1.SHOP DRAWINGS SHALL BE PREPARED FOR ALL STRUCTURAL ITEMS AND SUBMITTED FOR REVIEW BY SHOP DRAWINGS SHALL BE PREPARED FOR ALL STRUCTURAL ITEMS AND SUBMITTED FOR REVIEW BY THE ENGINEER. CONTRACT DRAWINGS SHALL NOT BE REPRODUCED AND USED AS SHOP DRAWINGS. ALL ITEMS DEVIATING FROM THE CONTRACT DRAWINGS OR FROM PREVIOUSLY SUBMITTED SHOP DRAWINGS SHALL BE CLOUDED. 2.THE CONTRACTOR SHALL REVIEW SHOP DRAWINGS FOR COMPLIANCE WITH THE CONTRACT THE CONTRACTOR SHALL REVIEW SHOP DRAWINGS FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS AND SHALL CERTIFY THAT HE HAS DONE SO BY A STAMP NOTING THAT THE DRAWINGS HAVE BEEN "APPROVED" AND WHICH BEARS THE SIGNATURE (OR INITIALS) OF AN AUTHORIZED REPRESENTATIVE OF THE CONTRACTOR AND THE DATE. SUBMITTALS WHICH DO NOT REFLECT THE CONTRACTORS APPROVAL, SIGNATURE AND DATE WILL BE RETURNED WITHOUT REVIEW. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTION OF INADEQUATE THE CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTION OF INADEQUATE SHOP DRAWINGS. 4.WHERE REVIEW AND RETURN OF SHOP DRAWINGS IS REQUIRED OR REQUESTED, THE ENGINEER WILL WHERE REVIEW AND RETURN OF SHOP DRAWINGS IS REQUIRED OR REQUESTED, THE ENGINEER WILL REVIEW EACH SUBMITTAL AND, WHERE POSSIBLE, RETURN WITHIN 2 WEEKS OF RECEIPT. 5.CORRECTIONS OR COMMENTS ON SHOP DRAWINGS OR MANUFACTURER'S DATA SHEETS DO NOT CORRECTIONS OR COMMENTS ON SHOP DRAWINGS OR MANUFACTURER'S DATA SHEETS DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH REQUIREMENTS OF THE PLANS AND SPECIFICATIONS. THE ENGINEER'S REVIEW IS FOR GENERAL CONFORMANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRECTING ALL QUANTITIES AND DIMENSIONS, SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION AND COORDINATING HIS WORK WITH THAT OF ALL OTHER CONTRACTORS. 6.GENERAL CONTRACTOR SHALL SUBMIT TWO MAXIMUM COPIES. ENGINEER WILL REVIEW, COMMENT AND GENERAL CONTRACTOR SHALL SUBMIT TWO MAXIMUM COPIES. ENGINEER WILL REVIEW, COMMENT AND RETAIN ONE COPY OF EACH SUBMITTAL AND TRANSFER COMMENTS ONTO THE REMAINING COPIES FOR DISTRIBUTION TO ARCHITECT, OWNER AND CONTRACTOR. ADDITIONAL COPIES SUBMITTED WILL NOT HAVE COMMENTS TRANSFERRED TO THEM. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR PROVIDING AND DISTRIBUTING ENGINEERS COMMENTS TO THEIR SUBCONTRACTORS.
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1.PRIOR TO CONSTRUCTION, VERIFY STRUCTURAL ELEVATION AND DIMENSIONS WITH OTHER PROJECT PRIOR TO CONSTRUCTION, VERIFY STRUCTURAL ELEVATION AND DIMENSIONS WITH OTHER PROJECT DRAWINGS AND COORDINATE LOCATIONS OF OPENING AND SLEEVES THROUGHOUT THE STRUCTURE, SLAB DEPRESSIONS, FLOOR DRAINS, INSERTS AND OTHER RELATED ITEMS. 2.BEFORE BEGINNING CONSTRUCTION, NOTIFY THE ARCHITECT OF DISCREPANCIES OR CONFLICTS FOUND BEFORE BEGINNING CONSTRUCTION, NOTIFY THE ARCHITECT OF DISCREPANCIES OR CONFLICTS FOUND IN THE DRAWINGS AND/OR FIELD DIMENSIONS. 3.THE ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR THE ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS TECHNIQUES, SEQUENCE OR PROCEDURES FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 4.GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS, GRADE CONDITIONS, (BOTH NEW GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS, GRADE CONDITIONS, (BOTH NEW AND EXISTING) REPORTING ANY DISCREPANCIES TO THE ENGINEER BEFORE PROCEEDING WITH ANY PHASE OF THE WORK AS HE WILL BE RESPONSIBLE FOR ALL WORK FITTING AS INTENDED BY THE DRAWINGS AND SPECIFICATIONS. 5.EXISTING STRUCTURES ARE SHOWN ON THE DRAWINGS FOR CLARITY ONLY. VERIFY ALL DIMENSIONS, EXISTING STRUCTURES ARE SHOWN ON THE DRAWINGS FOR CLARITY ONLY. VERIFY ALL DIMENSIONS, ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES AND NOTIFY THE ARCHITECT BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST. 6.THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND EXCEPT WHERE SPECIFICALLY SHOWN DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES AND SEQUENCE. 7.THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETED STRUCTURE. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETED STRUCTURE. APPLICATIONS OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN THE DESIGN OF SHORING, BRACING, FORMWORK AND ANY OTHER SUPPORTING ELEMENTS PROVIDED FOR CONSTRUCTION OF THE STRUCTURE. DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE MADE, THE CONTRACTOR MUST PROVIDE TEMPORARY BRACING TO BRACE THE STRUCTURE IN ALL DIRECTIONS. 8.ALL DETAILS ARE TYPICAL, INCORPORATED INTO PROJECT AT APPROPRIATE LOCATIONS, WHETHER ALL DETAILS ARE TYPICAL, INCORPORATED INTO PROJECT AT APPROPRIATE LOCATIONS, WHETHER SPECIFICALLY INDICATED OR NOT. 9.IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 10.ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS OF THE 2015 IBC AND STANDARDS REFERENCED THEREIN. 11.ALL ASTM STANDARDS LISTED HEREIN, SHALL BE AS REFERENCED IN THE LATEST ISSUE OF THE ALL ASTM STANDARDS LISTED HEREIN, SHALL BE AS REFERENCED IN THE LATEST ISSUE OF THE ANNUAL BOOK OF STANDARDS OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS. 12.FRAME FOR OPENINGS THROUGH FLOOR, ROOFS AND WALLS AS PER DETAILS. DO NOT INTERRUPT FRAME FOR OPENINGS THROUGH FLOOR, ROOFS AND WALLS AS PER DETAILS. DO NOT INTERRUPT FRAMING MEMBERS FOR OPENINGS EXCEPT WHERE SO INDICATED ON DRAWINGS. 13.SEE MECHANICAL DRAWINGS FOR EXACT LOCATION AND SIZES OF SMALL MECHANICAL OPENINGS, SEE MECHANICAL DRAWINGS FOR EXACT LOCATION AND SIZES OF SMALL MECHANICAL OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS. 14.REFER TO ARCHITECTURAL DRAWINGS FOR ALL FINISHES, DIMENSIONS OF SLAB DROP CHAMFERS, ETC. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FINISHES, DIMENSIONS OF SLAB DROP CHAMFERS, ETC. 15.THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE ERECTION SHORING AND BRACING AS 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. 17.CONTRACTOR SHALL ALLOW 1 TON OF MISCELLANEOUS REBAR TO BE USED AS DIRECTED BY CONTRACTOR SHALL ALLOW 1 TON OF MISCELLANEOUS REBAR TO BE USED AS DIRECTED BY ENGINEER. ALLOWANCE SHALL INCLUDE LABOR, FABRICATION AND PLACEMENT. 19.CONTRACTOR SHALL ALLOW 2 TON OF STRUCTURAL STEEL TO BE USED AS DIRECTED BY ENGINEER. CONTRACTOR SHALL ALLOW 2 TON OF STRUCTURAL STEEL TO BE USED AS DIRECTED BY ENGINEER. ALLOWANCE SHALL INCLUDE LABOR, FABRICATION AND PLACEMENT. 20.CONTRACTOR SHALL ALLOW 5 CU YDS OF MISCELLANEOUS STRUCTURAL CONCRETE TO BE USED AS CONTRACTOR SHALL ALLOW 5 CU YDS OF MISCELLANEOUS STRUCTURAL CONCRETE TO BE USED AS DIRECTED BY ENGINEER. ALLOWANCE SHALL INCLUDE LABOR, REBAR, FABRICATION AND PLACEMENT.
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1. REMOVE A MINIMUM OF 1'-0" EXISTING TOP SOIL, ORGANIC MATERIAL AND DEBRIS FROM THE REMOVE A MINIMUM OF 1'-0" EXISTING TOP SOIL, ORGANIC MATERIAL AND DEBRIS FROM THE BUILDING PAD (BUILDING FOOT PRINT +5' ALL AROUND). 2. FOUNDATION SYSTEM IS SPREAD FOOTINGS. FOUNDATION SYSTEM IS SPREAD FOOTINGS. 3. FOUNDATION PAD: FOUNDATION PAD: A.UNDERCUT TOP 5'-0" ADJUST TO MATCH EXISTING. UNDERCUT TOP 5'-0" ADJUST TO MATCH EXISTING. B.ANY EXCAVATION SHALL EXTEND 5' OUTSIDE THE PERIMETER OF FOUNDATION SYSTEM LIMIT. ANY EXCAVATION SHALL EXTEND 5' OUTSIDE THE PERIMETER OF FOUNDATION SYSTEM LIMIT. EXPOSED SUBGRADE SHALL BE AT CONSTANT ELEVATION TO ASSURE UNIFORM FILL THICKNESS. C.AFTER COMPLETION OF UNDERCUT PROCEDURE, ENTIRE SUBGRADE SHALL BE COMPACTED TO A AFTER COMPLETION OF UNDERCUT PROCEDURE, ENTIRE SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 95% OF STANDARD PROCTOR DENSITY AT OR ABOVE THE OPTIMUM MOISTURE WHERE REQUIRED. ANY SOFT AREAS IF ENCOUNTERED, SHALL BE REMOVED AND RE-COMPACTED IN PLACE. D.SUBSEQUENT TO SUBGRADE PREPARATION, AN AVERAGE THICKNESS OF 5'-6" OF PROPERLY SUBSEQUENT TO SUBGRADE PREPARATION, AN AVERAGE THICKNESS OF 5'-6" OF PROPERLY COMPACTED SELECT FILL SHALL BE INSTALLED. REFER TO PLANS FOR FINISH FLOOR ELEVATION. E.SELECT FILL SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 PERCENT AND A PI RANGE OF 5 TO SELECT FILL SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 PERCENT AND A PI RANGE OF 5 TO 18. FILL SHALL BE PLACED IN MAXIMUM 8" THICK LOOSE LIFTS AND COMPACTED TO 95% STANDARD PROCTOR DRY DENSITY AND WITHIN -1 TO +3% OPTIMUM MOISTURE CONTENT. 4. COMPACTION REQUIREMENTS: (ASTM D698, METHOD D) COMPACTION REQUIREMENTS: (ASTM D698, METHOD D) A. BELOW FOOTINGS - 95% B. BELOW SLABS & PAVEMENT - 95% C. UNPAVED AREAS - 90% D. BELOW CARTON FORMS - 90% E. MAXIMUM LIFT - 8" LOOSE DEPTH 5. SUB GRADE: SCARIFY AND RE-COMPACT TOP 8" OF SOIL BENEATH FILL. SUB GRADE: SCARIFY AND RE-COMPACT TOP 8" OF SOIL BENEATH FILL. 6. DRAINAGE: PROVIDE POSITIVE SLOPES, BOTH DURING AND AFTER CONSTRUCTION, FOR SURFACE & DRAINAGE: PROVIDE POSITIVE SLOPES, BOTH DURING AND AFTER CONSTRUCTION, FOR SURFACE & ROOF RUNOFF, MINIMUM OF 10'-0" FROM BUILDING FOUNDATION. 7. THE CONTRACTOR SHALL VERIFY, PRIOR TO CONSTRUCTION, THAT THE NEW STRUCTURE WILL NOT THE CONTRACTOR SHALL VERIFY, PRIOR TO CONSTRUCTION, THAT THE NEW STRUCTURE WILL NOT CONFLICT WITH ANY EXISTING UTILITIES BY PROBING OR HYDRO-EXCAVATING. IF CONFLICT ARISE, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND SHALL STOP THE WORK UNTIL AN APPROPRIATE SOLUTION TO THE CONFLICTS ARE FOUND, AND THE CONTRACTOR IS GIVEN WRITTEN AUTHORIZATION TO PROCEED WITH THE WORK. 8.PIERS: PIERS: A.UNDER REAMED PIERS. UNDER REAMED PIERS. B.EACH PILE/PIER SHAFT SHALL BE INSPECTED BY THE OWNER'S REPRESENTATIVE TO INSURE EACH PILE/PIER SHAFT SHALL BE INSPECTED BY THE OWNER'S REPRESENTATIVE TO INSURE PROPER ALIGNMENT, DEPTH, BEARING STRATA, REINFORCEMENT AND/OR CASING. C.FOR ESTIMATING PURPOSE, CARRY ALL PILES/PIERS TO THE DEPTHS INDICATED ON THE FOR ESTIMATING PURPOSE, CARRY ALL PILES/PIERS TO THE DEPTHS INDICATED ON THE DRAWINGS. WHEN DIRECTED BY THE OWNER'S REPRESENTATIVE, CARRY PILES/PIERS TO GREATER OR LESSER DEPTHS TO PROVIDE SUITABLE BEARING. D.PLACEMENT OF GROUT/CONCRETE SHALL BE ACCOMPLISHED AS SOON AS POSSIBLE AFTER PLACEMENT OF GROUT/CONCRETE SHALL BE ACCOMPLISHED AS SOON AS POSSIBLE AFTER DRILLING AND INSPECTION. NO PILE/PIER EXCAVATION SHALL BE LEFT OPEN OVERNIGHT WITHOUT CONCRETING. E.CASINGS WILL BE REQUIRED TO PREVENT CAVING OF THE SOIL AND THE SEEPAGE OF WATER CASINGS WILL BE REQUIRED TO PREVENT CAVING OF THE SOIL AND THE SEEPAGE OF WATER INTO THE CASED STRAIGHT-SHAFT DRILLED PIERS. CASINGS SHALL BE STEEL PIPE OF AMPLE STRENGTH TO WITHSTAND HANDLING STRESSES, CONCRETE AND EARTH PRESSURES AND SHALL BE WATERTIGHT. CONTRACTORS UNIT PRICE FOR DRILLED PIERS SHALL INCLUDE CASINGS COSTS.
