W911SA-17-B-0013_Attachment_2_-_Drawings.pdf

PDF 24 MB Posted Feb 22, 2017

Attached to: Construct Storage Building & Administrative Building at Fort McCoy, Wisconsin Federal contract opportunity
Solicitation number: W911SA-17-B-0013
Issued by: Department of the Army Materiel Command Mission and Installation Contracting Command Fort McCoy

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Attachment 2 - Drawings

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Other files attached to Construct Storage Building & Administrative Building at Fort McCoy, Wisconsin, newest first.
File	Type	Posted
W911SA-17-B-0013_Bid_Abstract.pdf	PDF	Mar 28, 2017
W911SA-17-B-0013_Amendment_1.docx	DOCX document	Mar 20, 2017
W911SA-17-B-0013_Attachment_4_-_Wage_Determination.docx	DOCX document	Mar 20, 2017
W911SA-17-B-0013_Site_Visit.pdf	PDF	Mar 2, 2017
W911SA-17-B-0013_Attachment_1_-_Specifications.pdf	PDF	Feb 22, 2017
W911SA-17-B-0013_Attachment_4_-_Wage_Determination.docx	DOCX document	Feb 22, 2017
W911SA-17-B-0013_Attachment_3_-_ATOPSEC.pdf	PDF	Feb 22, 2017
W911SA-17-B-0013_Attachment_5_-_SF24.pdf	PDF	Feb 22, 2017
W911SA-17-B-0013_Solicitation.docx	DOCX document	Feb 22, 2017

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AutoCAD SHX Text GENERAL STRUCTURAL NOTES THESE NOTES DO NOT REPLACE THE SPECIFICATIONS BUT ARE TO BE READ IN CONJUNCTION WITH THEM. ANY DISCREPANCIES OR CONFLICTS BETWEEN THE TWO SHALL BE BROUGHT TO THE ATTENTION OF THE SER FOR RESOLUTION. THESE DRAWINGS ARE FOR THIS SPECIFIC PROJECT AND NO OTHER USE IS AUTHORIZED. CONTACT SER, BEN WOLF OF SEH AT 507-316-6648. GOVERNING BUILDING CODE: : 1. 2011 WISCONSIN COMMERCIAL BUILDING CODE. 2011 WISCONSIN COMMERCIAL BUILDING CODE. 2. 2009 INTERNATIONAL BUILDING CODE AS ADOPTED AND AMENDED BY THE 2009 INTERNATIONAL BUILDING CODE AS ADOPTED AND AMENDED BY THE STATE BUILDING CODE 3. ACI - 318 ACI - 318 4. AISC - 360, 303 AISC - 360, 303 DESIGN LOADS 1. LIVE LOAD: LIVE LOAD: FLOOR SLABS 100 PSF (OFFICE LOBBIES & 100 PSF (OFFICE LOBBIES & (OFFICE LOBBIES & FIRST FLOOR CORRIDORS) 2. SNOW LOADS: SNOW LOADS: GROUND SNOW LOAD 40 PSF 40 PSF ROOF SNOW LOAD 37 PSF + DRIFTING & UNBALANCED PER IBC 37 PSF + DRIFTING & UNBALANCED PER IBC SNOW EXPOSURE FACTOR 1.0 1.0 IMPORTANCE FACTOR 1.2 (BASED ON OCC CAT IV) 1.2 (BASED ON OCC CAT IV) THERMAL FACTOR 1.1 1.1 3. WIND LOADS: (ASCE 7-05) WIND LOADS: (ASCE 7-05) (ASCE 7-05) WIND SPEED (3 SEC GUST) 90.00 MPH 90.00 MPH 90.00 MPH WIND IMPORTANCE FACTOR 1.15 (BASED ON OCC CAT IV) 1.15 (BASED ON OCC CAT IV) WIND EXPOSURE C C INTERNAL PRESS COEF +/-0.18 (ENCLOSED BUILDING) +/-0.18 (ENCLOSED BUILDING) (ENCLOSED BUILDING) 4. SOIL CRITERIA: SOIL CRITERIA: ALLOWABLE SOIL BEARING PRESSURE 3,500 PSF 3,500 PSF FROST DEPTH 60 INCHES 60 INCHES 5. SEISMIC LOADS: SEISMIC LOADS: SITE CLASS D (REF. SOILS REPORT) Ss 0.055 G 0.055 G S1 0.030 G 0.030 G Fa 1.6 1.6 Fv 2.4 2.4 RISK CATEGORY IV IV SEISMIC DESIGN CATEGORY A (PER ASCE 7, SECTION 11.4.1) A (PER ASCE 7, SECTION 11.4.1) DESIGN / CONSTRUCTION CRITERIA 1. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS BEFORE THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS BEFORE CONSTRUCTION AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES, INCONSISTENCIES, OR DIFFICULTIES AFFECTING THE WORK BEFORE PROCEEDING. 2. ALL MATERIAL, WORKMANSHIP, AND DETAILS SHALL BE IN ACCORDANCE WITH ALL MATERIAL, WORKMANSHIP, AND DETAILS SHALL BE IN ACCORDANCE WITH TYPICAL COMPETENT CONSTRUCTION PRACTICES, CURRENT MANUFACTURERS RECOMMENDATIONS, AND ALL APPLICABLE CODES AND GOVERNMENT REGULATIONS. SPECIAL STRUCTURAL INSPECTION IS REQUIRED AS SCHEDULED AND PER IBC CHAPTER 17. CONTRACTOR SHALL COORDINATE WITH OWNER'S/CONTRACTOR'S TESTING AGENCY. 3. THE CONTRACTOR SHALL COORDINATE ALL DISCIPLINES, VERIFYING SIZE AND THE CONTRACTOR SHALL COORDINATE ALL DISCIPLINES, VERIFYING SIZE AND LOCATION OF ALL OPENINGS, WHETHER SHOWN ON STRUCTURAL DRAWINGS OR NOT, AS CALLED FOR ON ARCHITECTURAL, MECHANICAL, OR ELECTRICAL DRAWINGS. ALL CONFLICTS, INCONSISTENCIES, OR OTHER DIFFICULTIES AFFECTING STRUCTURAL WORK SHALL BE CALLED TO THE ARCHITECT AND ENGINEER'S ATTENTION FOR DIRECTION BEFORE PROCEEDING. 4. THE CONTRACTOR SHALL SUPPLY ALL NECESSARY TEMPORARY BRACING, THE CONTRACTOR SHALL SUPPLY ALL NECESSARY TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. 5. JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR & THEIR SUBCONTRACTORS. 6. THE ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, THE ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES OR PRACTICES. WHERE DRAWINGS AND DETAILS IMPLY THIS, THEY ARE PROVIDED TO SHOW FINAL CONSTRUCTION. IF CONTRACTOR DESIRES TO USE DIFFERENT MEANS AND METHODS THAN IMPLIED BY THESE DRAWINGS, SUBMIT SIMILAR DETAILS FOR REVIEW. 7. STANDARD OR TYPICAL STRUCTURAL DETAILS ARE INTENDED TO ILLUSTRATE STANDARD OR TYPICAL STRUCTURAL DETAILS ARE INTENDED TO ILLUSTRATE DESIGN CONCEPTS AND TO SPECIFY MATERIAL AND REQUIRED PHYSICAL DIMENSIONS MATCHING OR SIMILAR TO THE REFERENCED LOCATIONS IN THE DRAWINGS SET. 8. THERE IS NO PROVISION FOR FUTURE VERTICAL EXPANSION IN THE DESIGN. THERE IS NO PROVISION FOR FUTURE VERTICAL EXPANSION IN THE DESIGN. FOUNDATIONS 1. CAUTION: EXISTING UNDERGROUND UTILITIES MAY EXIST ANYWHERE ON THE CAUTION: EXISTING UNDERGROUND UTILITIES MAY EXIST ANYWHERE ON THE SITE. NOTIFY DIGGER'S HOTLINE (800) 242-8511 PRIOR TO DISTURBING ANY GRADE OR EXCAVATION. 