Structural-21053.pdf

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

Architecture Engineering Design-Build paradigm

AutoCAD SHX Text POWER ACTUATED FASTENER (PAF) GENERAL NOTES (INSTALLED IN STEEL) 1. POWER ACTUATED FASTENER (PAF), POWDER DRIVEN FASTENERS (PDF), POWER DRIVEN PINS (PDP), SHOT PINS POWER ACTUATED FASTENER (PAF), POWDER DRIVEN FASTENERS (PDF), POWER DRIVEN PINS (PDP), SHOT PINS ALL REPRESENT THE SAME FASTENER AND WILL HEREAFTER BE REFERRED TO AS POWER ACTUATED FASTENERS (PAF). 2. MINIMUM STEEL TENSILE STRENGTH Fu=58 KSI. MINIMUM STEEL TENSILE STRENGTH Fu=58 KSI. 3. MINIMUM SPACING = 1 INCH. MINIMUM SPACING = 1 INCH. 4. MINIMUM EDGE DISTANCE = 1/2 INCH. MINIMUM EDGE DISTANCE = 1/2 INCH. 5. USE KNURLED SHANK FASTENERS FOR ALL CONNECTIONS. USE KNURLED SHANK FASTENERS FOR ALL CONNECTIONS. 6. PAF SHALL BE INSTALLED PER CURRENT ICC-ES EVALUATION REPORTS INDICATED (OR EQUIVALENT ICC-ESR PAF SHALL BE INSTALLED PER CURRENT ICC-ES EVALUATION REPORTS INDICATED (OR EQUIVALENT ICC-ESR REPORTS OR OTHER REPORTS FROM OTHER TESTING AGENCIES ACCEPTABLE TO THE VA COR). 7. SEE IBC, ASCE AND MANUFACTURER INSTALLATION INSTRUCTIONS FOR PAF REQUIREMENTS & ATTACHMENT TO SEE IBC, ASCE AND MANUFACTURER INSTALLATION INSTRUCTIONS FOR PAF REQUIREMENTS & ATTACHMENT TO STEEL. 8. ALLOWABLE STRENGTHS SHALL BE COMPARED TO ALLOWABLE STRESS DESIGN (ASD) LEVEL DEMAND IN ALLOWABLE STRENGTHS SHALL BE COMPARED TO ALLOWABLE STRESS DESIGN (ASD) LEVEL DEMAND IN ACCORDANCE WITH APPLICABLE CODES. 9. ALLOWABLE STRENGTHS ARE FOR SINGLE FASTENERS, WHICH MEET THE REQUIREMENTS PER NOTES ABOVE. THE ALLOWABLE STRENGTHS ARE FOR SINGLE FASTENERS, WHICH MEET THE REQUIREMENTS PER NOTES ABOVE. THE ALLOWABLE STRENGTHS ARE BASED UPON THE LEAST OF THE ALLOWABLE STRENGTHS LISTED IN THE ICC-ESR REPORT INDICATED FOR FASTENERS SHOWN ON DRAWINGS. 10. TOTAL ALLOWABLE TENSION, SHEAR OR TENSION SHEAR COMBINATION SHALL NOT EXCEED 250 LBS IN SEISMIC TOTAL ALLOWABLE TENSION, SHEAR OR TENSION SHEAR COMBINATION SHALL NOT EXCEED 250 LBS IN SEISMIC IN SEISMIC DESIGN CATEGORIES D, E AND F, AS INDICATED BY THE IBC AND ASCE CODES. 11. STANDARD PAF INSTALLED TO STEEL UNLESS NOTED OTHERWISE: HILTI .177" KNURLED SHANK PAF (ICC-ESR STANDARD PAF INSTALLED TO STEEL UNLESS NOTED OTHERWISE: HILTI .177" KNURLED SHANK PAF (ICC-ESR1663) (OR APPROVED EQUAL), UNLESS NOTED OTHERWISE. REFER TO DETAILS FOR QUANTITY AND SPACING.