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1.ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI 318. ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI 318. 2.MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: FOOTINGS - 4000 PSI TOPPING SLAB - 4000 PSI 3.PORTLAND CEMENT SHALL BE A SINGLE BRAND CONFORMING TO ASTM C-150, TYPE I UNLESS PORTLAND CEMENT SHALL BE A SINGLE BRAND CONFORMING TO ASTM C-150, TYPE I UNLESS OTHERWISE APPROVED BY THE ENGINEER. 4.NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C-33. EACH TYPE SHALL BE FROM A NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C-33. EACH TYPE SHALL BE FROM A SINGLE SOURCE FOR EXPOSED CONCRETE. 5.ALL ADDITIVES FOR AIR ENTRAINMENT, WATER REDUCTION, AND SET CONTROL SHALL BE USED 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 IS PROHIBITED UNLESS APPROVED IN WRITING BY THE ENGINEER. 6.MAXIMUM SHRINKAGE OF THE CONCRETE SHALL BE 0.03% AT 28 DAYS AS DETERMINED BY MAXIMUM SHRINKAGE OF THE CONCRETE SHALL BE 0.03% AT 28 DAYS AS DETERMINED BY ASTM C157. 7.MAXIMUM WATER SOLUBLE CHLORIDE ION IN CONCRETE SHALL BE 0.15% BY WEIGHT OF MAXIMUM WATER SOLUBLE CHLORIDE ION IN CONCRETE SHALL BE 0.15% BY WEIGHT OF CONCRETE. TEST PER ASTM C1218. 8.A MAXIMUM OF 20% OF THE CEMENTATION MATERIALS USED IN MIX DESIGNS MAY BE A MAXIMUM OF 20% OF THE CEMENTATION MATERIALS USED IN MIX DESIGNS MAY BE REPLACED WITH CLASS C OF F FLY ASH. 9.MILD STEEL REINFORCEMENT AND ACCESSORIES SHALL BE DETAILED AND FABRICATED IN MILD STEEL REINFORCEMENT AND ACCESSORIES SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH ACI SP-66. 10.REINFORCING STEEL MATERIAL TO BE A615-GRADE 60 UNLESS NOTED OTHERWISE. REINFORCING STEEL MATERIAL TO BE A615-GRADE 60 UNLESS NOTED OTHERWISE. 11.REINFORCING STEEL BENT BARS ARE DIMENSIONED OUT TO OUT OF STEEL. REINFORCING STEEL BENT BARS ARE DIMENSIONED OUT TO OUT OF STEEL. 12.ALL BARS ARE TO BE SUPPORTED IN FORMS AND SLABS WITH CHAIRS AT EVERY 4TH ALL BARS ARE TO BE SUPPORTED IN FORMS AND SLABS WITH CHAIRS AT EVERY 4TH INTERSECTION AND TIED AT EVERY INTERSECTION. 13.WELDED STEEL WIRE FABRIC (FLAT SHEETS ONLY PERMITTED) SHALL CONFORM TO ASTM WELDED STEEL WIRE FABRIC (FLAT SHEETS ONLY PERMITTED) SHALL CONFORM TO ASTM A-185. 14.THE MAXIMUM NOMINAL SIZES OF COARSE AGGREGATE SHALL BE AS FOLLOWS: THE MAXIMUM NOMINAL SIZES OF COARSE AGGREGATE SHALL BE AS FOLLOWS: A.DRILLED SHAFTS: 1-1/2" DRILLED SHAFTS: 1-1/2" B.TOPPING: 3/8" TOPPING: 3/8" C.ALL OTHER CONCRETE: 1" ALL OTHER CONCRETE: 1" D.MAUSOLEUM LEVELS AND ROOF / 3/8" MAUSOLEUM LEVELS AND ROOF / 3/8" 15. CONCRETE SLUMPS SHALL BE AS FOLLOWS: CONCRETE SLUMPS SHALL BE AS FOLLOWS: A.DRILLED SHAFTS: 7"± 1" MAX. (SUPER PLASTICIZER) DRILLED SHAFTS: 7"± 1" MAX. (SUPER PLASTICIZER) B.TOPPING: 4"± 1" MAX. TOPPING: 4"± 1" MAX. C.ALL OTHER CONCRETE: 5"± 1" MAX. ALL OTHER CONCRETE: 5"± 1" MAX. 16. ALL CONCRETE WITH A MAX AGGREGATE SIZE OF 3/4", 1" AND 1 1/2" SHALL BE AIR ALL CONCRETE WITH A MAX AGGREGATE SIZE OF 3/4", 1" AND 1 1/2" SHALL BE AIR ENTRAINED WITH 5% +/- 1 1/2% WHEN EXPOSED TO WEATHER, UNO. 17. REINFORCING STEEL CLEAR COVER SHALL BE AS FOLLOWS, UNO: REINFORCING STEEL CLEAR COVER SHALL BE AS FOLLOWS, UNO: A.BEAMS: 1-1/2" INTERIOR, 2" EXTERIOR EXPOSURE BEAMS: 1-1/2" INTERIOR, 2" EXTERIOR EXPOSURE B.COLUMNS: 1-1/2" INTERIOR, 2" EXTERIOR EXPOSURE COLUMNS: 1-1/2" INTERIOR, 2" EXTERIOR EXPOSURE C.DRILLED PIERS: 3" DRILLED PIERS: 3" D.EARTH-FORMED GRADE BARS: 1-1/2" TOP, 3" SIDES, 3" BOTTOM EARTH-FORMED GRADE BARS: 1-1/2" TOP, 3" SIDES, 3" BOTTOM E.FOOTINGS: 3" FOOTINGS: 3" F.FORMED GRADE BEAMS: 1-1/2" TOP, 2" SIDES, 3" BOTTOM FORMED GRADE BEAMS: 1-1/2" TOP, 2" SIDES, 3" BOTTOM G.ONE WAY SLABS: 3/4" TOP AND 1" BOTTOM ONE WAY SLABS: 3/4" TOP AND 1" BOTTOM H.SLAB-ON GRADE: 1 1/2" TOP SLAB-ON GRADE: 1 1/2" TOP 18.A TEST PIER SHALL BE PERFORMED AT THIS SITE TO VERIFY CONTRACTOR'S CONSTRUCTION A TEST PIER SHALL BE PERFORMED AT THIS SITE TO VERIFY CONTRACTOR'S CONSTRUCTION METHOD AND WATER TABLE, SLIGHT ADJUSTMENTS MAY BE REQUIRED. 19. CONCRETING OF EACH PIER SHALL BE COMPLETED WITHIN 8 HOURS OF EXCAVATION. ANY CONCRETING OF EACH PIER SHALL BE COMPLETED WITHIN 8 HOURS OF EXCAVATION. ANY EXCESS WATER AND/OR LOOSE SOIL SHALL BE REMOVED FROM THE BEARING SURFACE BEFORE PLACING CONCRETE. 20. PIER TOLERANCE: PIER TOLERANCE: A. MAXIMUM PERMISSIBLE VARIATION OF LOCATION: NOT MORE THAN 1" B. SHAFTS OUT OF PLUMB: NOT MORE THAN 1% OR 2". C. CONCRETE CUTOFF ELEVATION: PLUS 1" TO MINUS 2". 21. MAXIMUM WATER/CEMENT RATIO FOR ALL CONCRETE SHALL BE 0.45, UNO. MAXIMUM WATER/CEMENT RATIO FOR ALL CONCRETE SHALL BE 0.45, UNO. 22.CONCRETE FINISHES: CONCRETE FINISHES: A. STEEL TROWEL: INTERIOR FLOOR SURFACES. B. BROOM: EXTERIOR WALKING AND DRIVING SURFACES. C. JITTERBUG: FLOORS TO RECEIVE HARD TILE REFER TO ARCH'L. D. REMOVE BURRS AND PROJECTIONS FROM EXPOSED FORMED CONCRETE. E. RUB: EXPOSED SURFACES OF CONCRETE COORDINATE WITH ENGINEER. 23. NOTIFY ENGINEER MINIMUM OF 48 HOURS PRIOR TO PLACING CONCRETE. NOTIFY ENGINEER MINIMUM OF 48 HOURS PRIOR TO PLACING CONCRETE. 24. THE 10 MIL STEGO VAPOR BARRIER SHALL BE INSTALLED UNDER ALL CONCRETE FLOOR SLABS THE 10 MIL STEGO VAPOR BARRIER SHALL BE INSTALLED UNDER ALL CONCRETE FLOOR SLABS AND BEAMS. ALL PENETRATIONS THROUGH THE VAPOR BARRIER SHALL BE SEALED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS TO ENSURE ITS INTEGRITY. 25.REINFORCEMENT IN TOPPING SLABS SHALL HAVE POLYPROPYLENE FIBRILATED REINFORCEMENT IN TOPPING SLABS SHALL HAVE POLYPROPYLENE FIBRILATED FIBER AT MANUFACTURER RECOMMENDED DOSAGE IN ALL TOPPING SLABS UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS. 26.REINFORCEMENT IN HOUSEKEEPING PAD SHALL HAVE WELDED SMOOTH WIRE REINFORCEMENT 6x6 REINFORCEMENT IN HOUSEKEEPING PAD SHALL HAVE WELDED SMOOTH WIRE REINFORCEMENT 6x6 W2.9xW2.9 IN PADS UP TO 6" THICK AND PROVIDE #4@9" OCEW IN PADS 6" TO 12" THICK UNLESS HEAVIER REINFORCEMENT IS CALLED FOR ON THE DRAWINGS.