2. STRUCTURAL FOUNDATIONS CONSIST OF WALL FOOTINGS ESTABLISHED ON STRUCTURAL FOUNDATIONS CONSIST OF WALL FOOTINGS ESTABLISHED ON MATERIAL CAPABLE OF SAFELY SUPPORTING 3.5 KSF AS RECOMMENDED BY HIMALAYAN CONSULTANTS, LLC IN GEOTECHNICAL INVESTIGATION REPORT DATED JANUARY, 2016. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE ACCURACY OR CONTENT OF THE SUBSURFACE SOIL CONDITIONS DESCRIBED IN THE SPECIFICATIONS, TEST BORINGS, OR GEOTECHNICAL REPORT. THE CONTRACTOR SHALL EMPLOY A CERTIFIED GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO TEST, INSPECT AND VERIFY ALL ASSUMED SOIL CONDITIONS. 3. FOUNDATION AND BASEMENT WALLS SHALL BE ADEQUATELY BRACED DURING FOUNDATION AND BASEMENT WALLS SHALL BE ADEQUATELY BRACED DURING BACKFILLING AND COMPACTION TO PREVENT MOVEMENT OR STRUCTURAL DAMAGE. BRACING SHALL REMAIN IN PLACE UNTIL PERMANENT BRACING IS IN PLACE AND UNTIL CONCRETE ACHIEVES SUFFICIENT STRENGTH TO RESIST IMPOSED LOADS. 4. WHEN PLACING COMPACTED FILL ADJACENT TO FOUNDATION WALLS, PLACE WHEN PLACING COMPACTED FILL ADJACENT TO FOUNDATION WALLS, PLACE BACKFILL AT EQUAL RATES ON BOTH SIDES TO PREVENT OVERTURNING OR STRUCTURAL DAMAGE. 5. CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROM EITHER CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROM EITHER SURFACE WATER OR SEEPAGE. 6. MOISTURE CONTENT IN SOILS BENEATH BUILDING LOCATIONS SHOULD NOT BE MOISTURE CONTENT IN SOILS BENEATH BUILDING LOCATIONS SHOULD NOT BE ALLOWED TO CHANGE AFTER FOOTING EXCAVATIONS AND AFTER GRADING FOR SLABS ON GRADE ARE COMPLETED. IF SUBGRADE MATERIALS BECOME DESICCATED OR SOFTENED BY WATER OR OTHER CONDITIONS, REMOVE AND REPLACE WITH ENGINEERED FILL AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. DO NOT PLACE CONCRETE ON FROZEN GROUND, NOR ALLOW GROUND BENEATH FOUNDATIONS TO FREEZE. ALL FOUNDATION WORK SHALL BE PLACED ON SUBSTRATE APPROVED AND TESTED BY GEOTECHNICAL ENGINEER OF RECORD. 7. DO NOT PLACE BACKFILL ON FROZEN SUBGRADE. DO NOT PLACE FROZEN DO NOT PLACE BACKFILL ON FROZEN SUBGRADE. DO NOT PLACE FROZEN BACKFILL. 8. SLABS ON GRADE SHALL BE CONSTRUCTED ON A SUBGRADE OF ENGINEERED SLABS ON GRADE SHALL BE CONSTRUCTED ON A SUBGRADE OF ENGINEERED CLAY FILL COMPACTED TO AT LEAST 96 PERCENT OF ITS MAXIMUM DRY DENSITY (STANDARD PROCTOR) AND 6 INCHES OF AGGREGATE BASE BELOW THE SLAB. 9. GRADING: WHERE NOT SPECIFICALLY SHOWN ON THE PLANS, IT IS INTENDED GRADING: WHERE NOT SPECIFICALLY SHOWN ON THE PLANS, IT IS INTENDED THAT ALL EXCAVATED AND BACKFILLED AREAS SHALL BE GRADED TO SLOPE AWAY FROM BUILDINGS AND OTHER STRUCTURES. CONCRETE 1. CONCRETE AND ITS PLACEMENT SHALL BE IN ACCORDANCE WITH THE LATEST CONCRETE AND ITS PLACEMENT SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING: ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE ACI MCP MANUAL OF CONCRETE PRACTICE 2. AN INDEPENDENT TESTING AGENCY SHALL CAST 4 TEST CYLINDERS FOR EACH AN INDEPENDENT TESTING AGENCY SHALL CAST 4 TEST CYLINDERS FOR EACH 75 CUBIC YARDS OF EACH CONCRETE MIX PLACED OR FOR EACH DAY'S OPERATION, WHICH EVER IS THE LESSER AMOUNT. THE TESTING AGENCY SHALL CAST, CURE, AND TEST THE SPECIMENS IN ACCORDANCE WITH ASTM C31 AND ASTM C39. AIR AND SLUMP SHALL BE TESTED FOR EACH TRUCKLOAD AT THE FINAL LOCATION (TEST AFTER PUMP, NOT AT TRUCK). 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF FORM WORK THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF FORM WORK TO COMPLY WITH THE DIMENSIONS INDICATED ON THE PLANS, MAINTAINING PROPER ALIGNMENT DURING CONCRETE POURING OPERATIONS. 4. ALL CONCRETE EXCEPT EXTERIOR FLAT WORK SHALL DEVELOP MINIMUM ALL CONCRETE EXCEPT EXTERIOR FLAT WORK SHALL DEVELOP MINIMUM ULTIMATE COMPRESSIVE DESIGN STRENGTH OF 4,000 PSI IN 28 DAYS. CONCRETE USED IN WALLS, FOOTINGS, AND FLOOR SLABS SHALL HAVE A MAXIMUM W/C RATIO OF 0.48, AND A MAXIMUM OF 3-1/2 INCHES OF SLUMP BEFORE ADDITION OF ADMIXTURES. 5. CONCRETE FOR EXTERIOR FLATWORK AND STOOP SLABS SHALL HAVE A CONCRETE FOR EXTERIOR FLATWORK AND STOOP SLABS SHALL HAVE A MINIMUM DESIGN COMPRESSIVE STRENGTH OF 4,000 PSI IN 28 DAYS, A MAXIMUM W/C RATIO OF .45, WITH 6% +/- 1% AIR ENTRAINMENT, AND A MAXIMUM OF 3-1/2 INCHES OF SLUMP BEFORE ADDITION OF WATER REDUCING ADMIXTURE. 6. THE PRECEEDING MINIMUM MIX REQUIREMENTS MAY HAVE WATER-REDUCING THE PRECEEDING MINIMUM MIX REQUIREMENTS MAY HAVE WATER-REDUCING ADMIXTURES CONFORMING TO ASTM C494 ADDED TO THE MIX AT MANUFACTURER'S DOSAGE RATES FOR IMPROVED WORKABILITY. NO CHLORIDE CONTAINING ADMIXTURES WILL BE ALLOWED. DO NOT ADD WATER TO CONCRETE AT THE JOBSITE WITHOUT WRITTEN APPROVAL OF THE S.E.R. 7. ALL CONCRETE IS NORMAL WEIGHT UNLESS SPECIFICALLY NOTED OTHERWISE. ALL CONCRETE IS NORMAL WEIGHT UNLESS SPECIFICALLY NOTED OTHERWISE. CEMENT SHALL BE PORTLAND CEMENT TYPE 1 CONFORMING TO ASTM C150. UP TO 25% CEMENT CAN BE REPLACED WITH CLASS "C" FLYASH. AND UP TO 40% WITH GGBFS (50% COMBINED MAX.). AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. WATER IS TO BE POTABLE. 