AutoCAD SHX Text BUILDING AND STRUCTURE PAD PREPARATION AND SUBGRADE 1. THE GEOTECHNICAL ENGINEER RECOMMENDATIONS SUPERCEDE DIRECTION PROVIDED ON THESE DRAWINGS OR THE GEOTECHNICAL ENGINEER RECOMMENDATIONS SUPERCEDE DIRECTION PROVIDED ON THESE DRAWINGS OR SPECIFICATIONS. WHERE CONFLICTING INFORMATION IS ENCOUNTERED, FOLLOW PRESCRIBED METHODS AND MATERIALS AS INDICATED BY THE GEOTECHNICAL ENGINEER. 2. AFTER PERFORMING ANY REQUIRED CUTS, STRIPPING AND PROOFROLLING, THE EXPOSED SUBGRADE SHALL BE AFTER PERFORMING ANY REQUIRED CUTS, STRIPPING AND PROOFROLLING, THE EXPOSED SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. 3. DURING COMPACTION, THE EXPOSED SUBGRADE AND EACH LIFT OF COMPACTION FILL SHALL BE TESTED FOR DURING COMPACTION, THE EXPOSED SUBGRADE AND EACH LIFT OF COMPACTION FILL SHALL BE TESTED FOR MOISTURE AND DENSITY AND REWORKED AS NECESSARY UNTIL THE LIFT IS APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO THE PLACEMENT OF ADDITIONAL MATERIAL. 4. THE GROUND SURFACE SHOULD BE SLOPED AWAY FROM THE BUILDING ON ALL SIDES TO PREVENT WATER FROM THE GROUND SURFACE SHOULD BE SLOPED AWAY FROM THE BUILDING ON ALL SIDES TO PREVENT WATER FROM COLLECTING NEAR THE BUILDING. WATER SHOULD NOT BE ALLOWED TO POND NEAR THE BUILDING DURING OR AFTER CONSTRUCTION. IN ADDITION, THE MOISTURE CONTENT OF THE SOIL SHOULD BE MAINTAINED NEAR OPTIMUM UNTIL THE FLOOR SLAB IS CONSTRUCTED. THEREFORE, THE BUILDING PAD SHOULD ALWAYS CONTAIN ENOUGH MOISTURE SO THAT SURFACE CRACKS DO NOT DEVELOP. THE MOISTURE CONTENT OF THE BUILDING PAD SHALL BE EVALUATED JUST BEFORE CONCRETE FOR THE FLOOR IS PLACED. 5. IMMEDIATELY NOTIFY THE COR IF UNUSUAL SOIL CONDITIONS ARE FOUND. IMMEDIATELY NOTIFY THE COR IF UNUSUAL SOIL CONDITIONS ARE FOUND. 6. PROTECT EXISTING STRUCTURES AND UTILITIES WITHIN THE BUILDING PAD AREA FROM DAMAGE. RESTORE ALL PROTECT EXISTING STRUCTURES AND UTILITIES WITHIN THE BUILDING PAD AREA FROM DAMAGE. RESTORE ALL ITEMS DAMAGED AT NO COST TO VA. 7. DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE OF AREA. PROVIDE EROSION DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE OF AREA. PROVIDE EROSION CONTROL AND SWPPP MEASURES TO PREVENT LOSS OR SPREADING OF SILT MATERIALS FROM STORAGE AREAS. 8. BUILDING PAD AND SLAB SUBBASE SHALL BE PREPARED IN ACCORDANCE WITH THE DRAWINGS AND BUILDING PAD AND SLAB SUBBASE SHALL BE PREPARED IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. 9. EXPANSIVE SOILS SHALL BE REMOVED TO A MINIMUM OF SIX (6) FEET AWAY FROM THE BUILDING AREAS. THESE EXPANSIVE SOILS SHALL BE REMOVED TO A MINIMUM OF SIX (6) FEET AWAY FROM THE BUILDING AREAS. THESE SOILS SHALL BE REPLACED WITH PROPERLY COMPACTED LOW PLASTICITY STRUCTURAL FILL. 10. SLAB-ON-GRADES SHALL BE SUPPORTED ON A MINIMUM FOUR (4) INCH THICK AGGREGATE BASE ON TOP OF SLAB-ON-GRADES SHALL BE SUPPORTED ON A MINIMUM FOUR (4) INCH THICK AGGREGATE BASE ON TOP OF COMPACTED LOW VOLUME CHANGE SUBGRADE. 11. ALL IMPORTED FILL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN THE DRAWINGS AND SPECIFICATIONS. ALL IMPORTED FILL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN THE DRAWINGS AND SPECIFICATIONS. 12. A VAPOR RETARDER MEMBRANE (15-MIL POLYETHYLENE, REFER TO ARCH.) SHOULD BE PLACED IMMEDIATELY A VAPOR RETARDER MEMBRANE (15-MIL POLYETHYLENE, REFER TO ARCH.) SHOULD BE PLACED IMMEDIATELY BELOW THE FLOOR SLAB TO HELP REDUCE MOISTURE EMISSIONS THROUGH THE SLAB.