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1.DEAD LOADS: DEAD LOADS: DEAD LOADS INCLUDE THE SELF WEIGHT OF THE STRUCTURAL ELEMENTS WITH THE FOLLOWING ARE SUPERIMPOSED LOADS: 2ND FLOOR = 57.5 PSF ROOF = 25 PSF 2.LIVE LOADS: LIVE LOADS: 2ND FLOOR = 75 PSF + 25 PSF (PARTITION) ROOF = 20 PSF METAL PANEL PARTITION: LATERAL LOAD = 5 PSF 3.GROUND SNOW LOAD = NOT APPLICABLE GROUND SNOW LOAD = NOT APPLICABLE 4.WIND LOADS: WIND LOADS: WIND LOADING ON STRUCTURE ARE BASED ON ASCE 7-10 BASED ON THE FOLLOWING INPUTS: BASIC WIND SPEED (3-SEC GUST): 140 MPH : 140 MPH EXPOSURE: C : C RISK CATEGORY : II : II BUILDING CLASSIFICATION: ENCLOSED : ENCLOSED 5.GEOTECHNICAL REPORT: GEOTECHNICAL REPORT: IN ACCORDANCE WITH A GEOTECHNICAL REPORT BY ULRICH ENGINEERS ENTITLED "GEOTECHNICAL REPORT AND SUPPLEMENT INFORMATION" RETL JOB NO. 2013-074-01. 6. APPLICABLE CODES APPLICABLE CODES INTERNATIONAL BUILDING CODE 2015 WITH LATEST TEXAS REVISIONS ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES ACI 318-11, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 530-11, BUILDING CODE REQUIREMENTS FOR MASONRY CONCRETE AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION STRUCTURAL WELDING CODE, AWS D1.1, D1.2, D1.3, D1.4, LATEST EDITIONS 2001 AISI NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS WITH 2004 SUPPLEMENTS
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1.TABLE A PRESENTS LENGTHS OF TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE TABLE A PRESENTS LENGTHS OF TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS BASED ON ACI 318-05, SECTION 12.2.2. 2.CLASS A LAP LENGTHS APPLY WHEN BAR LAPS ARE STAGGERED TO LAP HALF THE BARS AT THE CLASS A LAP LENGTHS APPLY WHEN BAR LAPS ARE STAGGERED TO LAP HALF THE BARS AT THE SAME LOCATION OR WHEN BARS ARE LAPPED AT A LOCATION WHERE THE REINFORCEMENT AREA PROVIDED IS AT LEAST TWICE THAT REQUIRED. 3.CLASS B LAP LENGTHS APPLY WHEN ALL BARS ARE SPLICED AT A LOCATION OF MAXIMUM STRESS CLASS B LAP LENGTHS APPLY WHEN ALL BARS ARE SPLICED AT A LOCATION OF MAXIMUM STRESS IN THE BARS. 4.CASE 1 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER EQUAL OR GREATER CASE 1 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER EQUAL OR GREATER THAN THE BAR DIAMETER, CLEAR BAR SPACING EQUAL OR GREATER THAN THE BAR DIAMETER AND WITH STIRRUPS OR TIES NOT LESS THAN THE CODE MINIMUM THROUGHOUT THE LENGTH IN THE TABLE; AND FOR OTHER ELEMENTS WITH CONCRETE COVER EQUAL OR GREATER THAN THE BAR DIAMETER AND CLEAR SPACING EQUAL OR GREATER THAN TWO TIMES THE BAR DIAMETER. 5.CASE 2 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER LESS THAN THE BAR CASE 2 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER LESS THAN THE BAR DIAMETER, AND CLEAR BAR SPACING LESS THAN THE BAR DIAMETER; AND FOR OTHER ELEMENTS WITH CONCRETE COVER LESS THAN THE BAR DIAMETER AND CLEAR BAR SPACING LESS THAN TWO TIMES THE BAR DIAMETER. 6.TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 11 3/4" OF TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 11 3/4" OF CONCRETE IS CAST BELOW THE REINFORCEMENT. 7.MULTIPLY LENGTHS SHOWN BY 0.87 FOR 4000 PSI CONCRETE. MULTIPLY LENGTHS SHOWN BY 0.87 FOR 4000 PSI CONCRETE. 8.MULTIPLY LENGTHS SHOWN BY 0.78 FOR 5000 PSI CONCRETE. MULTIPLY LENGTHS SHOWN BY 0.78 FOR 5000 PSI CONCRETE. 9.MULTIPLY LENGTHS SHOWN BY 1.3 FOR LIGHTWEIGHT AGGREGATE CONCRETE. MULTIPLY LENGTHS SHOWN BY 1.3 FOR LIGHTWEIGHT AGGREGATE CONCRETE. 10.MULTIPLY LENGTHS SHOWN BY 1.3 FOR EPOXY COATED BARS.MULTIPLY LENGTHS SHOWN BY 1.3 FOR EPOXY COATED BARS.
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SIZE
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BAR
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DIA
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BAR
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TOP BAR
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EMBEDMENT AND CLASS A LAP (IN)
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OTHER BARS
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TOP BAR
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CLASS B LAP (IN)
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OTHER BARS
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CASE 2
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CASE 1
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CASE 1
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fy = 60000 PSI, f'c = 3000 PSI
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27.PIPE SLEEVES THROUGH CONCRETE STRUCTURE SHALL BE LOCATED AT LEAST 3 1/2" INSIDE PIPE SLEEVES THROUGH CONCRETE STRUCTURE SHALL BE LOCATED AT LEAST 3 1/2" INSIDE CONCRETE SURFACES TO COMPLY WITH THE FOLLOWING CRITERIA, UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DRAWINGS: THROUGH BEAMS: 3" MAX DIA, 4" MIN. CLEAR BETWEEN SLEEVES THROUGH SLABS: 8" MAX DIA, 6" MIN. CLEAR BETWEEN SLEEVES 28.CONDUITS AND PIPES MAY BE EMBEDDED WITHIN A SLAB, WALL OR BEAM ONLY IF CONSTRUCTED TO CONDUITS AND PIPES MAY BE EMBEDDED WITHIN A SLAB, WALL OR BEAM ONLY IF CONSTRUCTED TO COMPLY WITH THE REQUIREMENTS OF SECTION 6.3 OF ACI 318. 29.IN UNSCHEDULED GRADE BEAMS, WALLS AND SLABS, DETAIL REINFORCING AS IN UNSCHEDULED GRADE BEAMS, WALLS AND SLABS, DETAIL REINFORCING AS FOLLOWS: A.CONCRETE BEAMS TO BE POURED INTEGRAL WITH SLAB. CONCRETE BEAMS TO BE POURED INTEGRAL WITH SLAB. B.SLAB ON GRADE SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS. SLAB ON GRADE SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS. C.CLASS A LAP BEAM TOP REINFORCING BARS AT MID SPAN. CLASS A LAP BEAM TOP REINFORCING BARS AT MID SPAN. D.CLASS A LAP BEAM BOTTOM REINFORCING BARS AT THE SUPPORTS. CLASS A LAP BEAM BOTTOM REINFORCING BARS AT THE SUPPORTS. E.PROVIDE CLASS B LAP AT OTHER LOCATION PENDING ENGINEER'S APPROVAL. PROVIDE CLASS B LAP AT OTHER LOCATION PENDING ENGINEER'S APPROVAL. F.PROVIDE STANDARD HOOKS IN TOP BARS AT CANTILEVER AND DISCONTINUOUS ENDS PROVIDE STANDARD HOOKS IN TOP BARS AT CANTILEVER AND DISCONTINUOUS ENDS OF BEAMS, WALLS AND SLABS. OF BEAMS, WALLS AND SLABS. G.PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS AT THE INSIDE AND PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS AT THE INSIDE AND OUTSIDE FACES OF INTERSECTING BEAMS OR WALLS. CORNER BARS ARE OUTSIDE FACES OF INTERSECTING BEAMS OR WALLS. CORNER BARS ARE NOT REQUIRED IF HORIZONTAL BARS ARE HOOKED. NOT REQUIRED IF HORIZONTAL BARS ARE HOOKED. H.PROVIDE 2-#4 DIAGONAL BARS AT ALL SLAB RE-ENTRANT CORNERS PROVIDE 2-#4 DIAGONAL BARS AT ALL SLAB RE-ENTRANT CORNERS PLACED UNDER THE TOP MAT OF STEEL. PLACED UNDER THE TOP MAT OF STEEL. I.WELDING OF REINFORCING STEEL WILL NOT BE PERMITTED UNLESS SPECIFICALLY SHOWN WELDING OF REINFORCING STEEL WILL NOT BE PERMITTED UNLESS SPECIFICALLY SHOWN ON DRAWINGS. ON DRAWINGS. 30.SUBMIT PROPOSED MIX DESIGNS IN ACCORDANCE WITH ACI 301, CHAPTER 3.9. EACH SUBMIT PROPOSED MIX DESIGNS IN ACCORDANCE WITH ACI 301, CHAPTER 3.9. EACH PROPOSED MIX DESIGN SHALL BE ACCOMPANIED BY A RECORD OF PAST PERFORMANCE BASED ON AT LEAST 30 CONSECUTIVE STRENGTH TESTS, OR BY THREE LABORATORY TRIAL MIXTURES WITH CONFIRMATION TESTS.
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1.ALL HOT ROLLED STEEL SHALL CONFORM TO ASTM A6. ALL HOT ROLLED STEEL SHALL CONFORM TO ASTM A6. 2.ASTM SPECIFICATION AND GRADES SHALL BE CLEARLY MARKED ON EACH MEMBER. ASTM SPECIFICATION AND GRADES SHALL BE CLEARLY MARKED ON EACH MEMBER. 3.ALL FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AISC "MANUAL OF STEEL ALL FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AISC "MANUAL OF STEEL CONSTRUCTION", LATEST EDITION. 4.ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE AISC "CODE OF ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 5.UNLESS NOTED OTHERWISE STEEL MEMBERS SHALL BE: UNLESS NOTED OTHERWISE STEEL MEMBERS SHALL BE: A.W-SHAPES SHALL CONFORM TO ASTM A992. ASTM A572 GRADE 50 MAY BE SUBSTITUTED W-SHAPES SHALL CONFORM TO ASTM A992. ASTM A572 GRADE 50 MAY BE SUBSTITUTED FOR A992. B.CHANNELS SHALL CONFORM TO ASTM (i) A36 (ii) A572, GRADE 50. CHANNELS SHALL CONFORM TO ASTM (i) A36 (ii) A572, GRADE 50. C. ANGLES SHALL CONFORM TO ASTM A36. ANGLES SHALL CONFORM TO ASTM A36. D.ROUND HOLLOW STRUCTURAL SHAPE MEMBERS SHALL CONFORM ROUND HOLLOW STRUCTURAL SHAPE MEMBERS SHALL CONFORM TO ASTM A500, GRADE B Fy=42 ksi OR GRADE C, Fy=46 ksi. TO ASTM A500, GRADE B Fy=42 ksi OR GRADE C, Fy=46 ksi. E.SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SHAPE MEMBERS SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SHAPE MEMBERS SHALL CONFORM TO ASTM A500 GRADE B, Fy=46ksi. F.STRUCTURAL STEEL PLATE SHALL CONFORM TO ASTM A36 OR STRUCTURAL STEEL PLATE SHALL CONFORM TO ASTM A36 OR ATSM A572 GRADE 50. G.ANY OTHER STEEL SHALL CONFORM TO ASTM A992 OR ASTM A572-50. ANY OTHER STEEL SHALL CONFORM TO ASTM A992 OR ASTM A572-50. 6.CONTRACTOR SHALL PROVIDE NECESSARY BRACING DURING STEEL ERECTION. CONTRACTOR SHALL PROVIDE NECESSARY BRACING DURING STEEL ERECTION. 7.STRUCTURAL STEEL SHALL BE NEW DOMESTIC STEEL AND SHALL CONFORM TO THE AISC STRUCTURAL STEEL SHALL BE NEW DOMESTIC STEEL AND SHALL CONFORM TO THE AISC "SPECIFICATION FOR THE DESIGN FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". 8.STEEL MEMBERS SHALL NOT BE SPLICED EXCEPT WHERE SHOWN ON THE DRAWINGS. STEEL MEMBERS SHALL NOT BE SPLICED EXCEPT WHERE SHOWN ON THE DRAWINGS. 9.ALL STEEL TO RECEIVE (2) COATS OF SHOP PAINT. ALL STEEL TO RECEIVE (2) COATS OF SHOP PAINT. 10.ALL STEEL BEAMS SHALL BE ERECTED WITH NATURAL CAMBER UP. ALL STEEL BEAMS SHALL BE ERECTED WITH NATURAL CAMBER UP. 11.SUBMITTAL: PROVIDE DRAWINGS SHOWING DETAILS FOR FABRICATION AND SHOP ASSEMBLY OF SUBMITTAL: PROVIDE DRAWINGS SHOWING DETAILS FOR FABRICATION AND SHOP ASSEMBLY OF MEMBERS, ERECTION PLANS AND DETAILS. INCLUDE DETAILS OF CONNECTIONS, CAMBER, WELD PROFILES AND SIZES AND SPACING. SHOP AND ERECTION DRAWINGS SHALL NOT BE MADE USING REPRODUCTIONS OF THE CONTRACT DRAWINGS.