8. PROTECT CONCRETE IN ACCORDANCE WITH ACI 305 AND ACI 306 FOR HOT PROTECT CONCRETE IN ACCORDANCE WITH ACI 305 AND ACI 306 FOR HOT WEATHER CONCRETING AND COLD WEATHER CONCRETING RESPECTIVELY. WHEN HEAT IS REQUIRED, CONCRETE SHALL NOT BE EXPOSED TO COMBUSTION PRODUCTS (USE DUCTED HEATER OR GROUND THAW). KEEP PROTECTION IN PLACE MINIMUM 24 HOURS AFTER CESSATION OF HEATING TO PROVIDE GRADUAL COOL-DOWN. CONCRETE BEING PLACED SHALL BE PROTECTED FROM RAIN. IF RAIN FALLS ON CONCRETE BEFORE IT HAS SET, OR WITHIN 3 HOURS OF PLACEMENT IN ANY EVENT, CONTRACTOR SHALL BEAR COST OF TESTING TO PROVE CONCRETE IS UNAFFECTED, AND SHALL REMOVE AND REPLACE AFFECTED CONCRETE TO THE SATISFACTION OF THE ENGINEER. 9. CEMENTITIOUS GROUT SHALL BE NON-SHRINK AND NON-METALLIC GROUT. CEMENTITIOUS GROUT SHALL BE NON-SHRINK AND NON-METALLIC GROUT. PLACE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS AND TRIM NEATLY WHERE VISIBLE. 10. COORDINATE WITH OTHER TRADES FOR SLEEVES, CONDUIT, ELECTRICAL COORDINATE WITH OTHER TRADES FOR SLEEVES, CONDUIT, ELECTRICAL GROUNDING WIRES, INSERTS, UNDERGROUND UTILITIES, AND OTHER ITEMS TO BE EMBEDDED INTO CONCRETE AND VERIFY THAT THEY ARE PROPERLY INSTALLED AND SUPPORTED BEFORE CASTING CONCRETE. DIAMETER OF CONDUIT AND PIPE RUNNING WITHIN SLAB OR WALL SHALL NOT EXCEED 1/6 THE SLAB OR WALL THICKNESS AND SHALL BE PLACED IN THE CENTER OF THE MEMBER. PLACEMENT OF SUCH ITEMS SHALL BE COORDINATED WITH REINFORCING PLACEMENT WHERE THEY WOULD OTHERWISE DISPLACE EACH OTHER. 11. NO UNCOATED ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. NO UNCOATED ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. ALL ALUMINUM SURFACES IN DIRECT CONTACT WITH CONCRETE SHALL RECEIVE ONE 8-12 MIL DRY FILM THICKNESS BITUMASTIC. 12. UNLESS SHOWN ON DRAWINGS, CONCRETE SHALL BE PLACED WITHOUT UNLESS SHOWN ON DRAWINGS, CONCRETE SHALL BE PLACED WITHOUT CONSTRUCTION JOINTS EXCEPT WHERE SPECIFICALLY SHOWN ON SHOP DRAWINGS APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING ADDITIONAL OR ALTERNATE CONSTRUCTION JOINT LOCATIONS TO THE ENGINEER FOR APPROVAL. 13. CONCRETE FLOORS: ALL INTERIOR SLABS ON GRADE SHALL BE PLACED CONCRETE FLOORS: ALL INTERIOR SLABS ON GRADE SHALL BE PLACED OVER 15 MIL VAPOR BARRIER WITH JOINTS WELDED OR LAPPED AND SEALED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. ALL DAMAGE AND PENETRATIONS SHALL BE SEALED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. IF CONCRETE CONTAINS MORE THAN 2 PERCENT ENTRAINED AIR, DELAY START OF FINISHING TO PRECLUDE WEAKENED AIR-RICH PLANE JUST BELOW SURFACE. REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND INSTALLED IN ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CODES: ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCING” ACI 318 "BUILDING CODE ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" MSP2 "CRSI MANUAL OF STANDARD PRACTICE" AWS D1.4 "STRUCTURAL WELDING CODE- REINFORCING STEEL" WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE" 2. ALL CONCRETE IS REINFORCED CONCRETE UNLESS SPECIFICALLY CALLED OUT ALL CONCRETE IS REINFORCED CONCRETE UNLESS SPECIFICALLY CALLED OUT AS UNREINFORCED. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH SAME STEEL AS IN SIMILAR SECTIONS OR AREAS. ANY DETAILS NOT SHOWN SHALL BE DETAILED PER ACI 315 AND MEET REQUIREMENTS OF ACI 318, CURRENT EDITIONS. 3. ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 OR A706 GRADE 60 STEEL. REINFORCING TO BE WELDED SHALL ONLY BE WELDED TO STRUCTURAL STEEL, NOT OTHER REINFORCING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. WELDED PLAIN WIRE FABRIC SHALL BE SUPPLIED IN SHEETS, NOT ROLLS, AND CONFORM TO THE REQUIREMENTS OF ASTM A185. 4. CLEAR MINIMUM COVERAGE OF CONCRETE OVER REINFORCING STEEL SHALL BE CLEAR MINIMUM COVERAGE OF CONCRETE OVER REINFORCING STEEL SHALL BE AS FOLLOWS UNLESS SPECIFICALLY NOTED OTHERWISE: CONCRETE PLACED AGAINST EARTH 3" 3" ALL OTHER CONCRETE 2" 2" 5. ALL FOOTING DOWELS SHALL BE ACCURATELY POSITIONED AND WIRED IN PLACE ALL FOOTING DOWELS SHALL BE ACCURATELY POSITIONED AND WIRED IN PLACE BEFORE CASTING FOOTING CONCRETE. WHERE NOT NOTED, PROVIDE AND INSTALL DOWELS OF SAME SIZE AND SPACING AS VERTICAL REINFORCEMENT IN ALL WALLS. POSITION ALL ANCHOR BOLTS WITH TEMPLATES. 6. BAR LAP LENGTHS IN CONCRETE AND 90 DEGREE END HOOKS SHALL BE IN BAR LAP LENGTHS IN CONCRETE AND 90 DEGREE END HOOKS SHALL BE IN ACCORDANCE WITH THE TABLE BELOW UNLESS NOTED OTHERWISE. THIS TABLE LISTS CLASS 'B' LAPS. INCREASE LAP LENGTH BY 50% FOR EPOXY COATED REINFORCING STEEL WITH C-C BAR SPACING < 6Db AND COVER TO CENTER OF BAR <3Db, OTHERWISE INCREASE BY 20%. FOR MASONRY REINFORCING, USE “WALL TOP BAR” VALUES. WALL TOP BAR” VALUES. VALUES. 7. BARS MARKED CONTINUOUS, CORNER BARS, AND ALL VERTICAL STEEL SHALL BARS MARKED CONTINUOUS, CORNER BARS, AND ALL VERTICAL STEEL SHALL BE LAPPED IN ACCORDANCE WITH TABLE ABOVE AT SPLICES AND EMBEDMENTS, UNLESS SHOWN OTHERWISE. SPLICE TOP BARS NEAR MIDSPAN AND SPLICE BOTTOM BARS OVER SUPPORTS, UNLESS NOTED OTHERWISE. 8. BAR SUPPORT ACCESSORIES SHALL BE AS SPECIFIED IN LATEST EDITION OF BAR SUPPORT ACCESSORIES SHALL BE AS SPECIFIED IN LATEST EDITION OF THE ACI DETAILING HANDBOOK AND THE CONCRETE REINFORCING STEEL INSTITUTE DESIGN HANDBOOK. MAXIMUM ACCESSORY SPACING SHALL BE 4'-0" ON CENTER, AND ALL ACCESSORIES ON EXPOSED SURFACES SHALL HAVE PLASTIC COATED ENDS. CONCRETE BLOCK MASONRY 1. REINFORCED CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL REINFORCED CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE FOLLOWING CODES AND SPECIFICATIONS: ACI 530.1- LATEST EDITION, TMS 602- "SPECIFICATIONS FOR MASONRY STRUCTURES”- LATEST - LATEST EDITION, ACI 530/ASCE 5/ TMS 402- "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"- LATEST EDITION. 