AutoCAD SHX Text

GENERAL NOTES

AutoCAD SHX Text FOUNDATIONS AND SLABS ON GRADE 1. FOOTING DESIGNS ARE BASED ON A NET SOIL BEARING PRESSURE FOR COLUMN FOOTINGS AND FOR FOOTING DESIGNS ARE BASED ON A NET SOIL BEARING PRESSURE FOR COLUMN FOOTINGS AND FOR CONTINUOUS SPREAD FOOTINGS AT 1200 PSF, CODE MINIMUM IN ABSENCE OF SOILS REPORT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING EXACT QUANTITIES OF CUT AND FILL FOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING EXACT QUANTITIES OF CUT AND FILL FOR ESTIMATING AND CONSTRUCTION. SUBGRADE SHALL BE PREPARED AS NOTED IN THE GEOTECHNICAL REPORT. 3. A QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER, LICENSED IN THE STATE WHERE THE PROJECT IS A QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER, LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED AND WORKING FOR THE TESTING LABORATORY, SHALL DETERMINE CONFORMANCE OF THE FOUNDATION BEARING STRATA WITH THE FOUNDATION DESIGN CRITERIA ABOVE, AND ALL OTHER CONTRACT DOCUMENTS. TESTING LABORATORY SHALL NOTIFY CONTRACTOR, ARCHITECT AND CONSULTING ENGINEER OF ANY CONDITIONS NOT IN ACCORDANCE WITH FOUNDATION DESIGN CRITERIA OR CONTRACT DOCUMENTS. 4. INTERIOR AND EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH. MINIMUM BEARING INTERIOR AND EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH. MINIMUM BEARING DEPTH IS 48" BELOW ADJACENT FINISHED GRADE. STANDARD PROCEDURES OF FROST PROTECTION FOR 48" BELOW ADJACENT FINISHED GRADE. STANDARD PROCEDURES OF FROST PROTECTION FOR BELOW ADJACENT FINISHED GRADE. STANDARD PROCEDURES OF FROST PROTECTION FOR FOUNDATIONS AND EXCAVATIONS SHALL BE EMPLOYED FOR WINTER CONSTRUCTION. BACKFILLING OF EXCAVATIONS SHALL BE DONE AS SOON AS POSSIBLE TO PROTECT FOUNDATIONS FROM FROST. 5. USE ONLY STRUCTURAL FILL MATERIAL AS NOTED IN THE GEOTECHNICAL REPORT FOR FILL BELOW USE ONLY STRUCTURAL FILL MATERIAL AS NOTED IN THE GEOTECHNICAL REPORT FOR FILL BELOW BUILDINGS/STRUCTURES AND REQUIRED DISTANCE BEYOND THE EDGES OF THE BUILDINGS/STRUCTURES. 6. FOUNDATION WALLS SHALL HAVE ADEQUATE TEMPORARY BRACING INSTALLED BY THE CONTRACTOR BEFORE FOUNDATION WALLS SHALL HAVE ADEQUATE TEMPORARY BRACING INSTALLED BY THE CONTRACTOR BEFORE BACKFILL IS PLACED AGAINST THEM. TEMPORARY BRACING SHALL NOT BE REMOVED UNTIL WALL IS PERMANENTLY BRACED. 7. FOUNDATION PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER. PENETRATIONS FOUNDATION PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER. PENETRATIONS SHALL BE THROUGH FOUNDATION STEMWALL OR 6" CLEAR BELOW FOOTING. 8. "C.J." INDICATES SAW CUT CONTRACTION JOINT OR DOWELED CONSTRUCTION JOINT IN SLAB-ON-GRADE. REFER "C.J." INDICATES SAW CUT CONTRACTION JOINT OR DOWELED CONSTRUCTION JOINT IN SLAB-ON-GRADE. REFER TO SPECIFICATIONS FOR ACCEPTED SAW CUT METHODS. SLAB POURS SHALL BE SEPARATED BY A DOWELED CONSTRUCTION JOINT. CONTRACTION/CONSTRUCTION JOINTS SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY THE STRUCTURAL ENGINEER. 9. CONTROL/CONSTRUCTION JOINTS SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY THE ARCHITECT CONTROL/CONSTRUCTION JOINTS SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY THE ARCHITECT OR ENGINEER. 10. SOIL SUPPORTED SLABS SHALL BE CONSTRUCTED OVER PREPARED SUBGRADE AS SPECIFIED IN THE SOIL SUPPORTED SLABS SHALL BE CONSTRUCTED OVER PREPARED SUBGRADE AS SPECIFIED IN THE GEOTECHNICAL REPORT.