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1.ALL MAJOR CONNECTIONS SUCH AS BEAM TO BEAM, BEAM TO COLUMN, BRACING, ETC. SHALL BE ALL MAJOR CONNECTIONS SUCH AS BEAM TO BEAM, BEAM TO COLUMN, BRACING, ETC. SHALL BE WITH 3/4" DIAMETER A325 HIGH STRENGTH BOLTS UNLESS NOTED OTHERWISE. BOLTS LESS THAN 3/4" DIAMETER SHALL CONFORM TO ASTM A-307. 2.UNFINISHED THREADED FASTENERS SHALL CONFORM TO ASTM A-307, GRADE A BOLTS AND NUTS UNFINISHED THREADED FASTENERS SHALL CONFORM TO ASTM A-307, GRADE A BOLTS AND NUTS WITH HEXAGONAL HEADS. UNFINISHED THREADED FASTENERS SHALL BE USED ONLY FOR BOLTED CONNECTIONS OF SECONDARY FRAMING MEMBERS TO PRIMARY MEMBERS, FOR TEMPORARY BRACING TO FACILITATE ERECTION, AND FOR ANCHORAGE TO CONCRETE OR MASONRY CONSTRUCTION. 3.WELDED CONSTRUCTION SHALL CONFORM TO AWS D-1.1, "STRUCTURAL WELDING CODE" LATEST 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 AWS AND AISC. ALL WELDED ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES PER AWS AND AISC. ALL WELDED CONNECTIONS SHALL DEVELOP THE FULL STRENGTH OF MEMBER UNLESS NOTED OTHERWISE. 5.ALL CONNECTIONS SHALL BE SHOP WELDED AND FIELD BOLTED UNLESS NOTED OTHERWISE, WELDED 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. 6.ALL SHOP JOINTS SHALL BE SEAL WELDED IN ADDITION TO STRENGTH WELDS. ALL SHOP JOINTS SHALL BE SEAL WELDED IN ADDITION TO STRENGTH WELDS. 7.ALL GUSSET PLATES SHALL BE 3/8" MINIMUM THICKNESS, UNLESS NOTED OTHERWISE. ALL GUSSET PLATES SHALL BE 3/8" MINIMUM THICKNESS, UNLESS NOTED OTHERWISE. 8.MINIMUM WELD SIZE SHALL BE 1/4" FILLET (UNO) ALL AROUND MEMBER (UNO). MINIMUM WELD SIZE SHALL BE 1/4" FILLET (UNO) ALL AROUND MEMBER (UNO). 9.ANY HOLES REQUIRED FOR FIELD ERECTION SHALL BE DRILLED OR PUNCHED. NO BURNING SHALL BE ANY HOLES REQUIRED FOR FIELD ERECTION SHALL BE DRILLED OR PUNCHED. NO BURNING SHALL BE PERMITTED UNLESS APPROVED BY ENGINEER. 10.ALL BEAM CONNECTIONS SHALL BE STANDARD AISC CLIP DOUBLE ANGLE CONNECTIONS WITH A ALL BEAM CONNECTIONS SHALL BE STANDARD AISC CLIP DOUBLE ANGLE CONNECTIONS WITH A MINIMUM CAPACITY OF 50% OF THE CAPACITY OF THE BEAM WITH UNIFORM LOAD UNLESS NOTED OTHERWISE. 11.ALL CLIP ANGLES ARE TO BE MINIMUM 5/16" THICKNESS, UNO. ALL CLIP ANGLES ARE TO BE MINIMUM 5/16" THICKNESS, UNO. 12.THE MINIMUM NUMBER OF ROWS OF BOLTS SHALL BE 1/6 OF THE BEAM DEPTH WITH ANY FRACTION THE MINIMUM NUMBER OF ROWS OF BOLTS SHALL BE 1/6 OF THE BEAM DEPTH WITH ANY FRACTION BE ROUNDED TO THE NEXT HIGHER NUMBER. 13.BOLTS SHALL BE "SNUG TIGHT" UNO. BOLTS SHALL BE "SNUG TIGHT" UNO. 14.SHORT SLOTTED HOLES SHALL BE PERMITTED PROVIDED WASHERS ARE INSTALLED IN ACCORDANCE SHORT SLOTTED HOLES SHALL BE PERMITTED PROVIDED WASHERS ARE INSTALLED IN ACCORDANCE WITH AISC REQUIREMENTS. WASHERS SHALL BE HARDENED WHERE A325 BOLTS ARE UTILIZED.
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JOB NO.
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R E V I S I O N S
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DATE
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BY
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DESCRIPTION
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NO.
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DRAWN BY:
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AEM
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SCALE: AS NOTED
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DATE: APRIL 2017
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CHK BY:
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RMIII
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APP BY:
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RMIII
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CHKD
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03/17
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AEM
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ISSUED FOR REVIEW
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A
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RMIII
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T
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A
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T
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S
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T
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F
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O
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S
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A
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E
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O
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F
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P
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S
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L
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L
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I
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N
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E
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C
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I
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N
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G
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100346
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~
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06/30/2017
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RAMIRO MUNOZ III, P.E. NO. 100346
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RAMIRO MUNOZ III
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04/17
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AEM
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ISSUED FOR PRICING
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B
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RMIII
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06/17
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BA
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ISSUED FOR CONSTRUCTION (2 REV 06-30-17)
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0
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RMIII
S1.1
STR
UC
TUR
AL
NO
TES
II
ABBREVIATIONS
WINDSTORM & CONSTRUCTION INSPECTION:
·
·
·
·
OPEN WEB STEEL JOISTS AND GIRDERS
COMPOSITE METAL DECK
170024
ED
R-S
TR
ON
GH
OLD
BU
ILD
ING
S4802 C
OU
NT
Y R
OA
D 69 R
OB
ST
OW
N, T
EX
AS
78380
CIVIL S
TRUCTU
RAL M
ARINE
TOPO
GRAP
HIC S
URVE
YING
TBPE
FIRM N
o. F-12240
PHONE: 361-946-4848
EMAIL: ram
@munozengrg.com
1608 S
. BR
OWNLEE
BLVD
.CORPU
S CHRISTI, TX, 78404
MUNOZ
ENGINEE
RING
MINIMUM NAILING SCHEDULE
WOOD FRAMING NOTES
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AB
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ABC
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ANCHOR BOLT
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AGGREGATE BASE COURSE
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ID
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IF
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INSIDE DIAMETER
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INSIDE FACE
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ADDL
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ADDITIONAL
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INV
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INVERT
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ADJ
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ADJUSTABLE
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JT
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JOINT
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AFF
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ABOVE FINISH FLOOR
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LLH
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LONG LEG HORIZONTAL
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AL
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ALUMINUM
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ALT
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ALTERNATE
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APPROX
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APPROXIMATE/APPROXIMATELY
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ARCH
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ARCHITECT/ARCHITECTURAL
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BLDG
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BUILDING
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LLV
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LONG LEG VERTICAL
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BO
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BOTTOM OF
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BOT
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BOTTOM
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BRG
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BEARING
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BTWN
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BETWEEN
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CA
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CONCRETE ANCHOR
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CHKD PL
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CHECKERED PLATE
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CIRC
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CIRCUMFERENTIAL
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CLR
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CLEAR
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CLSM
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CONTROLLED LOW STRENGTH MATERIAL
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LONG
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LONGITUDINAL
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LG
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LONG
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LP
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LOW POINT
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MATL
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MATERIAL
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MAX
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MAXIMUM
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MCJ
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MASONRY CONTROL JOINT
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CL
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CENTER LINE
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CMU
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CONCRETE MASONRY UNIT
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COL(S)
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COLUMN(S)
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CONC
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CONCRETE
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CONN
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CONNECTION
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CONST
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CONSTRUCTION
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CONT
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CONTINUOUS
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CRS
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COURSES
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CTR
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CENTER
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DBL
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DOUBLE
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DET
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DETAIL
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DIA
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DIAMETER
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DIAG
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DIAGONAL
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DEMO
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DEMOLISH/DEMOLITION
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DN
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DOWN
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DWG
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DRAWING
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EA
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EACH
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EF
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EACH FACE
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EL
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ELEVATION
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EQUIP
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EQUIPMENT
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EQ
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EQUAL
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EMBED
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EMBEDMENT
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EW
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EACH WAY
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EXIST
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EXISTING
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EXP
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EXPANSION
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f'c
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SPECIFIED CONCRETE STRENGTH
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f'm
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SPECIFIED MASONRY STRENGTH
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FIN
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FINISH/FINISHED
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FRP
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FIBER REINFORCED PLASTIC
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GA
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GAGE
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GALV
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GALVANIZED
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HT/HGT
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HEIGHT
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HAS
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HEADED ANCHOR STUD
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HORIZ
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HORIZONTAL
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HP
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HIGH POINT
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H1E
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HOOK ONE END
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H2E
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HOOK TWO ENDS
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MECH
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MECHANICAL
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MH
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MAN HOLE
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MIN
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MINIMUM
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MISC
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MISCELLANEOUS
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NO
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NUMBER
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NTS
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NOT TO SCALE
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OC
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ON CENTER
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OD
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OUTSIDE DIAMETER
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OF
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OUTSIDE FACE
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OH
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OPPOSITE HAND
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OPNG
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OPENING
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OPP
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OPPOSITE
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OPT
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OPTION/OPTIONAL
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R
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RISERS(S)
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RAD
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RADIUS
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REF
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REFERENCE/REFER
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REINF
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REINFORCEMENT
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REQ'D
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REQUIRED
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REV
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REVISE/REVISION
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RM
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ROOM
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SECT
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SECTION
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SHT
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SHEET
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SIM
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SIMILAR
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SPEC
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SPECIFIED/SPECIFICATION
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SQ
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SQUARE
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SS
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STAINLESS STEEL
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SST
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SIMPSON STRONG-TIE
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STA
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STATION
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STD
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STANDARD
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SYMM
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SYMMETRICAL
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T
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TREAD(S)
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TO
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TOP OF
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TOC
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TOP OF CONCRETE
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TOS
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TOP OF STEEL
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TOW
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TOP OF WALL
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TRAN
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TRANSVERSE
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TYP
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TYPICAL
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T&B
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TOP AND BOTTOM
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UNO
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UNLESS NOTED OTHERWISE
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VERT
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VERTICAL
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W
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WIDE
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W/
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WITH
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W/O
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WITHOUT
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WP
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WORKING POINT
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WWF
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WELDED WIRE FABRIC
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DIAMETER
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&
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AND
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@
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AT
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#
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NUMBER
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NG
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NATURAL GRADE
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BM
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BEAM
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RFI
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REQUEST FOR INFORMATION
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PEMB
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PRE-ENGINEERED METAL BUILDING
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FV
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FIELD VERIFY
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FD
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FLOOR DRAIN
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WF
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WIDE FLANGE
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NS/FS
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NEAR SIDE/FAR SIDE
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EJ
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EXPANSION JOINT
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GR
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GRADE
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INSUL
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INSULATION
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PL
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PLATE
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PLWD
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PLYWOOD
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PROP
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PROPOSED
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SC
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SHEAR CONNECTION
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TOM
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TOP OF MASONRY
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MANF'R
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MANUFACTURER
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MC
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MOMENT CONNECTION
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1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL NECESSARY DOCUMENTATION FOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL NECESSARY DOCUMENTATION FOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL NECESSARY DOCUMENTATION FOR ALL WINDOWS, DOORS, LOUVERS INDICATING TEST AND ALLOWABLE PRESSURES, STATING THAT THEY HAVE BEEN APPROVED BY TEXAS DEPARTMENT OF INSURANCE (TDI) THROUGH THEIR SUBMITTAL PROCESS FOR INSTALLATION IN HIGH WIND PRONE AREAS. 2.ALL CUSTOM BUILT DOORS AND WINDOWS MUST BE TESTED BY A CERTIFIED TESTING FACILITY AS ALL CUSTOM BUILT DOORS AND WINDOWS MUST BE TESTED BY A CERTIFIED TESTING FACILITY AS APPROVED BY THE TDI PRIOR TO RECEIVING ANY CERTIFICATION. 3.CONFORMANCE WITH TEXAS DEPARTMENT OF INSURANCE (TDI)-PRODUCT EVALUATIONS, MIAMI-DADE CONFORMANCE WITH TEXAS DEPARTMENT OF INSURANCE (TDI)-PRODUCT EVALUATIONS, MIAMI-DADE COUNTY-PRODUCT APPROVALS OR FLORIDA BUILDING-PRODUCT APPROVAL IS REQUIRED FOR ROOFING SYSTEM. 4.THE ENGINEER OF RECORD SHALL BE NOTIFIED TO OBSERVE THE INITIAL INSTALLATION OF ALL THE THE ENGINEER OF RECORD SHALL BE NOTIFIED TO OBSERVE THE INITIAL INSTALLATION OF ALL THE ASSEMBLIES INVOLVING THE BUILDING ENVELOPE OR ELEMENTS RESISTING WIND PRESSURES. 5.ROOF TOP EQUIPMENT, FANS, VENTS, CURBS AND FLASHING SHALL BE SECURED TO STRUCTURE ROOF TOP EQUIPMENT, FANS, VENTS, CURBS AND FLASHING SHALL BE SECURED TO STRUCTURE AND RESIST THE DESIGN PRESSURES PROVIDED. SUBMITTALS SHOWING ATTACHMENT SHALL BE SEALED BY A TEXAS LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL CLEARLY INDICATE WIND PRESSURE USED AND PROVIDE ADEQUATE DETAILS AND INFORMATION OF ATTACHMENT TO STRUCTURE OR FRAMING. 6.THE TESTING LAB SHALL PROVIDE TESTING AND INSPECTION SERVICES FOR ALL ITEMS LISTED IN THE TESTING LAB SHALL PROVIDE TESTING AND INSPECTION SERVICES FOR ALL ITEMS LISTED IN CHAPTER 17 OF THE 2009 INTERNATIONAL BUILDING CODE. RE-INSPECT AS REQUIRED UNTIL ALL ITEMS PASS INSPECTION. 7.WINDSTORM INSPECTION(S): WINDSTORM INSPECTION(S): FOOTINGS (100% COMPLETE) FOUNDATION REINFORCEMENT PRIOR TO CONCRETE PLACEMENT (100% COMPLETE) CONCRETE AND GROUTING (BY TESTING LAB) STEEL ERECTION & CONNECTIONS (50% & 100% COMPLETE) ANY RE-INSPECTION RESULTING FROM A FAILED INSPECTION SHALL BE BILLED TO CONTRACTOR AT A RATE OF $450.00 EACH TRIP UNTIL THE AREA OF WORK BEING INSPECTED IS APPROVED.