2. CONCRETE BLOCK USED IN EXTERIOR WALLS OR LOAD BEARING WALLS SHALL CONCRETE BLOCK USED IN EXTERIOR WALLS OR LOAD BEARING WALLS SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS: MASONRY ASSEMBLY Fm'= 1,500 PSI Fm'= 1,500 PSI CONCRETE MASONRY UNITS: ASTM C90-11a 2,150 PSI 2,150 PSI MORTAR, ASTM C-270-10 TYPE M BELOW GRADE TYPE M BELOW GRADE TYPE S ABOVE GRADE GROUT, ASTM C-476-10 f's= 3000 PSI f's= 3000 PSI 3. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING FOR ALL THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING FOR ALL MASONRY WALLS DURING CONSTRUCTION. 4. CONCRETE BLOCK SHALL BE LAID IN RUNNING BOND PATTERN U.N.O. NO CONCRETE BLOCK SHALL BE LAID IN RUNNING BOND PATTERN U.N.O. NO VERTICAL (HEAD) JOINT SHALL BE CONTINUOUS FOR MORE THAN ONE BLOCK HEIGHT. LAY HOLLOW CONCRETE MASONRY UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. BED WEBS IN MORTAR IN STARTING COURSE ON FOOTINGS AND FOUNDATION WALLS, AND WHERE ADJACENT TO CELLS OR CAVITIES WHICH ARE TO BE REINFORCED OR TO BE FILLED WITH CONCRETE OR GROUT. 5. ALL JOINTS SHALL BE CONCAVE TOOLED JOINTS ABOVE AND BELOW GRADE. ALL JOINTS SHALL BE CONCAVE TOOLED JOINTS ABOVE AND BELOW GRADE. 6. MASONRY WALLS SHALL BE REINFORCED WITH HOT DIPPED GALVANIZED TRUSS MASONRY WALLS SHALL BE REINFORCED WITH HOT DIPPED GALVANIZED TRUSS HORIZONTAL REINFORCING (PER ASTM A153) WITH 9 GAGE SIDE AND CROSS RODS. REINFORCING SHALL BE CONTINUOUS IN HORIZONTAL JOINTS EVERY OTHER BLOCK COURSE (16” O.C.) IN WALLS WITH PREFABRICATED CORNER O.C.) IN WALLS WITH PREFABRICATED CORNER AND TEE SECTIONS. 7. UNLESS NOTED OTHERWISE, CONCRETE BLOCK SHALL BE REINFORCED AS UNLESS NOTED OTHERWISE, CONCRETE BLOCK SHALL BE REINFORCED AS FOLLOWS IN 8" WALLS: VERTICAL REINFORCING SHALL BE A MINIMUM OF 1 - #5 BAR AT 4'-0" ON CENTER, AT EACH CORNER, AT EACH DOOR AND WINDOW JAMB, EACH SIDE OF CONTROL JOINTS AND IN THE END VOID OF EACH LENGTH OF WALL. LAP SPLICES FOR MASONRY VERTICAL REINFORCING SHALL BE ACCORDING TO THE TABLE ABOVE, FOR “WALL TOP BAR.” WALL TOP BAR.” CONTINUOUS HORIZONTAL BARS SHALL BE INCLUDED PER SECTION OR DETAIL IN BOND BEAM OR OPTIONAL RUNNING BOND BEAM WHERE NOTED. WHERE NOT DETAILED, USE 2-#5 CONTINUOUS. WHERE BOND BEAMS ARE CONTINUOUS AT CORNERS OF WALLS, SUPPLY CORNER BARS MATCHING SIZE OF HORIZONTAL BARS. ALL BOND BEAM REINFORCING SHALL HAVE STANDARD LAPS OR HOOKED DEVELOPMENT REINFORCING BARS AT WALL CORNERS AND INTERSECTIONS. 9. GROUTING AND REINFORCING: ALL MASONRY, GROUTING, AND REINFORCING GROUTING AND REINFORCING: ALL MASONRY, GROUTING, AND REINFORCING WORK SHALL BE PERFORMED BY MASON CRAFTWORKERS WHO HAVE SUCCESSFULLY COMPLETED THE INTERNATIONAL MASONRY INSTITUTE (1-800-IMI -0988) TRAINING COURSE FOR GROUTING AND REINFORCED MASONRY CONSTRUCTION, OR EQUAL 10. MASONRY BLOCK CELLS WITH VERTICAL REINFORCING AND BOND BEAMS MASONRY BLOCK CELLS WITH VERTICAL REINFORCING AND BOND BEAMS WITH HORIZONTAL REINFORCING SHALL BE GROUTED SOLID WITH A CEMENT GROUT MIX, Fg' = 3000 PSI. MORTAR IS NOT ACCEPTABLE. PROVIDE A CLEANOUT HOLE AT THE BASE OF ALL GROUTED CELLS. ACCOUNT FOR FLY ASH IN GROUT DURING WINTER CONSTRUCTION BY PROTECTING AND HEATING AS REQUIRED TO ASSURE SET AND STRENGTH GAIN. 11. NON-LOAD BEARING CONCRETE BLOCK WALLS SHALL BE ISOLATED FROM NON-LOAD BEARING CONCRETE BLOCK WALLS SHALL BE ISOLATED FROM ADJACENT STRUCTURAL ELEMENTS WITH VERTICAL 1/2 INCH CONTROL JOINTS AND AT THE TOP OF THE WALL WITH MINIMUM 1/2 INCH AIR SPACE OR COMPRESSIBLE MATERIAL AND SUPPORT PER DETAILS ON THE DRAWINGS. 12. UNLESS OTHERWISE COVERED ON ARCHITECTURAL PLANS OR UNLESS OTHERWISE COVERED ON ARCHITECTURAL PLANS OR SPECIFICATIONS, VERTICAL CONTROL JOINTS IN MASONRY CONSTRUCTION SHALL BE 3/8" WIDE, FULL HEIGHT OF WALL. JOINTS SHALL BE SPACED AT A MAXIMUM OF 16'-0" ON CENTER AND COORDINATED WITH THE ARCHITECT/ENGINEER. INSTALL CONTROL JOINTS IN LOCATIONS AS REQUIRED AND AS DIRECTED BY ENGINEER/ARCHITECT. 13. ALL HORIZONTAL JOINT REINFORCING SHALL BE DISCONTINUOUS AT ALL HORIZONTAL JOINT REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS IN MASONRY. ALL BOND BEAM HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINTS. 14. REFER TO VENEER LINTEL SCHEDULES IN STRUCTURAL DRAWINGS FOR REFER TO VENEER LINTEL SCHEDULES IN STRUCTURAL DRAWINGS FOR ANGLE SIZES. ALL EXTERIOR LINTELS TO BE HOT-DIP GALVANIZED. 15. PROVIDE ADDITIONAL VERTICAL REINFORCEMENT AT ENDS OF WALLS, PROVIDE ADDITIONAL VERTICAL REINFORCEMENT AT ENDS OF WALLS, CORNERS, AND OPENINGS. REINFORCING SIZE TO MATCH WALL REINFORCING. WALLS SHALL BE ANCHORED AT BOTTOM BY DOWELS MATCHING WALL VERTICAL REINFORCING (UNLESS NOTED OTHERWISE) FROM FLOOR SLAB BOTTOM. WALLS SHOULD BE ANCHORED AT TOP BY BRACING ANGLES PER DETAILS ON DRAWINGS. 16. BOND BEAM LINTELS SHALL BE STANDARD HORSECOLLAR TYPE (U SHAPED) BOND BEAM LINTELS SHALL BE STANDARD HORSECOLLAR TYPE (U SHAPED) BLOCK. CONTINUITY BONDBEAMS MAY BE FLOWTHROUGH BLOCK.