AutoCAD SHX Text GENERAL 1. THE DRAWINGS AND SPECIFICATIONS DESCRIBE IN GENERAL THE QUALITY AND CHARACTER OF THE MATERIALS, THE DRAWINGS AND SPECIFICATIONS DESCRIBE IN GENERAL THE QUALITY AND CHARACTER OF THE MATERIALS, SHAPE AND CONFIGURATION OF STRUCTURES AND METHOD OF INSTALLATION. MISCELLANEOUS ITEMS OF WORK, MATERIAL, EQUIPMENT, ETC., NECESSARY TO COMPLETE THE INSTALLATION SHALL BE PROVIDED BY THE CONTRACTOR WHETHER OR NOT MENTIONED IN THE SPECIFICATIONS OR SHOWN ON THE DRAWINGS. 2. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 3. ALL CONSTRUCTION DOCUMENTS ARE COMPLEMENTARY, AND WHAT IS CALLED FOR BY ANY WILL BE AS BINDING ALL CONSTRUCTION DOCUMENTS ARE COMPLEMENTARY, AND WHAT IS CALLED FOR BY ANY WILL BE AS BINDING AS IF CALLED FOR BY ALL. ANY WORK SHOWN OR REFERRED TO ON ANY CONSTRUCTION DOCUMENTS SHALL BE PROVIDED AS THOUGH ON ALL RELATED DOCUMENTS. 4. LARGE SCALE DRAWINGS TAKE PRECEDENCE OVER SMALL SCALE, DETAILS TAKE PRECEDENCE OVER ALL. LARGE SCALE DRAWINGS TAKE PRECEDENCE OVER SMALL SCALE, DETAILS TAKE PRECEDENCE OVER ALL. CONTRACTOR SHALL NOTIFY COR OF CONFLICTS IN WRITING PRIOR TO PROCEEDING WITH THE WORK IN QUESTION. 5. CONTRACTOR IS RESPONSIBLE FOR CHECKING ALL CONTRACT DOCUMENTS, FIELD CONDITIONS, AND DIMENSIONS CONTRACTOR IS RESPONSIBLE FOR CHECKING ALL CONTRACT DOCUMENTS, FIELD CONDITIONS, AND DIMENSIONS FOR ACCURACY AND CONFIRMING THAT WORK IS BUILDABLE AS SHOWN BEFORE PROCEEDING WITH THE CONSTRUCTION. IF THERE ARE ANY QUESTIONS, THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING A CLARIFICATION FROM THE GOVERNMENT BEFORE PROCEEDING WITH THE WORK IN QUESTION OR RELATED WORK. 6. CONTRACTOR SHALL NOT SCALE DRAWINGS. WRITTEN DIMENSIONS SHALL ALWAYS GOVERN. CONTRACTOR CONTRACTOR SHALL NOT SCALE DRAWINGS. WRITTEN DIMENSIONS SHALL ALWAYS GOVERN. CONTRACTOR REQUIRING DIMENSIONS NOT NOTED SHALL CONTACT THE GOVERNMENT FOR SUCH INFORMATION PRIOR TO PROCEEDING WITH WORK RELATED TO THOSE DIMENSIONS EXCEPT FOR DIMENSIONS OR DETAILS OF EXISTING CONDITIONS WHERE CONTRACTOR SHALL FIELD MEASURE. 7. NO REPRODUCTIONS OF THE CONSTRUCTION DOCUMENTS ARE ACCEPTABLE FOR USE AS SHOP DRAWINGS. NO REPRODUCTIONS OF THE CONSTRUCTION DOCUMENTS ARE ACCEPTABLE FOR USE AS SHOP DRAWINGS. 8. THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES FROM DAMAGE. ANY DAMAGE CAUSED BY THE THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES FROM DAMAGE. ANY DAMAGE CAUSED BY THE CONTRACTOR SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO THE OWNER. BARRICADES, SIGNS, LIGHTS, ETC., REQUIRED FOR THE PROTECTION OF PERSONNEL, PROPERTY AND MATERIAL SHALL BE PROVIDED FOR AND MAINTAINED DURING CONSTRUCTION BY THE CONTRACTOR, AND SHALL CONFORM TO ALL GOVERNING CODES, ORDINANCES AND REGULATIONS. THE CONTRACTOR SHALL EMPLOY ALL MEANS NECESSARY TO CONTROL DUST & DEBRIS AT AND NEAR THE SITE OF WORK AND ALONG APPROACH ROUTES. 9. THE CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY TO INSTALL AND/OR THE CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY TO INSTALL AND/OR ERECT THE CONSTRUCTION AS REQUIRED TO PROPERLY COMPLETE THE WORK. PRIOR TO BEGINNING THE WORK, CONTRACTOR SHALL RETAIN A STATE LICENSED STRUCTURAL ENGINEER WHO WILL REVIEW DETAILS AND DESIGN ALL NECESSARY SHORING WHEN TEMPORARY FORMWORK, SHORING OR BRACING IS NEEDED FOR CONSTRUCTION OF THE PROJECT. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING FOR ALL MEMBERS AS REQUIRED FOR THE STABILITY OF THE STRUCTURE(S) DURING ALL PHASES OF CONSTRUCTION ADEQUATELY DESIGNED FOR THE IMPOSITION OF ALL LOADS DURING CONSTRUCTION. 10. THE DRAWINGS SHOW THE FORM OF THE COMPLETED STRUCTURE(S) EXCLUSIVE OF ANY PROVISIONS FOR THE DRAWINGS SHOW THE FORM OF THE COMPLETED STRUCTURE(S) EXCLUSIVE OF ANY PROVISIONS FOR BRACING OR SHORING DURING CONSTRUCTION. STRUCTURAL ELEMENTS ARE NON-SELF SUPPORTING AND REQUIRE INTERACTION WITH OTHER ELEMENTS FOR STABILITY AND RESISTANCE TO GRAVITY, LATERAL, SEISMIC, WIND, AND OTHER SUCH FORCES. FRAMING AND WALLS SHALL BE TEMPORARILY BRACED BY THE CONTRACTOR UNTIL PERMANENT BRACING, FLOOR AND ROOF DECKS, AND WALLS HAVE BEEN INSTALLED AND CONNECTIONS BETWEEN THESE ELEMENTS HAVE BEEN MADE. 11. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE COR OF ANY CONDITION THAT MIGHT ENDANGER THE THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE COR OF ANY CONDITION THAT MIGHT ENDANGER THE STABILITY OF THE STRUCTURE(S) OR CAUSE DISTRESS OF THE STRUCTURE(S). THE DESIGN ENGINEER IS NOT RESPONSIBLE FOR INSPECTION OF THE ELEMENTS DESCRIBED ABOVE, NOR WILL THE DESIGN ENGINEER BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES OR SEQUENCES OF CONSTRUCTION. THE SPECIFICATIONS AND STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATION OF CONSTRUCTION AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. 12. THE CONTRACTOR SHALL PROVIDE ALL TOOLS, TRANSPORTATION, UTILITIES, TEMPORARY FACILITIES, AND OTHER THE CONTRACTOR SHALL PROVIDE ALL TOOLS, TRANSPORTATION, UTILITIES, TEMPORARY FACILITIES, AND OTHER SERVICES AS NECESSARY FOR PROPER EXECUTION OF THE WORK, AND SHALL ASSUME FULL RESPONSIBILITY FOR PROTECTION AND SAFEKEEPING OF THESE ELEMENTS DURING CONSTRUCTION. THE CONTRACTOR SHALL CONTACT THE COR FOR DESIGNATION OF THE MATERIAL STORAGE AREA AT THE JOB SITE. 13. CONTRACTOR SHALL FIELD INVESTIGATE, VERIFY AND BE RESPONSIBLE FOR ALL CONDITIONS, ELEVATIONS AND CONTRACTOR SHALL FIELD INVESTIGATE, VERIFY AND BE RESPONSIBLE FOR ALL CONDITIONS, ELEVATIONS AND DIMENSIONS OF THE PROJECT, AS SHOWN ON OR REFERENCED ON THE DRAWINGS AND ADDITIONALLY AS NECESSARY TO COMPLETE ALL THE WORK, AND NOTIFY THE GOVERNMENT ABOUT ANY CONDITION REQUIRING MODIFICATION OR CHANGE PRIOR TO BIDDING. EXAMINE THE DRAWINGS AND SPECIFICATIONS AND CLEARLY UNDERSTAND THE EXISTING CONDITIONS UNDER WHICH THE WORK IS TO BE PERFORMED PRIOR TO BIDDING. 14. ENTERING INTO AN AGREEMENT WITH THE GOVERNMENT INDICATES THAT THE CONTRACTOR HAS VISITED THE SITE, ENTERING INTO AN AGREEMENT WITH THE GOVERNMENT INDICATES THAT THE CONTRACTOR HAS VISITED THE SITE, FAMILIARIZED HIMSELF OR HERSELF WITH EXISTING CONDITIONS, AND REVIEWED SAME WITH REQUIREMENTS OF CONTRACT DOCUMENTS. NO ALLOWANCES OF ANY KIND WILL BE MADE FOR ANY EXTRA COST DUE THE CONTRACTOR'S FAILURE TO INFORM THE GOVERNMENT OF DISCREPANCIES IN TIME TO ISSUE CORRECTIVE ADDENDA PRIOR TO BIDDING. THE CONTRACT DOCUMENTS ILLUSTRATE THE INTENT OF THE WORK TO BE PERFORMED. 