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1.ALL STEEL FOR JOIST SHALL CONFORM TO THE STEEL JOIST INSTITUTE REQUIREMENTS FOR K-SERIES ALL STEEL FOR JOIST SHALL CONFORM TO THE STEEL JOIST INSTITUTE REQUIREMENTS FOR K-SERIES OPEN WEB JOIST, LH SERIES, AND VS SERIES STEEL JOIST, MINIMUM 50,000 PSI YIELD PT. 2.JOIST MANUFACTURER SHALL DESIGN BOTTOM CHORDS OF ALL OPEN WEB JOISTS AND JOIST GIRDERS JOIST MANUFACTURER SHALL DESIGN BOTTOM CHORDS OF ALL OPEN WEB JOISTS AND JOIST GIRDERS TO SUPPORT A 50LB LOAD LOCATED ANYWHERE ALONG THE LENGTH OF THE CHORD. 3.HANGERS FOR MECHANICAL EQUIPMENT WITH REACTIONS IN EXCESS OF 50LBS MUST BE LOCATED AT HANGERS FOR MECHANICAL EQUIPMENT WITH REACTIONS IN EXCESS OF 50LBS MUST BE LOCATED AT THE PANELS POINTS OF THE JOISTS. PROVIDE JOIST REINFORCING IN ACCORDANCE WITH THE TYPICAL DETAILS WHERE HANGERS ARE REQUIRED TO BE LOCATED MORE THAN 4" FROM THE JOIST PANEL POINTS. 4.JOISTS SHALL BE CONNECTED TO THEIR SUPPORTS IN ACCORDANCE WITH SJI SPECIFICATIONS AND AS JOISTS SHALL BE CONNECTED TO THEIR SUPPORTS IN ACCORDANCE WITH SJI SPECIFICATIONS AND AS INDICATED BY THE JOIST MANUFACTURER. 5.SHOP PAINTING: JOISTS SHALL RECEIVE ONE COAT OF FABRICATOR'S STANDARD RED OXIDE PRIMER. SHOP PAINTING: JOISTS SHALL RECEIVE ONE COAT OF FABRICATOR'S STANDARD RED OXIDE PRIMER. 6.ALL STEEL JOISTS BEARING ON STEEL HAVE A MINIMUM 2 1/2" BEARING LENGTH AND SHALL BE ALL STEEL JOISTS BEARING ON STEEL HAVE A MINIMUM 2 1/2" BEARING LENGTH AND SHALL BE WELDED TO THE STEEL WITH 2 WELDS AT EACH END, EACH 1" LONG JOIST BEARING LESS THAN 2 1/2" SHALL BE DESIGNED BY THE JOIST SUPPLIER TO RESIST THE INCREASED STRESS. THE JOIST SUPPLIER SPECIFY SPECIAL JOIST SEATS AND ANCHORAGE REQUIREMENTS FOR DEFICIENT BEARING. 7.ALL STEEL JOISTS SHALL BE MANUFACTURED BY VULCRAFT, SM1 OR CMC UNLESS OTHERWISE ALL STEEL JOISTS SHALL BE MANUFACTURED BY VULCRAFT, SM1 OR CMC UNLESS OTHERWISE APPROVED BY ENGINEER. 8.SUBMITTALS: SUBMIT SHOW DRAWINGS INCLUDING SETTING PLANS AND SHOP TICKETS INDICATING SUBMITTALS: SUBMIT SHOW DRAWINGS INCLUDING SETTING PLANS AND SHOP TICKETS INDICATING STANDARD DESIGNATIONS, BRIDGING, CAMBER, MATERIAL STRENGTHS, SPACING, JOIST SEAT EXTENSIONS AND CONNECTION DETAILS. SUBMIT CALCULATIONS FOR ALL JOIST FOR WHICH STANDARD LOAD TABLES ARE NOT APPLICABLE. CALCULATIONS MUST BE SUBMITTED UPON DELIVERY OF JOISTS TO JOB SITE. CALCULATIONS SHALL BE SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF TEXAS. CALCULATIONS WILL BE RETAINED FOR THE ENGINEER'S FILE AND SHALL NOT BE APPROVED OR RETURNED.
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1.THE METAL FLOOR DECK FUNCTIONS AS A STRUCTURAL ELEMENT IN RESISTING LATERAL FORCES AND THE METAL FLOOR DECK FUNCTIONS AS A STRUCTURAL ELEMENT IN RESISTING LATERAL FORCES AND PROVIDES OVERALL STABILITY FOR THE BUILDING AND ERECTION BRACES SHALL NOT BE REMOVED UNTIL ALL STEEL DECK IS FASTENED IN PLACE. 2.ROOF DECK SHALL BE: ROOF DECK SHALL BE: 1", 24 GAGE, TYPE C, GALVANIZED (G-90), WITH THE FOLLOWING PROPERTIES: lp/ln = 0.057/0.059 in4/ft Sp/Sn = 0.098/0.103 in3/ft Fy = 60 ksi 3.CONNECTIONS: CONNECTIONS: A. PERPENDICULAR SUPPORTS: (4) 3/4" EFFECTIVE DIAMETER FUSION WELDS PER SHEET (36" MAX) B. PARALLEL SUPPORTS: 3/4" EFFECTIVE DIAM. PUDDLE WELDS AT 12" OC C. SIDE LAPS: SHALL BE BY WELDING, SHEET METAL SCREWS OR BUTTON PUNCHING AT A MAXIMUM OF ONE-HALF OF 36", WHICH IS LESS, UNLESS NOTED OTHERWISE. 4.HEADED STUD ANCHORS USED AS SHEAR CONNECTORS FOR COMPOSITE BEAMS SHALL BE AWS D1.1 TYPE B HEADED STUD ANCHORS USED AS SHEAR CONNECTORS FOR COMPOSITE BEAMS SHALL BE AWS D1.1 TYPE B TABLE 7.1) STUDS MANUFACTURED IN CONFORMANCE WITH SPECIFICATION ASTM A 29 WITH A MINIMUM YIELD STRENGTH OF 64,000 PSI. 5.THE CONTRACTOR SHALL PROVIDE CONTINUOUS STEEL SUPPORT FOR THE PERIMETER OF ALL METAL DECK THE CONTRACTOR SHALL PROVIDE CONTINUOUS STEEL SUPPORT FOR THE PERIMETER OF ALL METAL DECK ROOF DECKS. 6.DECK SHALL BE CONTINUOUS OVER THREE OR MORE SUPPORTS SO NOT AS TO REQUIRE ANY INTERMEDIATE DECK SHALL BE CONTINUOUS OVER THREE OR MORE SUPPORTS SO NOT AS TO REQUIRE ANY INTERMEDIATE SHORING TO SUPPORT CONSTRUCTION LOADS AND WET CONCRETE, UNLESS NOTED OTHERWISE. DECK CONTINUOUS OVER FEWER THAN THREE SUPPORTS SHALL BE SHORED FROM THE SUPPORTING BEAMS. 7.SHEET STEEL FOR GALVANIZED ROOF DECK AND ACCESSORIES SHALL CONFORM TO ASTM A653-94, SHEET STEEL FOR GALVANIZED ROOF DECK AND ACCESSORIES SHALL CONFORM TO ASTM A653-94, STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 33 ksi. GALVANIZING SHALL CONFORM TO ASTM A924-94 WITH A MINIMUM COATING OF G90 AS DEFINED IN A653-94. 8.PLACE DECK PANELS ON STRUCTURAL SUPPORTS AND ADJUST TO FINAL POSITION WITH ENDS LAPPED 4" PLACE DECK PANELS ON STRUCTURAL SUPPORTS AND ADJUST TO FINAL POSITION WITH ENDS LAPPED 4" OVER STRUCTURAL SUPPORTS. PROVIDE MINIMUM END BEARING OF 2" (UNO). 9.MECHANICAL, ELECTRICAL AND PLUMBING SYSTEMS SHALL NOT BE SUPPORTED BY THE METAL DECK. MECHANICAL, ELECTRICAL AND PLUMBING SYSTEMS SHALL NOT BE SUPPORTED BY THE METAL DECK. 10.SUBMITTAL: SUBMIT DECK LAYOUT PLANS AND DETAILS INDICATING DECK TYPE, FASTENING METHODS AND SUBMITTAL: SUBMIT DECK LAYOUT PLANS AND DETAILS INDICATING DECK TYPE, FASTENING METHODS AND LAYOUT, SUPPORT LOCATIONS, PROJECTIONS, OPENINGS AND REINFORCEMENT, AND ANY OTHER PERTINENT DETAILS AND ACCESSORIES.
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JOB NO.
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R E V I S I O N S
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DATE
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BY
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DESCRIPTION
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NO.