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AutoCAD SHX Text POST INSTALLED ANCHOR RODS AND DOWELS 1. UNLESS NOTED OTHERWISE, ANCHORS AND REINFORCING DOWELS INSTALLED IN UNLESS NOTED OTHERWISE, ANCHORS AND REINFORCING DOWELS INSTALLED IN CONCRETE OR CONCRETE MASONRY SHALL BE AS NOTED BELOW. ANCHORS NOT SHOWN OR NOTED ON THE DRAWINGS, THOSE REQUIRED BY THE CONTRACTOR SOLELY FOR HIS MEANS AND METHODS, OR THOSE REQUIRED BY MECHANICAL/ELECTRICAL AND CARRYING LESS THAN 100 POUNDS, DO NOT REQUIRE SPECIAL INSPECTION. 2. APPROVED MANUFACTURERS ARE: HILTI, ITW/REDHEAD, SIMPSON, AND APPROVED MANUFACTURERS ARE: HILTI, ITW/REDHEAD, SIMPSON, AND POWERS/RAWL. SUBMIT PRODUCT DATA AND CURRENT ICC ES REPORT OR IAPMO REPORT SHOWING PRODUCT IS COMPLIANT WITH PROJECT CODE REQUIREMENTS FOR REVIEW. CONTRACTOR SHALL ARRANGE FOR MANUFACTURER'S REP TO TRAIN ALL INSTALLERS ON THE COMPLETE INSTALLATION PROCESS. A LETTER OF PROCEDURE STATING METHOD OF DRILLING, THE PRODUCT FOR USE, THE COMPLETE INSTALLATION PROCEDURE, MANUFACTURER TRAINING DATE AND A LIST OF THE PERSONNEL TRAINED ON ANCHOR INSTALLATION SHALL BE SUBMITTED TO THE ENGINEER. 3. PERMANENT ANCHORS EXPOSED TO EARTH, WEATHER, OR CORROSIVE PERMANENT ANCHORS EXPOSED TO EARTH, WEATHER, OR CORROSIVE ENVIRONMENTS SHALL BE STAINLESS STEEL TYPE 304 OR 316; OTHERWISE, ANCHORS SHALL BE ZINC PLATED, MINIMUM ASTM A36 MATERIAL UNLESS ASTM A193 GRADE B7 IS NOTED IN THE DRAWINGS, AND SHALL BE ACCORDING TO ASTM F1554. REINFORCING DOWELS SHALL BE OF THE SAME MATERIAL AND COATING (IF ANY) AS THE CONTINUING REINFORCING. 4. WHERE EXPANSION ANCHORS ARE CALLED FOR, CONTRACTOR MAY SUBSTITUTE WHERE EXPANSION ANCHORS ARE CALLED FOR, CONTRACTOR MAY SUBSTITUTE SCREW TYPE ANCHORS WITH SELF-TAPPING THREADS OR ADHESIVE ANCHORS OF THE SAME SIZE AND EMBEDMENT, SUBJECT TO REVIEW OF CAPACITY BY THE ENGINEER FOR THE PRODUCT SUBSTITUTED. WHERE ADHESIVE ANCHORS ARE CALLED FOR, OTHER TYPES SHALL NOT BE SUBSTITUTED. 5. ADHESIVE SHALL HAVE A CURRENT ICC ES REPORT. USE HIGH VISCOSITY ADHESIVE SHALL HAVE A CURRENT ICC ES REPORT. USE HIGH VISCOSITY ADHESIVE AND PLACEMENT DEVICES IN CONSULTATION WITH THE MANUFACTURER FOR OVERHEAD WORK. OVERHEAD INSTALLATION SHALL BE SUBJECT TO CONTINUOUS SPECIAL INSPECTION DURING INSTALLATION. USE LOW TEMPERATURE FORMULATIONS FOR COLD WEATHER WORK. DO NOT APPLY SIGNIFICANT LOAD TO ANCHORS IN COLD WEATHER UNTIL THEIR CAPACITY HAS BEEN ASSURED. 6. ANCHORS INSTALLED IN CONCRETE MASONRY AND PRECAST HOLLOWCORE ANCHORS INSTALLED IN CONCRETE MASONRY AND PRECAST HOLLOWCORE CONCRETE SHALL BE INSTALLED IN CORES GROUTED SOLID. MINIMUM GROUT STRENGTH Fg' = 3000 PSI. MINIMUM 6 INCHES OF GROUT EACH WAY ALONG HORIZONTAL CORES FROM ANCHOR. VERTICAL CORES SHALL BE GROUTED FULL HEIGHT. ANCHORS INSTALLED IN MASONRY SHALL NOT BE INSTALLED WITHIN 1 1/2 INCHES OF ANY HEAD JOINT UNLESS BLOCK ARE SQUARE END AND MORTARED ACROSS FULL WIDTH OF HEAD JOINT, OR FILLED BOND BEAM. 7. HOLES SHALL BE DRILLED, CLEANED, AND MAINTAINED UNTIL INSTALLATION IN HOLES SHALL BE DRILLED, CLEANED, AND MAINTAINED UNTIL INSTALLATION IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS USING STANDARD ROTARY-IMPACT BITS AND OIL-FREE COMPRESSED AIR; DIAMOND CORE BITS SHALL NOT BE USED UNLESS SPECIFICALLY APPROVED BY THE MANUFACTURER. LOCATE AND AVOID REINFORCING BARS AND PT TENDONS. MAINTAIN SPACING (MINIMUM 8 INCHES) AND EDGE/CORNER DISTANCES (MINIMUM 4 INCHES) AS RECOMMENDED BY MANUFACTURER UNLESS SPECIFICALLY NOTED OTHERWISE IN THE DRAWINGS. 8. UNLESS NOTED OTHERWISE, ANCHORS SHALL BE INSTALLED TO THE FOLLOWING UNLESS NOTED OTHERWISE, ANCHORS SHALL BE INSTALLED TO THE FOLLOWING EMBEDMENTS: DIAMETER CIP CONCRETE GROUTED CMU CIP CONCRETE GROUTED CMU CIP CONCRETE GROUTED CMU GROUTED CMU EXPANSION/SCREW: 1/2 INCH 3 1/2 INCHES 4 1/2 INCHES 1/2 INCH 3 1/2 INCHES 4 1/2 INCHES 3 1/2 INCHES 4 1/2 INCHES 4 1/2 INCHES 5/8 INCH 4 INCHES 5 INCHES 4 INCHES 5 INCHES 5 INCHES 3/4 INCH 5 INCHES 6 INCHES 5 INCHES 6 INCHES 6 INCHES ADHESIVE: 1/2 INCH 4 1/2 INCHES 5 1/2 INCHES 1/2 INCH 4 1/2 INCHES 5 1/2 INCHES 4 1/2 INCHES 5 1/2 INCHES 5 1/2 INCHES 5/8 INCH 5 INCHES 6 INCHES 5 INCHES 6 INCHES 6 INCHES 3/4 INCH 6 INCHES 7INCHES (6” IN 8” CMU) 6 INCHES 7INCHES (6” IN 8” CMU) 7INCHES (6” IN 8” CMU) IN 8” CMU) CMU) 9. EXCEPT AS NOTED, ALL ANCHORS SHALL HAVE INTERMITTENT SPECIAL EXCEPT AS NOTED, ALL ANCHORS SHALL HAVE INTERMITTENT SPECIAL STRUCTURAL INSPECTION BY ONE OF THE FOLLOWING. LOAD TESTS SHALL BE TO 150 PERCENT OF SERVICE CAPACITY OR 50 PERCENT OF ULTIMATE STRENGTH, WITH NO APPRECIABLE SLIP OR PERMANENT DEFORMATION. ANCHORS WHICH FAIL THIS TEST SHALL BE REPLACED AT NO COST TO THE PROJECT. TWO FAILURES IN A GIVEN INSTALLATION SHALL RESULT IN MANDATORY LOAD TESTING AT DOUBLE THE RATE NOTED BELOW. EXPANSION AND SCREW ANCHORS: WITNESS INSTALLATION WITH TORQUE WRENCH ACCORDING TO MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS OF ICC REPORT TEST WITH TORQUE WRENCH AFTER INSTALLATION (INCLUDING LOAD TEST OF 5 PERCENT OF INSTALLED ANCHORS) LOAD TEST OF 10 PERCENT OF INSTALLED ANCHORS BY SUPPLIER OR THIRD PARTY INSPECTOR ALL ADHESIVE ANCHOR RODS AND DOWELS SHALL HAVE SPECIAL STRUCTURAL INSPECTION (INTERMITTENT EXCEPT AS NOTED FOR OVERHEAD INSTALLATION) BY ONE OF THE FOLLOWING: WITNESS INSTALLATION ACCORDING TO MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS OF ICC REPORT LOAD TEST OF 10 PERCENT OF INSTALLED ANCHORS BY SUPPLIER OR THIRD PARTY INSPECTOR STRUCTURAL METALS 1. ALL MISCELLANEOUS STEEL LINTEL ANGLES SHALL BE ASTM A992 OR A36 ALL MISCELLANEOUS STEEL LINTEL ANGLES SHALL BE ASTM A992 OR A36 STEEL (MIN. Fy = 36 KSI). SPLICING OR MODIFICATION OF MEMBERS IN THE FIELD IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL OF THE S.E.R. 2. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION, EXCEPT AS FOLLOWS: TO PARAGRAPH 3.1, ADD 'THE PROJECT ARCHITECTURAL DRAWINGS ARE A PART OF THE STRUCTURAL STEEL DESIGN DRAWINGS BY REFERENCE AND MUST BE USED CONCURRENTLY WITH THE STRUCTURAL STEEL DESIGN DRAWINGS FOR ANY INFORMATION NOT SHOWN ON THE STRUCTURAL STEEL DESIGN DRAWINGS." DELETE PARAGRAPH 3.2 AND INSERT THE FOLLOWING: "ARCHITECTURAL, PROCESS, ELECTRICAL AND MECHANICAL PLANS SHALL BE USED AS A SUPPLEMENT TO THE STRUCTURAL STEEL DESIGN DRAWINGS TO DEFINE DETAIL CONFIGURATIONS AND CONSTRUCTION INFORMATION." PARAGRAPH 3.3 MODIFY THE LAST SENTENCE TO READ, "IN CASE OF DISCREPANCIES BETWEEN THE STRUCTURAL STEEL PLANS AND PLANS OF OTHER DISCIPLINES, SUCH DISCREPANCIES SHALL BE CALLED TO THE ARCHITECT / ENGINEER'S ATTENTION FOR RESOLUTION." 3. ALL STEEL SHALL RECEIVE A PRIMER COAT UNLESS GALVANIZED, REFER TO ALL STEEL SHALL RECEIVE A PRIMER COAT UNLESS GALVANIZED, REFER TO SPECIFICATION MANUAL. 4. UNLESS GALVANIZED, ALL STEEL SHALL RECEIVE A THREE COAT PAINT SYSTEM: UNLESS GALVANIZED, ALL STEEL SHALL RECEIVE A THREE COAT PAINT SYSTEM: ZINC-RICH PRIMER, EPOXY, POLYURETHANE. 5. ALL WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER USING E70 ALL WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER USING E70 ELECTRODES IN ACCORDANCE WITH THE REQUIREMENTS OF THE AWS D1.1 AND D1.2 "STRUCTURAL WELDING CODE" AND VISUALLY INSPECTED. FULL-PEN WELDS SHALL ALSO BE INSPECTED BY NDT METHODS SUCH AS ULTRASONIC, MAG PARTICLE, OR DYE PEN. 6. ALL FIELD WELDED CONNECTIONS SHALL BE CHIPPED, GROUND WHERE ALL FIELD WELDED CONNECTIONS SHALL BE CHIPPED, GROUND WHERE REQUIRED, WIRE BRUSH CLEANED AND PAINTED TO MATCH THE PAINT SYSTEM. 7. ALL BOLTS NOT OTHERWISE SPECIFIED SHALL BE 3/4" DIAMETER HIGH ALL BOLTS NOT OTHERWISE SPECIFIED SHALL BE 3/4" DIAMETER HIGH STRENGTH (ASTM A325-N). ALL BOLTS SHALL BE FULLY PRETENSIONED. ANY NON-TWISTOFF BOLTS SHALL HAVE 10 PERCENT CHECKED WITH A TORQUE WRENCH BY THE SPECIAL INSPECTOR. ALL BEAM CONNECTIONS SHALL BE DESIGNED PER THE AISC MANUAL OF STEEL CONSTRUCTION "FRAMED BEAM CONNECTIONS" FOR THE INDICATED REACTIONS OR AT LEAST 0.60 x BEAM TOTAL SHEAR CAPACITY SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES, WHICHEVER IS GREATER. ALL CONNECTIONS MUST BE TWO BOLT MINIMUM. 8. ALL EXPOSED STEEL SHALL BE GALVANIZED. DAMAGED GALVANIZING SHALL BE ALL EXPOSED STEEL SHALL BE GALVANIZED. DAMAGED GALVANIZING SHALL BE REPAIRED BY APPLICATION OF COLD GALVANIZING COMPOUND SUCH AS ZRC (MINIMUM 3 COATS). PAINT FINISH PER ARCHITECTURAL. METAL DECK 1. METAL DECK SHALL SPAN A MINIMUM OF TWO CONTINUOUS SPANS. DECK METAL DECK SHALL SPAN A MINIMUM OF TWO CONTINUOUS SPANS. DECK DESIGN IS BASED ON PRODUCTS OF VULCRAFT CORPORATION, AND ANY SUBSTITUTIONS SHALL MEET THAT STANDARD. WHERE NOT EXPLICITLY NOTED, ROOF DECK IS WIDE RIB. 2. OPENINGS THROUGH DECK WHICH CUT ONE FLUTE NEED NOT BE REINFORCED. OPENINGS THROUGH DECK WHICH CUT ONE FLUTE NEED NOT BE REINFORCED. OPENINGS WHICH CUT TWO FLUTES SHALL BE REINFORCED WITH A HOT ROLLED ANGLE THE SIZE OF THE DECK DEPTH, MINIMUM 1/8 INCH THICK, EXTENDING 12 INCHES PAST THE OPENING, ON EACH SIDE OF THE OPENING. OPENINGS WHICH CUT MORE THAN TWO FLUTES SHALL BE FRAMED TO SURROUNDING SUPPORTS WITH FRAMES AS DETAILED IN THE DRAWINGS. 3. MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE (SDI). MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE (SDI). DETAIL, MANUFACTURE, AND INSTALL DECK AND ACCESSORIES IN ACCORDANCE WITH SDI AND OSHA. 4. WELDING AND WELDER QUALIFICATIONS SHALL BE IN ACCORDANCE WITH AWS WELDING AND WELDER QUALIFICATIONS SHALL BE IN ACCORDANCE WITH AWS D1.3. 5. DECK SHALL BE FASTENED TO UNDERLYING FRAMING WITH #12 TEK SCREWS DECK SHALL BE FASTENED TO UNDERLYING FRAMING WITH #12 TEK SCREWS AT SPACING AS INDICATED ON THE DRAWINGS. SIDELAP EDGES SHALL BE JOINED WITH MINIMUM OF ONE #10 SCREW IN EACH DECK SPAN, UNLESS NOTED OTHERWISE. 6. WHERE SPRAY-ON FIREPROOFING IS REQUIRED, THE GENERAL CONTRACTOR WHERE SPRAY-ON FIREPROOFING IS REQUIRED, THE GENERAL CONTRACTOR SHALL VERIFY THAT THE DECK FINISH IS COMPATIBLE WITH FIREPROOFING. COORDINATE WITH ARCHITECT. 