15. THE CONTRACTOR SHALL MAINTAIN GOOD HOUSEKEEPING PRACTICES AT THE JOB SITE. EXCESS BUILDING THE CONTRACTOR SHALL MAINTAIN GOOD HOUSEKEEPING PRACTICES AT THE JOB SITE. EXCESS BUILDING MATERIALS AND DEBRIS SHALL BE REMOVED PROMPTLY FROM THE JOB SITE AND DISPOSED OF AT AN APPROVED DUMPSITE. THE JOB SITE SHALL BE LEFT "BROOM CLEAN" AT THE END OF EACH WORKDAY. BEFORE ACCEPTANCE BY THE GOVERNMENT, THE COMPLETED CONSTRUCTION SHALL BE CLEARED, ANY APPLICABLE LABELS REMOVED, AND ALL OTHER TOUCH UP WORK COMPLETED. 16. ALL FINISH MATERIALS SHALL BE PROTECTED AT ALL TIMES AGAINST SUBSEQUENT DAMAGE, UNTIL FINAL ALL FINISH MATERIALS SHALL BE PROTECTED AT ALL TIMES AGAINST SUBSEQUENT DAMAGE, UNTIL FINAL ACCEPTANCE BY THE GOVERNMENT. 17. ANY AND ALL REVISIONS SHALL BE IN WRITTEN CHANGE ORDER FORM AND APPROVED AND AUTHORIZED BY THE ANY AND ALL REVISIONS SHALL BE IN WRITTEN CHANGE ORDER FORM AND APPROVED AND AUTHORIZED BY THE GOVERNMENT BEFORE BEGINNING WORK. 18. THE CONTRACTOR SHALL MAINTAIN A CURRENT AND COMPLETE SET OF CONSTRUCTION DOCUMENTS ON THE JOB THE CONTRACTOR SHALL MAINTAIN A CURRENT AND COMPLETE SET OF CONSTRUCTION DOCUMENTS ON THE JOB SITE DURING ALL PHASES OF CONSTRUCTION FOR USE OF ALL TRADES, AND SHALL NOTIFY ALL SUBCONTRACTORS WITH CURRENT CONSTRUCTION DOCUMENTS, AS REQUIRED. 19. ALL WORK LISTED, SHOWN, OR IMPLIED ON ANY CONSTRUCTION DOCUMENTS SHALL BE SUPPLIED AND ALL WORK LISTED, SHOWN, OR IMPLIED ON ANY CONSTRUCTION DOCUMENTS SHALL BE SUPPLIED AND INSTALLED BY THE CONTRACTOR, EXCEPT WHERE NOTED OTHERWISE, TYPICALLY INDICATED AS "BY OTHERS" OR "NOT IN CONTRACT", SUCH WORK BEING SHOWN FOR COORDINATION PURPOSES. 20. THE CONTRACTOR SHOULD NOTE THAT ONLY THOSE PORTIONS OF THE EXISTING STRUCTURE ARE SHOWN WHERE THE CONTRACTOR SHOULD NOTE THAT ONLY THOSE PORTIONS OF THE EXISTING STRUCTURE ARE SHOWN WHERE PERTINENT TO THE LOCATIONS OF SUPPORT FRAMING MODIFICATION OR ADDITION. DRAWINGS SHALL BE USED FOR LAYOUT RELATIVE TO THE EXISTING STRUCTURE, HOWEVER FIELD VERIFICATION OF FRAMING LOCATIONS IS REQUIRED BEFORE INSTALLATION OF ANY NEW FRAMING. 21. THE CONTRACTOR SHOULD VERIFY EXACT LOCATIONS AND DIMENSIONS WITH ARCHITECTURAL DRAWINGS WHERE THE CONTRACTOR SHOULD VERIFY EXACT LOCATIONS AND DIMENSIONS WITH ARCHITECTURAL DRAWINGS WHERE NOT SPECIFICALLY NOTED ON THIS SHEET, EXISTING BUILDING INFORMATION SHOWN IS FOR REFERENCE ONLY AND ALL INFORMATION SHALL BE FIELD VERIFIED PRIOR TO START OF CONSTRUCTION. 22. THE CONTRACTOR SHOULD VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OF STRUCTURAL ITEMS. THE CONTRACTOR SHOULD VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OF STRUCTURAL ITEMS. EXISTING PORTION OF PLANS ARE FROM LIMITED FIELD OBSERVATIONS AND AS-BUILT DRAWINGS, WHICH MAY OR MAY NOT REFLECT ACTUAL CURRENT AS-BUILT CONDITIONS OR DIMENSIONS. IF ANY DISCREPANCIES ARE FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT EXISTS IN THE FIELD, CONTACT THE COR TO DETERMINE WHAT SHOULD BE DONE TO MATCH OR ACCOMMODATE EXISTING CONDITIONS AS REQUIRED. BEGINNING OF CONSTRUCTION MEANS ACCEPTANCE OF EXISTING CONDITIONS. REFER TO GENERAL NOTES AND SPECIFICATIONS. 23. SUSPENDED PIPING AND CONDUIT SHALL BE SUPPORTED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN THE SUSPENDED PIPING AND CONDUIT SHALL BE SUPPORTED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN THE DRAWINGS, SPECIFICATIONS OR ACCORDING TO THE GOVERNING CODES OVER SUCH WORK. 24. UTILITY CONNECTIONS AND DISCONNECTIONS NECESSARY TO COMPLETE THE WORK WILL BE PERFORMED ON UTILITY CONNECTIONS AND DISCONNECTIONS NECESSARY TO COMPLETE THE WORK WILL BE PERFORMED ON "OFF-HOURS" TIME TO AVOID UTILITY SERVICE INTERRUPTIONS TO FACILITY OPERATIONS IN THE VICINITY OF CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE ALL UTILITY INTERRUPTIONS WITH THE COR TO OBTAIN APPROVAL FOR DISRUPTION TIMES AND DURATIONS. 