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DRAWN BY:
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AEM
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SCALE: AS NOTED
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DATE: APRIL 2017
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CHK BY:
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RMIII
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APP BY:
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RMIII
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CHKD
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03/17
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AEM
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ISSUED FOR REVIEW
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A
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RMIII
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T
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A
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T
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S
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T
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P
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L
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L
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I
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N
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E
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C
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I
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N
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G
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100346
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06/30/2017
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RAMIRO MUNOZ III, P.E. NO. 100346
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RAMIRO MUNOZ III
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04/17
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AEM
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ISSUED FOR PRICING
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B
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RMIII
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06/17
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BA
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ISSUED FOR CONSTRUCTION (2 REV 06-30-17)
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0
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RMIII
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RIM JOIST TO TOP PLATE, TOE NAIL
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8d
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6" OC
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3 - 10d
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CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL
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3 - 10d
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CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL
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4 - 8d
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CONTINUOUS HEADER TO STUD, TOE NAIL
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3 - 8d
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CEILING JOIST TO TOP PLATE, TOE NAIL
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16" OC ALONG EACH EDGE
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16d
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CONTINUED HEADER, TWO PIECES
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BUILT-UP HEADER, TWO PIECES WITH 1/2" SPACER
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16d
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16" OC ALONG EACH EDGE
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TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS, FACE NAIL
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2 - 10d
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RAFTER TO PLATE, TOE NAIL
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2 - 16d
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1" BRACE TO EACH STUD AND PLATE, FACE NAIL
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2 - 8d 2 STAPLES, 1 3/4"
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1" x 6" SHEATHING TO EACH BEARING, FACE NAIL
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2 - 8d 2 STAPLES, 1 3/4"
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1" x 8" SHEATHING TO EACH BEARING, FACE NAIL
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2 - 8d 3 STAPLES, 1 3/4"
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WIDER THAN 1" x 8" SHEATHING TO EACH BEARING, FACE NAIL
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3 - 8d 4 STAPLES, 1 3/4"
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10d
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BUILT-UP CORNER STUDS
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BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
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10d
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NAIL EACH LAYER AS FOLLOW: 32" OC AT TOP & BOTTOM STAGGERED. TWO NAILS AT ENDS & AT EACH SPLICE
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2" PLANKS
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2 - 16d
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AT EACH BEARING
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ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS: TOE NAIL FACE NAIL
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4 - 16d 3 - 16d
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RAFTER TIES TO RAFTERS, FACE
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3 - 8d
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JOIST TO SILL OR GIRDER, TOE NAIL
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DESCRIPTION OF BUILDING ELEMENTS
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NUMBER AND TYPE OF FASTENER
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SPACING OF FASTENERS
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1" X 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL
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2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL
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3 - 8d
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2 - 8d 2 STAPLES, 1 3/4"
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2 - 16d
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SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
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16d
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16" OC
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2 - 16d
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TOP OR SOLE PLATE TO STUD, END NAIL
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DOUBLE STUD, FACE NAIL
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10d
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24" OC
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SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANELS
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3 -16d
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16" OC
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DOUBLE TOP PLATE, MIN. 24" OFFSET OF END JOINTS, FACE NAIL IN LAPPED AREA
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8 -16d
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BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAIL
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3 -8d
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STUD TO SOLE PLATE, TOE NAIL
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4 - 16d
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1.ALL WOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH AITC STANDARDS. ALL WOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH AITC STANDARDS. 2.ALL FRAMING SHALL BE IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. ALL FRAMING SHALL BE IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. 3.NOTIFY ENGINEER IMMEDIATELY IF BOTTOM CHORD OF ROOF TRUSSES OR JOISTS DO NOT BEAR DIRECTLY ON NOTIFY ENGINEER IMMEDIATELY IF BOTTOM CHORD OF ROOF TRUSSES OR JOISTS DO NOT BEAR DIRECTLY ON TOP OF LOAD BEARING WALLS. 4.REFER TO BEAM SCHEDULE FOR ELEVATIONS OF HEADERS WITHIN LOAD BEARING WALLS. REFER TO BEAM SCHEDULE FOR ELEVATIONS OF HEADERS WITHIN LOAD BEARING WALLS. 5.ALL VERSA-LAM BEAMS SHALL HAVE A MINIMUM OF 3 " BEARING AT EACH END. ALL VERSA-LAM BEAMS SHALL HAVE A MINIMUM OF 3 " BEARING AT EACH END. 12" BEARING AT EACH END. 6.ALL BEAMS FRAMING TO WALLS ARE TO BE SUPPORTED BY A MINIMUM OF (3) 2x4 STUDS UNLESS ALL BEAMS FRAMING TO WALLS ARE TO BE SUPPORTED BY A MINIMUM OF (3) 2x4 STUDS UNLESS OTHERWISE NOTED. 7.PROVIDE 2x6 COLLAR TIES 32" OC IN THE UPPER THIRD OF THE RAFTERS, UNLESS OTHERWISE NOTED. PROVIDE 2x6 COLLAR TIES 32" OC IN THE UPPER THIRD OF THE RAFTERS, UNLESS OTHERWISE NOTED. 8.RIDGE AND VALLEY FRAMING MEMBERS TO BE SUPPORTED EVERY 4'-0" (MINIMUM). RIDGE AND VALLEY FRAMING MEMBERS TO BE SUPPORTED EVERY 4'-0" (MINIMUM). 9.ALL LOAD BEARING PORTIONS SHALL RECEIVE A DOUBLE 2X TOP PLATE AND LAP AT CORNERS. ALL LOAD BEARING PORTIONS SHALL RECEIVE A DOUBLE 2X TOP PLATE AND LAP AT CORNERS. 10.INSTALL ALL BLOCKING NECESSARY FOR ATTACHING ALL FINISHES SUCH AS GYPSUM. INSTALL ALL BLOCKING NECESSARY FOR ATTACHING ALL FINISHES SUCH AS GYPSUM. 11.FRAMING LUMBER SHALL BE SURFACED FOUR (4) SIDES (S4S) AND WITH MAXIMUM MOISTURE CONTENT OF 19 FRAMING LUMBER SHALL BE SURFACED FOUR (4) SIDES (S4S) AND WITH MAXIMUM MOISTURE CONTENT OF 19 PERCENT SOUTHERN YELLOW PINE NO. 2 GRADE FOR 2" TO 4" THICK, 5" AND WIDER, AND FOR ALL SIZE LINTELS AND POSTS, AND ROUGH-SAWN SOUTHERN PINE = 1 SR FOR 5" AND THICKER UNO. 12.ALL BOLT HOLES SHALL BE 1/16" LARGER THAN THE BOLT SIZE. ALL BOLT HOLES SHALL BE 1/16" LARGER THAN THE BOLT SIZE. 13.INSTALL PLYWOOD SHEATHING OR WOOD DECKING WITH A MINIMUM 3/16" SPACE BETWEEN EACH. INSTALL PLYWOOD SHEATHING OR WOOD DECKING WITH A MINIMUM 3/16" SPACE BETWEEN EACH. 14.THE NUMBER AND SIZE OF NAILS USED TO CONNECT WOOD MEMBERS SHALL BE IN ACCORDANCE TO TABLE THE NUMBER AND SIZE OF NAILS USED TO CONNECT WOOD MEMBERS SHALL BE IN ACCORDANCE TO TABLE R602.3 OF THE IRC UNLESS OTHERWISE NOTED. MULTIPLE STUDS SHALL BE GLUED AND NAILED WITH 10D NAILS 24" OC. MULTIPLE JOIST SHALL BE GLUED AND NAILED WITH 3-16D NAILS 12" OC. THERE SHALL BE NO SPLICES UNLESS LUMBER MILL MANUFACTURED. 15.EXTERIOR SIDE PERIMETER WALLS SHALL BE SHEATHED USING A MINIMUM OF 15/32" STRUCTURAL SHEATHING, APA EXTERIOR SIDE PERIMETER WALLS SHALL BE SHEATHED USING A MINIMUM OF 15/32" STRUCTURAL SHEATHING, APA RATED, EXPOSURE I, WITH 10d (GALV) NAILS AT 6" EDGE AND 12" FIELD. 16.INTERIOR SIDE OF PERIMETER WALLS MINIMUM OF 1/2" GYPSUM BOARD WITH 5d COOLER (GALV) NAILS AT 4" EDGE INTERIOR SIDE OF PERIMETER WALLS MINIMUM OF 1/2" GYPSUM BOARD WITH 5d COOLER (GALV) NAILS AT 4" EDGE AND 7" FIELD. 17.ALL INTERIOR NON-SHEAR WALLS SHALL BE SHEATHED USING A MINIMUM OF 5/8" GYPSUM BOARD WITH 5d ALL INTERIOR NON-SHEAR WALLS SHALL BE SHEATHED USING A MINIMUM OF 5/8" GYPSUM BOARD WITH 5d COOLER (GALV) NAILS AT 7" EDGE AND 7" FIELD. 18.ROOF SHEATHING SHALL BE A MINIMUM OF 15/32" STRUCTURAL I SHEATHING, APA RATED, EXPOSURE 1, (WITH ROOF SHEATHING SHALL BE A MINIMUM OF 15/32" STRUCTURAL I SHEATHING, APA RATED, EXPOSURE 1, (WITH RADIANT BARRIER) WITH 8d (GALV) NAILS AT 6" EDGE AND 12" FIELD. 19.WALL SHEATHING SHALL BE CONTINUOUS TO BOTTOM OF ROOF. WALL SHEATHING SHALL BE CONTINUOUS TO BOTTOM OF ROOF. 20.ALL FRAMING TIMBER SHALL BE AS FOLLOWS: ALL FRAMING TIMBER SHALL BE AS FOLLOWS: ALL WALLS - SOUTHERN YELLOW PINE NO.2 OR STUD GRADE (MIN) ALL RAFTERS - SOUTHERN YELLOW PINE NO.2 (MIN) HEADERS - SOUTHERN YELLOW PINE NO.2 (MIN) TOP PLATE - SOUTHERN YELLOW PINE NO.2 (MIN) SOLE PLATE - SOUTHERN YELLOW PINE NO.2 (TREATED) (MIN) MISC. BRACING - SOUTHERN YELLOW PINE NO.2 (MIN) ALL PLYWOOD SHALL MINIMUM BE C-C PLUGGED, STRUCTURAL SHEATHING, EXPOSURE I 21.ALL FRAMING EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE TREATED. ALL FRAMING EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE TREATED. 22.FOR ALL EXTERIOR WALL STUD CONNECTIONS TO 2x SOLE PLATE USE SIMPSON STRONG-TIE SP1. FOR ALL EXTERIOR WALL STUD CONNECTIONS TO 2x SOLE PLATE USE SIMPSON STRONG-TIE SP1. 23.FOR ALL EXTERIOR WALL STUD CONNECTIONS TO 2X DOUBLE TOP PLATE USE SIMPSON STRONG-TIE SP2. FOR ALL EXTERIOR WALL STUD CONNECTIONS TO 2X DOUBLE TOP PLATE USE SIMPSON STRONG-TIE SP2. 24.ALL PLATES, ANCHORS, NAILS, BOLTS, NUTS, WASHERS AND OTHER HARDWARE EXPOSED TO WEATHER SHALL ALL PLATES, ANCHORS, NAILS, BOLTS, NUTS, WASHERS AND OTHER HARDWARE EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED. 25.ALL EXTERIOR WALLS SHALL HAVE SIMPSON STRONG-TIE HTT5 ANCHOR AT EACH CORNER, UNO. ALL EXTERIOR WALLS SHALL HAVE SIMPSON STRONG-TIE HTT5 ANCHOR AT EACH CORNER, UNO. 26.ALL INTERIOR SHEARWALLS ARE TO BE ANCHORED AS SHOWN ON SHEARWALL PLAN. ALL INTERIOR SHEARWALLS ARE TO BE ANCHORED AS SHOWN ON SHEARWALL PLAN. 27.ROOF TRUSS SHALL BE STRAPPED USING SIMPSON STRONG TIE H10A (TYP)(UNO) OR AS DETERMINED BY ROOF TRUSS SHALL BE STRAPPED USING SIMPSON STRONG TIE H10A (TYP)(UNO) OR AS DETERMINED BY TRUSS MANUFACTURER. 28.ALL RAFTER HURRICANE STRAPS SHALL BE SIMPSON STRONG TIE H2.5A (TYP)(UNO). ALL RAFTER HURRICANE STRAPS SHALL BE SIMPSON STRONG TIE H2.5A (TYP)(UNO). 29.ALL HANGERS, STRAPS, CLIPS AND TIE DOWNS SHALL BE SIMPSON STRONG TIES UNLESS APPROVED ALL HANGERS, STRAPS, CLIPS AND TIE DOWNS SHALL BE SIMPSON STRONG TIES UNLESS APPROVED OTHERWISE.
