL-THRD. ROD W/ 12" F1554-55 KSI ALL-THRD. ROD W/(2) HVY. HEX NUTS AND HEAVY DUTY WASHERS (GALV.). DRILL & EPOXY USING SIMPSON STRONG-TIE SET-XP 6" INTO CONCRETE PAD.

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(4) 5/8" F1554-55 F1554-55KSI ALL-THRD. ROD W/ (2) HVY. HEX NUTS & HEAVY DUTY WASHERS (GALV.)

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(2) W10x30 STEEL BEAM

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(4) 3/4" BOLTS (TOP FLANGE)

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(4) 3/4" A325N BOLTS

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(2) W10x30 w/ (5) 3/8" THK. STIFFENER PLATES. WELD STIFFENERS TO BEAM W/ 1/8" FILLET WELDS ALL AROUND BOTH SIDES

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CONCRETE PAD

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CONCRETE PAD

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PL (2) 24"x4"x1"

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(2) W10x30 w/ (5) 3/8" THK. STIFFENER PLATES

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(6) 3/4" F1554-55 KSI F1554-55 KSIALL-THRD. ROD W/ (2) HVY. HEX NUTS & HEAVY DUTY WASHERS (GALV.)

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INSTALL MASTERFLOW 928 GROUT BY BASF OR APPROVED EQUAL, PER MANUFACTURERS APPLICATION RECOMMENDATIONS.

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PROVIDE 3/4" CHAMFER AT ALL EXPOSED EDGES (TYP.)

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(6) 3/4" F1554-55 KSI ALL-THRD. ROD W/ (2) HVY. HEX NUTS & HEAVY DUTY WASHERS (GALV.). CONTRACTOR SHALL TEMPORARILY INSTALL AND SUPPORT THE PUMP AND MOTOR TO DETERMINE THE HORIZONTAL PLACEMENT OF THESE RODS.

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INSTALL MASTERFLOW 928 GROUT BY BASF OR APPROVED EQUAL, PER MANUFACTURERS APPLICATION RECOMMENDATIONS.

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#6 BARS @ 12" O.C.E.W. MAX.

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STD. ACI 90° HOOK

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#6 BARS @ 12" O.C.E.W. MAX.

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STD. ACI 90° HOOK

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#6 DOWELS @ 12" O.C. MAX DRILL & EPOXY USING SIMPSON STRONG-TIE SET-XP 8" INTO EXISTING SLAB

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EXISTING CONC. SLAB

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EXISTING CONC. SLAB

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ROUGHEN TO 1/4" AMPLITUDE, THOROUGHLY CLEAN & APPLY BONDING AGENT

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EXISTING PUMP

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EXISTING MOTOR

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EXISTING ENCLOSURE

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EXISTING PUMP

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EXISTING MOTOR

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EXISTING ENCLOSURE

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EXISTING PUMP

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EXISTING ENCLOSURE

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EXISTING MOTOR

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PL 24"x4"x1"

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PL 24"x4"x1"

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(4) 5/8" F1554-55 KSI F1554-55 KSIALL-THRD. ROD W/ (2) HVY. HEX NUTS & HEAVY DUTY WASHERS (GALV.). CONTRACTOR SHALL CONTRACTOR SHALL TEMPORARILY INSTALL AND SUPPORT THE PUMP AND MOTOR TO DETERMINE THE HORIZONTAL PLACEMENT OF THESE RODS.

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(4) " F1554-55 KSI ALL-THRD. ROD W/ 12" F1554-55 KSI ALL-THRD. ROD W/(2) HVY. HEX NUTS AND HEAVY DUTY WASHERS (GALV.). DRILL & EPOXY USING SIMPSON STRONG-TIE SET-XP 6" INTO CONCRETE PAD.

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STEEL SHIMS (TYP.)

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CONCRETE PAD

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#6 DOWELS @ 12" O.C. MAX DRILL & EPOXY USING SIMPSON STRONG-TIE SET-XP 8" INTO EXISTING SLAB

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PL 24"x4"x1"

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C PUMP FLOW

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L

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C PUMP PAD & EQUIPMENT

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L

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C MOTOR

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L

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STD. ACI 90° HOOK

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STD. ACI 90° HOOK

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REINSTALL CONDUIT AND ELECTRICAL WIRING FROM MOTOR TO WALL PANEL TO MATCH EXISTING CONDITIONS.

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(2) HALEX 3" RIGID GALVANIZED 2-HOLE PIPE STRAP OR APPROVED EQUAL W/ (2) TAPCON 5/16" X 3" CONCRETE ANHORS OR APPROVED EQUAL. INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS AND IBC 2012.

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S2

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SCALE: 1" = 1'-0"

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S2

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SCALE: 1" = 1'-0"

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S2

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S2

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S2

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SCALE: 1" = 1'-0"

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S2

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SCALE: 1" = 1'-0"

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NOTE: ONLY FASTENERS SHOWN ON THIS VIEW FOR CLARITY

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NOTE: ONLY REBAR SHOWN ON THIS VIEW FOR CLARITY

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NOTES: 1. CONTRACTOR SHALL VERIFY EXISTING PUMP AND MOTOR DIMENSIONS AND ENSURE CONTRACTOR SHALL VERIFY EXISTING PUMP AND MOTOR DIMENSIONS AND ENSURE THE PROPER PLACEMENT OF ANCHOR RODS. 2. CITY OF LAREDO TO PROVIDE PUMP, MOTOR AND APPURTENANCES AS REQUIRED BY CITY OF LAREDO TO PROVIDE PUMP, MOTOR AND APPURTENANCES AS REQUIRED BY CONTRACTOR TO VERIFY DIMENSIONS AS NEEDED. 3. CITY OF LAREDO TO ALIGN AND INSTALL PUMP, MOTOR AND APPURTENANCES. CITY OF LAREDO TO ALIGN AND INSTALL PUMP, MOTOR AND APPURTENANCES. 4. PROJECT COMPLETION AND CONTRACTOR'S PAY IS CONTINGENT UPON PROPER PROJECT COMPLETION AND CONTRACTOR'S PAY IS CONTINGENT UPON PROPER INSTALLATION AND CONNECTION OF PUMP, MOTOR AND ALL APPURTENANCES AS DETERMINED BY THE OWNER.

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S2

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SCALE: 1" = 1'-0"

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ALL-THRD. ROD (REFER TO PLANS)

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TACK WELD

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PROJ. & THRD.

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GROUT

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THRD.

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FULL SIZE SCALE

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HALF SIZE SCALE

DESIGN STANDARDS & CODES OF PRACTICE GENERAL NOTES ...

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