7. ALL ROOF OPENING DIMENSIONS AND LOCATIONS SHOWN ON THE PLANS SHALL ALL ROOF OPENING DIMENSIONS AND LOCATIONS SHOWN ON THE PLANS SHALL BE VERIFIED BY THE CONTRACTOR AND ROOF MANUFACTURER. LIGHT GAUGE METAL FRAMING 1. THE DESIGN AND CONNECTION DETAILING OF ALL LIGHT GAGE MATERIAL THE DESIGN AND CONNECTION DETAILING OF ALL LIGHT GAGE MATERIAL INCLUDING, BUT NOT LIMITED TO STUDS, HEADERS, JAMBS, AND ANCHORAGE SHALL BE BY THE LIGHT GAUGE SUPPLIER. THE DESIGN FOR SYSTEMS OTHER THAN BEARING FRAMING SHALL MEET THE FOLLOWING CRITERIA: 2. STUDS SHALL BE MINIMUM 600 S162-54 (6”-16 GAUGE) STUDS AT 16” O.C. STUDS SHALL BE MINIMUM 600 S162-54 (6”-16 GAUGE) STUDS AT 16” O.C. -16 GAUGE) STUDS AT 16” O.C. O.C. 3. STUDS SHALL BE COLD ROLLED STEEL, GALVANIZED, C SHAPE WITH MINIMUM 1 STUDS SHALL BE COLD ROLLED STEEL, GALVANIZED, C SHAPE WITH MINIMUM 1 5/8” FLANGE AND MINIMUM 1/2” RETURN. THEY ARE TO BE PUNCHED FOR FLANGE AND MINIMUM 1/2” RETURN. THEY ARE TO BE PUNCHED FOR RETURN. THEY ARE TO BE PUNCHED FOR UTILITY ACCESS AND GALVANIZED TO G60 COATING PER ASTM 525. 4. AT ALL OPENINGS PROVIDE A MINIMUM TWO STUDS FULL WALL HEIGHT EACH AT ALL OPENINGS PROVIDE A MINIMUM TWO STUDS FULL WALL HEIGHT EACH SIDE OF OPENING AND A MINIMUM ONE ADDITIONAL STUD FOR EACH SIDE FOR LINTEL BEARING. 5. ANCHOR BOTTOM TRACK TO CONCRETE OR MASONRY WITH MINIMUM 5/32”X1 ANCHOR BOTTOM TRACK TO CONCRETE OR MASONRY WITH MINIMUM 5/32”X1 X1 1/4” POWER DRIVEN FASTENERS AT 16” O.C. POWER DRIVEN FASTENERS AT 16” O.C. O.C. 6. TOP AND BOTTOM TRACKS SHALL BE COLD ROLLED OR BREAK FORMED STEEL, TOP AND BOTTOM TRACKS SHALL BE COLD ROLLED OR BREAK FORMED STEEL, GALVANIZED U SHAPED AND MINIMUM 16 GAUGE AND AS NOTED ON THE DRAWINGS. 7. LIGHT GAUGE METAL FRAMING FASTENERS SHALL BE A MINIMUM #10 LIGHT GAUGE METAL FRAMING FASTENERS SHALL BE A MINIMUM #10 SELF-DRILLING SHEET METAL SCREWS, 16 THREADS PER INCH, WITH LOW PROFILE HEAD. PROVIDE A MINIMUM OF TWO SCREWS PER CONNECTION UNLESS NOTED OTHERWISE. 8. ALL FRAMING COMPONENTS SHALL BE SQUARELY CUT FOR ATTACHMENT TO ALL FRAMING COMPONENTS SHALL BE SQUARELY CUT FOR ATTACHMENT TO PERPENDICULAR MEMBERS. STUD ENDS MUST SEAT TIGHTLY INTO TRACKS FOR ALL BEARING APPLICATIONS. 9. AT ALL WALL ELEMENTS, PROVIDE 1 1/2” - 16 GAUGE HORIZONTAL CHANNEL AT ALL WALL ELEMENTS, PROVIDE 1 1/2” - 16 GAUGE HORIZONTAL CHANNEL - 16 GAUGE HORIZONTAL CHANNEL BRIDGING TO PREVENT STUD ROTATION. SPACE BRIDGING AT 4'-0” O.C. O.C. WALL STUD DEFLECTION CRITERIA: 10. FOR WALL STUDS PROVIDING LATERAL SUPPORT, PROVIDE L/360. FOR WALL STUDS PROVIDING LATERAL SUPPORT, PROVIDE L/360. 11. THE LIGHT GAUGE SUPPLIER SHALL SUBMIT CERTIFIED SHOP DRAWINGS AND THE LIGHT GAUGE SUPPLIER SHALL SUBMIT CERTIFIED SHOP DRAWINGS AND DESIGN CALCULATIONS PREPARED BY A QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WISCONSIN. SEE PROJECT SPECIFICATION MANUAL FOR ADDITIONAL SUBMITTAL REQUIREMENTS. 12. ALL LIGHT GAUGE DESIGNATIONS ARE IN ACCORDANCE WITH THE STEEL ALL LIGHT GAUGE DESIGNATIONS ARE IN ACCORDANCE WITH THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA): 12 GAUGE 97 MILS 97 MILS 14 GAUGE 68 MILS 68 MILS 16 GAUGE 54 MILS 54 MILS 18 GAUGE 43 MILS 43 MILS 20 GAUGE 33 MILS 33 MILS 22 GAUGE 27 MILS 27 MILS 13. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATION FOR SIZE, REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATION FOR SIZE, MINIMUM GAGE, EXTENT AND LOCATION OF INTERIOR NON-BEARING LIGHT GAGE FRAMING NOT SHOWN ON THE STRUCTURAL DRAWINGS. INTERIOR LIGHT GAUGE FRAMING IS TO BE DESIGNED FOR 5 PSF LATERAL PRESSURE BY THE LIGHT GAUGE SUPPLIER. 14. TEMPORARY BRACING SHALL BE FURNISHED BY THE LIGHT GAUGE SUPPLIER TEMPORARY BRACING SHALL BE FURNISHED BY THE LIGHT GAUGE SUPPLIER AND FRAMING INSTALLER AND MAINTAINED UNTIL PERMANENT SYSTEMS PROVIDING LATERAL STABILITY ARE IN PLACE. 15. WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY (AWS) WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING CODE -- SHEET STEEL, D1.3 -- CURRENT EDITION.” WELDERS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.3 AND SHALL BE EXPERIENCE IN LIGHT GAUGE WELDING. 16. ALL LIGHT GAGE MATERIAL TO BE WELDED MUST BE NOMINAL 16 GAUGE ALL LIGHT GAGE MATERIAL TO BE WELDED MUST BE NOMINAL 16 GAUGE OR THICKER. 17. TOUCH UP ALL LIGHT GAGE MATERIAL AT WELDS WITH ZINC-RICK PAINT. TOUCH UP ALL LIGHT GAGE MATERIAL AT WELDS WITH ZINC-RICK PAINT. 18. SPLICES IN STUDS AND HEADERS ARE NOT PERMITTED, UNLESS APPROVED SPLICES IN STUDS AND HEADERS ARE NOT PERMITTED, UNLESS APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 19. FRAMING COMPONENTS MAY BE PRE-ASSEMBLED INTO PANELS PRIOR TO FRAMING COMPONENTS MAY BE PRE-ASSEMBLED INTO PANELS PRIOR TO ERECTING. PREFABRICATED PANELS SHALL BE SQUARE, WITH COMPONENTS ATTACHED IN A MANNER THAT PREVENTS RACKING. PRE-ENGINEERED COLD-FORMED METAL TRUSS FRAMING 1. THE COLD-FORMED METAL TRUSS SUPPLIER SHALL EMPLOY A THE COLD-FORMED METAL TRUSS SUPPLIER SHALL EMPLOY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WISCONSIN WHO SHALL BE RESPONSIBLE FOR THE ACTUAL DESIGN OF ALL ASPECTS OF THE TRUSSES, INCLUDING MEMBER SIZES, GAUGES, CONNECTIONS, BRACING WEB STIFFENERS, ETC. 2. METAL TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO METAL TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING LOADS: GRAVITY LOADING CASE: TOP CHORD LOADING: SNOW LOAD = 37 psf + SNOW LOAD = 37 psf + SNOW LOAD = 37 psf + UNBALANCED SNOW LOAD DEAD LOAD = 10 psf BOTTOM CHORD LOADING: DEAD LOAD = 10 psf DEAD LOAD = 10 psf DEAD LOAD = 10 psf WIND LOADING CASE: SEE 'DESIGN LIVE LOADS' FOR WIND COMPONENT CRITERIA 3. METAL TRUSSES SHALL BE DESIGNED BY THE SUPPLIER IN ACCORDANCE METAL TRUSSES SHALL BE DESIGNED BY THE SUPPLIER IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE AISI 'SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS' BY THE AISI EXCEPT FOR MODIFICATIONS SET FORTH IN IBC SECTION 2218. 4. ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL CONFORMING ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD STRENGTH AS FOLLOWS: 12, 14, & 16 GAUGE MEMBERS: fy = 50 KSI 18, 20, &22 GAUGE MEMBERS: fy = 33 KSI 1. ALL FRAMING MEMBERS SHALL BE GALVANIZED WITH A G-60 COATING ALL FRAMING MEMBERS SHALL BE GALVANIZED WITH A G-60 COATING MEETING THE REQUIREMENTS OF ASTM A924. 2. STEEL STUDS AND TRACKS SHALL BE MANUFACTURED IN COMPLIANCE STEEL STUDS AND TRACKS SHALL BE MANUFACTURED IN COMPLIANCE WITH ASTM C955. 3. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL METAL TRUSSES SHOWING SUBMIT COMPLETE SHOP DRAWINGS FOR ALL METAL TRUSSES SHOWING CALCULATIONS, MEMBER SIZES, GAUGE, YIELD STRENGTH, CONNECTIONS, SPAN, CAMBER, DIMENSIONS, CHORD PITCH, AND DESIGN LOADINGS. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WISCONSIN. 4. METAL TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE METAL TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR THE SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. 5. METAL TRUSSES SHALL BE DESIGNED SO THAT THE MAXIMUM LIVE LOAD METAL TRUSSES SHALL BE DESIGNED SO THAT THE MAXIMUM LIVE LOAD DEFLECTION IS LIMITED TO L/360. SHOP DRAWING REVIEW 1. SHORT ELLIOTT HENDRICKSON INC. (SEH) WILL REVIEW THE GENERAL SHORT ELLIOTT HENDRICKSON INC. (SEH) WILL REVIEW THE GENERAL CONTRACTOR'S (GC) SHOP DRAWINGS AND RELATED SUBMITTALS (AS INDICATED BELOW) WITH RESPECT TO THE ABILITY OF THE DETAILED WORK, WHEN COMPLETE, TO BE A PROPERLY FUNCTIONING INTEGRAL ELEMENT OF THE OVERALL STRUCTURAL SYSTEM DESIGNED BY SEH. IN GENERAL, SUBMITTALS WILL NOT BE REVIEWED FOR CORRECT QUANTITIES OR CONSTRUCTION CONSIDERATIONS. 2. PRIOR TO SUBMITTAL OF A SHOP DRAWING OR ANY RELATED MATERIAL TO PRIOR TO SUBMITTAL OF A SHOP DRAWING OR ANY RELATED MATERIAL TO SEH, THE GC SHALL: REVIEW EACH SUBMISSION FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO, ALL OF WHICH ARE THE SOLE RESPONSIBILITY OF THE GC. REVIEW AND APPROVE EACH SUBMISSION. STAMP EACH SUBMISSION AS APPROVED. 3. SEH SHALL ASSUME THAT NO SUBMISSION COMPRISES A VARIATION FROM THE SEH SHALL ASSUME THAT NO SUBMISSION COMPRISES A VARIATION FROM THE CONTRACT DOCUMENTS UNLESS THE GC ADVISES SEH WITH WRITTEN DOCUMENTATION. SHOP DRAWINGS AND RELATED MATERIAL (IF ANY) REQUIRED ARE INDICATED BELOW. SHOULD SEH REQUIRE MORE THAN TEN (10) WORKING DAYS TO PERFORM THE REVIEW, SEH SHALL SO NOTIFY THE GC. SUBMITTALS SHALL INCLUDE: CONCRETE MIX DESIGNS AND MATERIAL CERTIFICATES INCLUDING ADMIXTURES AND COMPOUNDS APPLIED TO THE CONCRETE AFTER PLACEMENT. AGGREGATE TESTS AND CONCRETE TEST HISTORY FOR EACH MIX DESIGN, WITH THE SUBMISSION OF CONCRETE MIX DESIGNS. REINFORCING STEEL SHOP DRAWINGS INCLUDING ERECTION DRAWINGS AND BENDING DETAILS. (BAR LIST WILL NOT BE REVIEWED FOR CORRECT QUANTITIES). ELEVATIONS OF ALL REINFORCED CONCRETE MASONRY WALLS AND ALL CONCRETE WALLS WITH FOOTING STEPS OR OTHER ELEVATION CHANGES, AT A SCALE NO SMALLER THAN 1/8" = 1'-0" SHOWING ALL REQUIRED REINFORCING. GROUT MIX DESIGNS (FOR CMU). STRUCTURAL STEEL SHOP DRAWINGS INCLUDING ERECTION DRAWINGS AND PIECE DETAILS. INCLUDE ROOF DECKING AND CONNECTOR SUBMITTALS. STRUCTURAL STEEL CONNECTION DESIGN CALCULATIONS, WHERE REQUIRED (SIGNED AND SEALED BY ENGINEER REGISTERED IN STATE OF WISCONSIN). PRE-MANUFACTURED COLD-FORMED METAL TRUSS DESIGN CALCULATIONS SIGNED AND SEALED BY ENGINEER REGISTERED IN STATE OF WISCONSIN. SEH SHALL REVIEW SHOP DRAWINGS AND RELATED MATERIALS WITH COMMENTS PROVIDED THAT EACH SUBMISSION HAS MET THE ABOVE REQUIREMENTS. SEH SHALL RETURN WITHOUT COMMENT UNREQUIRED MATERIAL OR SUBMISSIONS WITHOUT GC APPROVAL STAMP. REQUIRED INSPECTION

AutoCAD SHX Text 1 METAL CONSTRUCTION WELDING DETAILS: BRACING, LOCATIONS, ETC. BOLTING 2 CONCRETE CONSTRUCTION CONCRETE PRECAST/PRESTRESSED CONCRETE REINFORCEMENT: SIZE AND SPACING BOLTS INSTALLED IN CONCRETE 3 MASONRY CONSTRUCTION REINFORCEMENT: SIZE AND SPACING PRISMS DETAILS: GROUTING, LINTELS, ETC. 4 WOOD CONSTRUCTION 5 GRADING, EXCAVATION AND FILLING 6 PILING, PIERS AND CAISSONS 7 SPRAY-APPLIED FIREPROOFING 8 EXTERIOR INSULATION AND FINISH SYSTEM 9 SPECIAL CASES

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File details come from the government source that posted it. Updated Nov 14, 2017.