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CANT
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CANTILEVER
FOUNDATION PLAN1
S2.0
FOU
ND
ATI
ON
PLA
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170024
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CIVIL S
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FIRM N
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PHONE: 361-946-4848
EMAIL: ram
@munozengrg.com
1608 S
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OWNLEE
BLVD
.CORPU
S CHRISTI, TX, 78404
MUNOZ
ENGINEE
RING
LEGEND & NOTES
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S2.0
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SCALE: 1/16" = 1'-0"
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A
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6.1
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A.3
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A.6
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B
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B.3
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B.6
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C
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C.3
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C.5
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C.7
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D
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D.3
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D.5
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D.7
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E
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E.3
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E.7
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F
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F.3
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F.7
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G
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F.9
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6
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5.5
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5
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4.5
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4
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3.5
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3
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2.1
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2
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1
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1.1
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FTG3
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FTG3
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FTG2
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BP3
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BP4
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C1 BP1
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EXISTING 5 TON BRIDGE CRANE
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EX FTG (8'x5')
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EX FTG (8'x5')
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EX FTG (8'x5')
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EX FTG (8'x5')
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EX FTG (8'SQ)
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EX FTG (8'SQ)
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EX FTG (8'SQ)
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EX FTG (8'SQ)
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EX FTG (8'SQ)
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EX FTG (8'SQ)
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BP3
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FTG3
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FTG2
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BP4
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BP3
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FTG2
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FTG1
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FTG1
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FTG1
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BP3
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BP2
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BP2
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BP2
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C1 BP1
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C1 BP1
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C1 BP1
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BP4
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BP5
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BP5
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BP5
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FTG3
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EDGE OF PANEL
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JOB NO.
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R E V I S I O N S
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DATE
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BY
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DESCRIPTION
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NO.
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DRAWN BY:
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AEM
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SCALE: AS NOTED
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DATE: APRIL 2017
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CHK BY:
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RMIII
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APP BY:
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RMIII
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CHKD
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03/17
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AEM
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ISSUED FOR REVIEW
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A
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RMIII
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T
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A
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T
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S
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T
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F
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O
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E
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S
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A
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X
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E
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E
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S
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O
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F
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E
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S
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R
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P
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S
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L
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L
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I
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N
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E
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C
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I
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N
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O
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A
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I
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G
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N
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D
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E
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R
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N
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E
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E
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100346
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~
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06/30/2017
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RAMIRO MUNOZ III, P.E. NO. 100346
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RAMIRO MUNOZ III
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04/17
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AEM
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ISSUED FOR PRICING
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B
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RMIII
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06/17
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BA
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ISSUED FOR CONSTRUCTION (2 REV 06-30-17)
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0
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RMIII
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C1 - W8x24 C2 - HSS5x5x1/4
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DRILL 3/4" THRU ENTIRE SLAB TO MIN 18" TODETERMINE SLAB THICKNESS. IF SLAB THICKNESS IS DETERMINED TO BE LESS THAN 12", A RETRO-FITTED FOOTING WILL BE REQUIRED. PROVIDE A $20,000 ALLOWANCE UNTIL THAT TIME FOR FOUNDATION.
3" COMPOSITE DECK CONSISTING OF 2" OF NWT CONCRETE OVER A 1" DEEP FORM DECK REINF WITH 6x6 W2.9xW2.9
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1
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1.ALL WOOD FRAMING SHALL BE FIRE TREATED ALL WOOD FRAMING SHALL BE FIRE TREATED (RATED) ALONG WITH DECKING FOR WORK INSIDE WAREHOUSE AREA. 2.ALL WOOD FRAMING SHALL BE SOUTHERN PINE ALL WOOD FRAMING SHALL BE SOUTHERN PINE NO. 2. 3.ALL WOOD FRAMING AT EXTERIOR CANOPY SHALL ALL WOOD FRAMING AT EXTERIOR CANOPY SHALL BE TREATED,
FOOTING DETAIL (TYP)1
BASE PLATE DETAIL (BP4)6
BASE PLATE DETAIL (BP2)4BASE PLATE DETAIL (BP1)3
BASE PLATE DETAIL (BP3)5 BASE PLATE DETAIL (BP5)7
COLUMN PLACEMENT DETAIL2
7
S2.1
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GH
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BU
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S4802 C
OU
NT
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D 69 R
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N, T
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78380
CIVIL S
TRUCTU
RAL M
ARINE
TOPO
GRAP
HIC S
URVE
YING
TBPE
FIRM N
o. F-12240
PHONE: 361-946-4848
EMAIL: ram
@munozengrg.com
1608 S
. BR
OWNLEE
BLVD
.CORPU
S CHRISTI, TX, 78404
MUNOZ
ENGINEE
RING
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PLAN
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SCALE: 1/2" = 1'-0" (11-REQ'D)
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S2.1
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BOTTOM MAT REINF PER TABLE
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3" CLR
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3" CLR
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COMPACTED IN-SITU SOIL (PROOF-ROLLED)
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SECTION
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CL FOOTING CL COLUMN
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CL FOOTING CL COLUMN
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MARK
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FOOTING SCHEDULE
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FTG1
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FTG2
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SIZE
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4'-0"x4'-0"x0'-14"
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WIDTHxLENGTHxDEPTH
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5'-0"x5'-0"x0'-16"
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REINFORCEMENT (BOT UNO)
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REMARKS
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6-#5 EW
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7-#6 EW
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2" THK NON-SHRINK GROUT
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ADDED REINFORCING AS REQUIRED
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SLAB-ON-FILL
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#4 EACH SIDE
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1/4" THK JOINT FILLER MATERIAL
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HSS4
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NOTES: 1. GENERAL CONTRACTOR TO COORDINATE REQUIRED SIZE OF BLOCKOUT FOR STRUCTURAL STEEL COLUMNS WITH STEEL ERECTOR. SUBMIT THE DESIRED BLOCKOUT SIZE TO ARCHITECT/ENGINEER FOR APPROVAL. 2. PROVIDE 3" MINIMUM CONCRETE COVER ALL AROUND COLUMN, AND BASE PLATE. 3. CONSTRUCTION JOINTS AND REINFORCING MUST BE INSTALLED AS IF BLOCKOUT FOR COLUMN WAS TO OCCUR. CONTRACTOR MAY FLOAT FROM AND POUR AT ONE TIME HOWEVER, SAW CUTS MAY NOT EXTEND BEYOND DIAMOND CONSTRUCTION JOINTS. 3. ROD THREADS AT THE EMBEDDED END SHALL BE STRIKED AT TWO PLACES DIRECTLY BELOW THE HEAVY HEX NUT. 4. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE TIGHTENED TO A "SNUG TIGHT" CONDITION AS DEFINED BY AISC AFTER THE CONCRETE IS AT LEAST 14 DAYS OLD. 5. THE HOLE IN THE PLATE WASHER SHALL BE 1/16" LARGER THAN THE BOLT DIAMETER.
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NOTE: CONCRETE IN BLOCKOUT SHALL BE REINFORCED TO BE EQUIVALENT TO SPECIFIED PROJECT SLAB REINFORCING BUT MAXIMUM SPACING SHALL NOT EXCEED 12"
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SLAB-ON-FILL
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BLOCKOUT SLAB FOR INSTALLATION OF COLUMN POUR BLOCKOUT AREA AFTER COLUMN IS INSTALLED
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HSS5
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FTG3
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6'-0"x6'-0"x0'-18"
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8-#7 EW
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#4 @ 12" OCEW
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X
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SCALE: 1" = 1'-0"
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(3-PLACES)
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HSS5 COL
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5/16
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CLCOL COL & PL
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CL COL
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1/2" GUSSET PL CTR'D ON COL
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5/16
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TYP
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PL 1" W/ (6) 3/4" ABx 18" LG A36 ALL THREAD RODS W/ 12" EMBED (TYP)
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CL PL
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S2.1
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S2.1
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SCALE: 1" = 1'-0"
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(3-PLACES)
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HSS5 COL
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1/4
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CL PL & COL
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CL PL & COL
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PL 3/4" W/ (4) 5/8" ABx 18" LG A36 ALL THREAD W/ 12" EMBED (TYP)
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S2.1
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SCALE: 1" = 1'-0"
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(4-PLACES)
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W8 COL
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PL 1/2" W/ (4) 3/4" AB x 9" LG A36 ALL THREAD, DRILL & EPOXY USING SST SET-XP W/ 4 1/2" EMBED (TYP)
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CL PL & COL
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5/16
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CL COL
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CL PL
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S2.1
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SCALE: 1" = 1'-0"
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(3-PLACES, 1-SIM)
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HSS5 COL
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1/4
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CL PL & COL
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CL PL & COL
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PL 1" W/ (4) 3/4" ABx 22" LG A36 ALL THREAD W/ 16" EMBED (TYP)
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S2.1
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SCALE: 1" = 1'-0"
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(3-PLACES)
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CL PL & COL
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CL COL
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CL PL
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HSS5 COL
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1/4
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PL 1" W/ (4) 3/4" x 14" LGA36 ALL THREAD RODS, DRILL & EPOXY 10" INTO CONC USING SST SET-XP (TYP)
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SCALE: 1/2" = 1'-0"
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S2.1
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HSS5
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BP5 SEE
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S2.1
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EXIST TILT WALL PANEL
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GRADE BEAM (BEYOND)
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EXIST SLAB
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BEAM SIZE HAS CONFLICTING INFORMATION ON AS-BUILT DRAWINGS AND WILL NEED TO BE FIELD VERIFIED AS NOTED ON PLAN SHEET S2.0
3" COMPOSITE DECK CONSISTING OF 2" OF NWT CONCRETE OVER A 1" DEEP FORM DECK REINF WITH 6x6 W2.9xW2.9
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1
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1.ALL WOOD FRAMING SHALL BE FIRE TREATED ALL WOOD FRAMING SHALL BE FIRE TREATED (RATED) ALONG WITH DECKING FOR WORK INSIDE WAREHOUSE AREA. 2.ALL WOOD FRAMING SHALL BE SOUTHERN PINE ALL WOOD FRAMING SHALL BE SOUTHERN PINE NO. 2. 3.ALL WOOD FRAMING AT EXTERIOR CANOPY SHALL ALL WOOD FRAMING AT EXTERIOR CANOPY SHALL BE TREATED,
MEZZANINE FLOOR FRAMING PLAN1
6
5
10
1112
5
62
S3.1
ME
ZZA
NIN
E F
LOO
RFR
AM
ING
PLA
N II
170024
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BU
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S4802 C
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D 69 R
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N, T
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78380
CIVIL S
TRUCTU
RAL M
ARINE
TOPO
GRAP
HIC S
URVE
YING
TBPE
FIRM N
o. F-12240
PHONE: 361-946-4848
EMAIL: ram
@munozengrg.com
1608 S
. BR
OWNLEE
BLVD
.CORPU
S CHRISTI, TX, 78404
MUNOZ
ENGINEE
RING
MEZZANINE FLOOR FRAMING PLAN2
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S3.1
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SCALE: 1/8" = 1'-0"
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3.5
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3
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2.1
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2
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1
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1.1
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W14x22
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W14x22
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W14x22
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W16x31
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BRACE 1
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S5.1
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EX OPENING
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W14x22
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W14x22
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W14x22
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BRACE 1
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EX BRACE TO BE VERIFIED
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S5.1
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W21x48
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TOD:13'-9"
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26K7
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26K7
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26K7
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26K7
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10K1
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10K1
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10K1
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10K1
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W14x22 (-18")
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S5.0
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HSS5
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HSS5
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HSS5x5x3/8
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HSS6x6x3/8
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HSS5
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10K1
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10K1
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26K7
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26K7
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1
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W16x31
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W14x22
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W18x46
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HSS5x5x3/8
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HSS5
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W18x46
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W10x15
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W18x46
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W10x15
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EX HSS5
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EX HSS5
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A.3
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A.6
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B
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C
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1
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1
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1
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1
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1
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W18x46
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W14x22
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EX HSS5
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EX W12x58
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EX 16K4
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EX 16K4
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EX 20K3
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EX 20K3
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S5.0
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S5.0
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HUFCOR PARTITION (SEE ARCHITECTURAL)
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L3 BRACE @ 6'-0"OC(TYP)
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JUMPER PLATE 3/8"x12"x1'-0" TO THE MEZZANINE TO EXISTING (ONE PER BAY)
3" COMPOSITE DECK CONSISTING OF 2" OF NWT CONCRETE OVER A 1" DEEP FORM DECK REINF WITH 6x6 W2.9xW2.9
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1.ALL WOOD FRAMING SHALL BE FIRE TREATED ALL WOOD FRAMING SHALL BE FIRE TREATED (RATED) ALONG WITH DECKING FOR WORK INSIDE WAREHOUSE AREA. 2.ALL WOOD FRAMING SHALL BE SOUTHERN PINE ALL WOOD FRAMING SHALL BE SOUTHERN PINE NO. 2. 3.ALL WOOD FRAMING AT EXTERIOR CANOPY SHALL ALL WOOD FRAMING AT EXTERIOR CANOPY SHALL BE TREATED,
NOTE: WHEN WIDTH OF BEAM IS LESS THAN 5 1/2", OFFSET WHEN WIDTH OF BEAM IS LESS THAN 5 1/2", OFFSET THE LOCATION OF JOISTS ON ONE SIDE OF BEAM. DO NOT WELD BRACE UNTIL ALL DEAD LOADS ARE IN PLACE.