25. THE LAYOUT OF ALL ELEMENTS OF CONSTRUCTION AS SHOWN ON THE DRAWINGS IS GENERALLY DIAGRAMMATIC THE LAYOUT OF ALL ELEMENTS OF CONSTRUCTION AS SHOWN ON THE DRAWINGS IS GENERALLY DIAGRAMMATIC UNLESS SPECIFICALLY DIMENSIONED. THE CONTRACTOR IS RESPONSIBLE FOR THE CORRECT LOCATIONS OF ALL WORK AND COORDINATION BETWEEN TRADES. USE ONLY DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS OR USE ANY DIMENSIONS TAKEN FROM ELECTRONIC DRAWING FILES. ASSUME EQUAL SPACING IF NOT INDICATED ON DRAWINGS. 26. WHERE DIMENSIONS AND DETAILS OF SPECIFIC INSTALLATION AND OPERATING INSTRUCTIONS OF EQUIPMENT ARE WHERE DIMENSIONS AND DETAILS OF SPECIFIC INSTALLATION AND OPERATING INSTRUCTIONS OF EQUIPMENT ARE NOT PROVIDED IN THE DRAWINGS OR SPECIFICATIONS, PERFORM THE WORK ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATION ADJUSTMENTS TO PROPERLY INSTALL ALL EQUIPMENT. FULLY COORDINATE AND INSTALL ALL EQUIPMENT COMPONENTS IN ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S WRITTEN INSTRUCTIONS. 27. OBSTRUCTIONS AND UNDERGROUND CONDITIONS, EXISTING FOUNDATIONS, UTILITIES, ETC. INDICATED ARE FOR OBSTRUCTIONS AND UNDERGROUND CONDITIONS, EXISTING FOUNDATIONS, UTILITIES, ETC. INDICATED ARE FOR INFORMATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION AND DEPTH OF ALL OBSTRUCTIONS WITH THE APPROPRIATE AGENCY. 28. CONTRACTOR SHALL PROVIDE BARRICADES TO PROTECT THE GENERAL PUBLIC AND TO PREVENT UNCONTROLLED CONTRACTOR SHALL PROVIDE BARRICADES TO PROTECT THE GENERAL PUBLIC AND TO PREVENT UNCONTROLLED ACCESS TO THE SITE AT ALL TIMES. 29. THE GOVERNMENT MAKES NO REPRESENTATION AS TO THE ACCURACY OR COMPLETENESS OF THE LOCATION, OR THE GOVERNMENT MAKES NO REPRESENTATION AS TO THE ACCURACY OR COMPLETENESS OF THE LOCATION, OR EXISTENCE OR NONEXISTENCE OF ANY UNDERGROUND UTILITIES OR STRUCTURES, WITHIN THE LIMITS OF THIS PROJECT. THE CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEANS TO PROTECT UTILITIES AND STRUCTURES NOT OF RECORD WHETHER SHOWN OR NOT ON THESE PLANS. 30. SUPPORT AND BRACE MECHANICAL DUCTWORK AND PIPING, CONDUITS AND CABLE TRAYS, TELECOMMUNICATION SUPPORT AND BRACE MECHANICAL DUCTWORK AND PIPING, CONDUITS AND CABLE TRAYS, TELECOMMUNICATION WIRES AND CABLE TRAYS TO RESIST DIRECTIONAL FORCES (LATERAL, LONGITUDINAL AND VERTICAL.) 31. AT REGULAR INTERVALS, LATERALLY BRACE SUSPENDED CEILINGS AGAINST LATERAL AND VERTICAL MOVEMENTS. AT REGULAR INTERVALS, LATERALLY BRACE SUSPENDED CEILINGS AGAINST LATERAL AND VERTICAL MOVEMENTS. INDEPENDENTLY SUPPORT AND LATERALLY BRACE ALL LIGHTING FIXTURES. 32. "TYPICAL" OR "TYP." MEANS THAT THE CONDITION IS REPRESENTATIVE FOR ALL SIMILAR CONDITIONS, UNLESS "TYPICAL" OR "TYP." MEANS THAT THE CONDITION IS REPRESENTATIVE FOR ALL SIMILAR CONDITIONS, UNLESS OTHERWISE NOTED. "SIMILAR" OR "SIM." MEANS COMPARABLE CHARACTERISTICS FOR THE CONDITIONS OR DETAILS WITH ONLY SPECIFIC DIFFERENCES NOTED. VERIFY DIMENSIONS AND ORIENTATION ON PLANS AND ELEVATIONS. "ALIGN" AS USED IN THESE DOCUMENTS MEANS TO ACCURATELY LOCATE FINISHES IN THE SAME PLANE.