TYP DETAIL SUPPORTS AT ROOF FOR ROOF TOP UNITS11TYP DETAIL FOR OPENINGSLARGER THAN 10" SQUARE @ ROOF9
DECK SUPPORT AT COLUMN8
3TYPICAL CROSS-BRIDGING AT ENDBAY AND KCS SERIES JOISTS DETAIL 4
TYPICAL CROSS-BRIDING CONNECTIONAT BEAM PARALLEL TO JOIST DETAIL
7TYPICAL JOIST WITH BEAMPARALLEL CONDITION
1TYPICAL COMPOSITE SLABREINFORCEMENT DETAIL 2
TYPICAL DECK REINFORCEMENTPLACEMENT DETAIL
5TYPICAL BEAM DECK CLOSURECONNECTION DETAIL 6
TYPICAL DECK TO WALLCLOSURE CONNECTION DETAIL
TYP DETAIL FOR EXISTINGOPENINGS @ MEZZANINE AREA10
S5.1
TYP
ICA
L FL
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RA
MIN
GD
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170024
ED
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GH
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BU
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S4802 C
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NT
Y R
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D 69 R
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N, T
EX
AS
78380
CIVIL S
TRUCTU
RAL M
ARINE
TOPO
GRAP
HIC S
URVE
YING
TBPE
FIRM N
o. F-12240
PHONE: 361-946-4848
EMAIL: ram
@munozengrg.com
1608 S
. BR
OWNLEE
BLVD
.CORPU
S CHRISTI, TX, 78404
MUNOZ
ENGINEE
RING
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SCALE: 3/4" = 1'-0"
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1/2" ALL THREAD RODS W/WASHERS LOCATED 6" FROM CORNER OF UNIT (4-TOTAL)
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6"
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6"
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6"
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6"
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LAG BOLTS, GALV PER NOTES
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INSTALL TREATED 2x4 BLOCKING 4" LONG IN FLUTES UNDER CURB
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A
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%%USECTION A
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CURB
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SEE DET 10/S7 FOR ADD'L WEB MEMBERS
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L4x4x1/4 FIELD WELD TO JOISTS AND ANGLES
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STEEL JOISTS
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REFER TO MEP FOR CURB NOTES
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METAL ROOF DECK
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REFER TO ARCH'L FOR FLASHING & WATER PROOFING REQUIREMENTS
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REFER TO MEP FOR CURB NOTES
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MECHANICAL UNIT
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MECHANICAL UNIT
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INSTALL TREATED 2x4 BLOCKING 4" LONG IN FLUTE UNDER CURB
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SEE DET 10/S7 FOR ADD'L WEB MEMBERS
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NOTES: 1.THIS DETAIL APPLIES TO ALL ROOF TOP EQUIPMENT WEIGHING OVER 3,500 LBS. THIS DETAIL APPLIES TO ALL ROOF TOP EQUIPMENT WEIGHING OVER 3,500 LBS. 2.ALSO SEE TYPICAL ROOF OPENING DETAILS 11&12/S7. ALSO SEE TYPICAL ROOF OPENING DETAILS 11&12/S7. 3.WELD ANGLES TO UNDERSIDE OF JOIST TOP CHORD IF UNIT IS INSTALLED AFTER ROOFING IS APPLIED. WELD ANGLES TO UNDERSIDE OF JOIST TOP CHORD IF UNIT IS INSTALLED AFTER ROOFING IS APPLIED. 4.LAG BOLT UNIT TO CURB WITH 1/2" BOLTS @ 24" OC (UNO) ON EACH SIDE OF UNIT, LAG BOLT UNIT TO CURB WITH 1/2" BOLTS @ 24" OC (UNO) ON EACH SIDE OF UNIT, SEE MANFR'S SHOP DRAWINGS.
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JOIST SPACING SPAN (S) = 6'-6" (MAX)
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(SEE PLAN)
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SCALE: 3/4" = 1'-0"
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NEW L3x3x3/8 FOR (S) < 4'-0" & L5x3x3/8 (LLV) < 4'-0" & L5x3x3/8 (LLV) 4'-0" & L5x3x3/8 (LLV) FOR (S) 4'-0" < (S) < 6'-6" ATTACHED TO TOP CHORD < 6'-6" ATTACHED TO TOP CHORD 6'-6" ATTACHED TO TOP CHORD OF EXIST JOIST (TYP)
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STEEL JOISTS
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NEW L5x3x3/8 x 8" LG, @ END OF HORIZ ANGLE (TYP)
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NEW L3x3x3/8 FOR (S) < 4'-0" & < 4'-0" & 4'-0" & L5x3x3/8 (LLV) FOR (S) 4'-0" < (S) < 6'-6" < 6'-6" 6'-6"
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1/4
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TYP
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1/4
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TYP
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SCALE: 3/4" = 1'-0"
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3/16
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L2x2x1/4 DIAGONAL EACH CORNER (COPE VERTICAL LEG)
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1
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TYP EA END
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NOTE: PROVIDE ANGLES FOR DECK SUPPORT AT INTERIOR, EXTERIOR AND CORNER COLUMNS
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3" CLR
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3" CLR
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WHERE END BAY DIMENSION IS LESS THAN DEPTH
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WHERE END BAY DIMENSION IS LESS THAN DEPTH
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WHERE END BAY DIMENSION IS LESS THAN DEPTH
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WHERE END BAY DIMENSION IS LESS THAN DEPTH
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WHERE END BAY DIMENSION IS LESS THAN DEPTH
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WHERE END BAY DIMENSION IS LESS THAN DEPTH
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HORIZONTAL BRIDGING WELDED TO BEAM AND JOIST BY JST SUPPLIER
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RIGID X-BRIDGING BOLTED AT INTERSECTION
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NOTE: BRIDGING TO BE DESIGNED BY JOIST MANUFACTURER - SEE "OPEN WEB STEEL JOISTS AND JOIST GIRDERS" SECTION OF THE STRUCTURAL NOTES
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SCALE: 3/4" = 1'-0"
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SCALE: 3/4" = 1'-0"
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STEEL JOIST
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WF BEAM
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PL 3/16x3x3 (TOP & BOTTOM) (TYP)
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1/8
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@ ANGLE BRIDGING
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1/8
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TYP
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DIAGONAL OR HORIZONTAL BRIDGING
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FORM DECK
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SCALE: 3/4" = 1'-0"
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STEEL JOIST
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WF BEAM
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DIAGONAL OR HORIZONTAL BRIDGING
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STL DECK
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S5.1
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SCALE: 3/4" = 1'-0"
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STEEL JOIST
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3" COMPOSITE SLAB CONSISTING OF 2-INCHES OF CONCRETE OVER 1.0C GALV FORM DECK REINFORCED WITH 6x6 W2.9xW2.9 WWF.
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FLOOR DECK
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SCALE: 3/4" = 1'-0"
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6x6 W2.9xW2.9 WWF. HEIGHT OF TC CHAIR REINFORCING AS REQ'D
3/8" GUSSET PLATE SEE STEEL SECTIONS AND DETAILS SHT 7.2
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EX S1.0
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SCALE: 1 1/2" = 1'-0"
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(2) #7 TOP & BOTT W/ #3 STIRRUPS @ 12" OC
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EXP JT
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SEE PLAN FOR REINF
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6" SELECT FILL
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COMPACTED IN-SITU SOIL
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(2) #7 TOP & BOTT W/ #3 STIRRUPS @ 12" OC
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6" SELECT FILL
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COMPACTED IN-SITU SOIL
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SEE PLAN FOR REINF
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SCALE: 3/4" = 1'-0"
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EXP JT ALL AROUND (TYP)
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EX S1.0
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EX S1.0
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EX S1.0
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EX S1.0
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EX S1.0
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OPTIONAL: DEMO CONC TO PANEL FACE AND EXTEND FOUNDATION
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FOAM BACKER ROD
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1/2" WOOD FIBER ASPHALT BOARD
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SELF LEVELING SILICONE JOINT SEALANT BY SONNBORN SL-3 OR APPROVED EQUAL
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NOTES: 1.INSTALL NEW BACKER ROD SNUG INTO THE EXPANSION JOINT GAP. INSTALL NEW BACKER ROD SNUG INTO THE EXPANSION JOINT GAP. 2.BACKER ROD SHALL BE 1/4" LARGER DIAMETER THAN THE BACKER ROD SHALL BE 1/4" LARGER DIAMETER THAN THE EXPANSION JOINT. 3.INSTALL BACKER ROD SO THAT IT PROVIDES 3/4" MINIMUM INSTALL BACKER ROD SO THAT IT PROVIDES 3/4" MINIMUM SEALANT THICKNESS.
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1/4"(±1/16")
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3/4"
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3/4"
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3/4"
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EX S1.0
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SCALE: 1 1/2" = 1'-0"
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DRILL 5/8" HOLE x 6" DEEP &SET #4 DOWELS x 1'-6" LG @ 24" OC (STAGGERED) USING SST SET-XP
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EX S1.0
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LEGEND & NOTES
B
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EX S2.0
8
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JOB NO.
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R E V I S I O N S
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DATE
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BY
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DESCRIPTION
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NO.
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DRAWN BY:
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AEM
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SCALE: AS NOTED
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DATE: APRIL 2017
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CHK BY:
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RMIII
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APP BY:
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RMIII
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CHKD
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06/17
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BA
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ISSUED FOR APPROVAL
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A
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RMIII
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T
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A
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T
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S
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T
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F
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O
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E
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S
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A
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X
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E
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E
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S
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O
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F
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E
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S
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R
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P
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S
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L
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L
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I
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N
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E
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C
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I
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N
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O
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A
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I
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G
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N
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D
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E
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R
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N
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E
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E
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100346
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~
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06/30/2017
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RAMIRO MUNOZ III, P.E. NO. 100346
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RAMIRO MUNOZ III
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06/17
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BA
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ISSUED FOR CONSTRUCTION (2 REV 06-30-17)
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0
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RMIII
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EX 2.0
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SCALE: 3/8" = 1'-0"
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SCALE: 1/2" = 1'-0"
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HSS5
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C10 STRINGER
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C10
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C8
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C8
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C8
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C8
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C10
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C10
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C10 C12 (-10")
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C10
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C10
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C10
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C10
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C10
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C8
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C8
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HANDRAIL
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C10 STRINGER
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C10 STRINGER
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C10 STRINGER
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HANDRAIL
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GUARDRAIL
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GUARDRAIL
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HSS5
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HSS4
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HSS4
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HSS4
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HSS4
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CL COL
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EX S2.1
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EX S2.1
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HANDRAIL NOT SHOWN FOR CLARITY
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HSS4 COL
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HSS4 COL
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HSS5 COL
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LANDING SLAB PER PLAN
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C10 (BEYOND)
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C10 W/ 5/8" A307 BOLTS @ 24" OC
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BASE PLATE SEE
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S1.0
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TOC EL 13'-7 1/2"
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TOC EL 6'-9 3/4"
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L3 x 6" LG W/ (2) 1/2" EXPANSIONANCHORS (4 3/4" EMBED)
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SIM
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CL COL
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CL COL
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C8
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C8
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4" NWC SLAB OVER 10 GA PLATE REINF W/ WWF 6x6 - W2.9xW2.9