AutoCAD SHX Text STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM YIELD STRENGTHS: STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM YIELD STRENGTHS: TYPE YIELD ASTM SPEC. YIELD ASTM SPEC. ASTM SPEC. A. W, WT SHAPES: 50 KSI A992 W, WT SHAPES: 50 KSI A992 50 KSI A992 A992 B. BARS, PLATES, CHANNELS, ANGLES: 36 KSI A36 BARS, PLATES, CHANNELS, ANGLES: 36 KSI A36 36 KSI A36 A36 C. SQUARE, RECTANGULAR HSS: 46 KSI A500, GRADE B SQUARE, RECTANGULAR HSS: 46 KSI A500, GRADE B 46 KSI A500, GRADE B A500, GRADE B D. ROUND HSS: 42 KSI A500, GRADE B ROUND HSS: 42 KSI A500, GRADE B 42 KSI A500, GRADE B A500, GRADE B E. STRUCTURAL STEEL PIPE: 35 KSI A53, GRADE B STRUCTURAL STEEL PIPE: 35 KSI A53, GRADE B 35 KSI A53, GRADE B A53, GRADE B F. ALL-THREAD RODS: 36 KSI A36 ALL-THREAD RODS: 36 KSI A36 36 KSI A36 A36 G. ANCHOR RODS: 36 KSI A307 OR F1554-36 ANCHOR RODS: 36 KSI A307 OR F1554-36 36 KSI A307 OR F1554-36 A307 OR F1554-36 H. HEADED STUD ANCHORS: 60 KSI A108, GRADES 1010-1020 HEADED STUD ANCHORS: 60 KSI A108, GRADES 1010-1020 60 KSI A108, GRADES 1010-1020 A108, GRADES 1010-1020 2. BOLTS FOR STEEL BEAM AND COLUMN CONNECTIONS SHALL BE 3/4" DIAMETER ASTM A325 HIGH-STRENGTH BOLTS FOR STEEL BEAM AND COLUMN CONNECTIONS SHALL BE 3/4" DIAMETER ASTM A325 HIGH-STRENGTH BEARING TYPE BOLTS WITH THREADS EXCLUDED FROM THE SHEAR PLANE, INSTALLED SNUG TIGHT, UNLESS INSTALLED SNUG TIGHT, UNLESS UNLESS UNLESS NOTED OTHERWISE. BOLT HOLES SHALL BE INCH LARGER THAN BOLT DIAMETER UNLESS OTHERWISE NOTED. BOLT HOLES SHALL BE INCH LARGER THAN BOLT DIAMETER UNLESS OTHERWISE NOTED. 116 INCH LARGER THAN BOLT DIAMETER UNLESS OTHERWISE NOTED. 3. WELDING SHALL MEET ANSI/AWS D1.1 STRUCTURAL WELDING CODE, LATEST REVISION. ELECTRODES SHALL BE WELDING SHALL MEET ANSI/AWS D1.1 STRUCTURAL WELDING CODE, LATEST REVISION. ELECTRODES SHALL BE 70KSI LOW HYDROGEN SERIES. 4. THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ADEQUACY OF CONNECTIONS THAT ARE NOT THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ADEQUACY OF CONNECTIONS THAT ARE NOT DESIGNED OR FULLY DETAILED ON THE CONTRACT DOCUMENTS. ALL CONNECTIONS NOT FULLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED AND DETAILED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED, EMPLOYED OR RETAINED BY THE STEEL FABRICATOR. THE DESIGN AND DETAILING SHALL COMPLY WITH ALL APPLICABLE CODES AND SPECIFICATION SECTIONS. 5. PROVIDE DOUBLE NUTS AND DOUBLE WASHERS FOR STEEL COLUMN ANCHOR BOLTS TO ALLOW FOR PROVIDE DOUBLE NUTS AND DOUBLE WASHERS FOR STEEL COLUMN ANCHOR BOLTS TO ALLOW FOR ADJUSTMENT IN BASE PLATE ELEVATION. PROVIDE ASTM A194 GRADE 2H NUTS AND F436 WASHERS FOR ANCHOR BOLTS. 6. PROVIDE 1 1/2 INCH NON-SHRINK GROUT UNDER BASE PLATE AFTER ERECTION EXCEPT USE 2 1/2 INCH PROVIDE 1 1/2 INCH NON-SHRINK GROUT UNDER BASE PLATE AFTER ERECTION EXCEPT USE 2 1/2 INCH NON-SHRINK GROUT WHEN COLUMN ANCHOR BOLTS ARE 1 1/4 INCH DIAMETER OR GREATER. NON-SHRINK GROUT, WHERE INDICATED ON PLANS, SHALL BE NON-METALLIC WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI AT 28 DAYS. 7. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR INCLUDING THE COSTS FOR ALL MISCELLANEOUS STEEL THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR INCLUDING THE COSTS FOR ALL MISCELLANEOUS STEEL IN THEIR BID, REGARDLESS OF WHETHER THOSE ITEMS ARE INDICATED ON THE STRUCTURAL DRAWINGS. THESE COSTS SHALL INCLUDE, BUT NOT LIMITED TO, MISCELLANEOUS STEEL ITEMS SHOWN ON ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. REFER TO DRAWINGS AND SPECIFICATIONS FOR MORE INFORMATION AND MISCELLANEOUS STEEL REQUIREMENTS. 8. CONNECTING PLATES, BASE PLATES, STIFFENERS, DOUBLER PLATES, CONTINUITY PLATES, SHEAR TABS, ETC., CONNECTING PLATES, BASE PLATES, STIFFENERS, DOUBLER PLATES, CONTINUITY PLATES, SHEAR TABS, ETC., SHALL BE SAME GRADE AS HIGHEST GRADE MEMBER AT CONNECTION, EXCEPT WHERE NOTED OTHERWISE. 9. ALL STEEL FABRICATION AND DETAILS SHALL COMPLY WITH MOST STRINGENT OF AISC CODE, THE AWS CODE, ALL STEEL FABRICATION AND DETAILS SHALL COMPLY WITH MOST STRINGENT OF AISC CODE, THE AWS CODE, THE REFERENCED CODES AND STANDARDS, AND CONTRACT DOCUMENTS. 10. ALL WELDS SHALL BE E700X UNLESS NOTED OTHERWISE. ALL WELDS SHALL BE E700X UNLESS NOTED OTHERWISE. 11. INSPECTIONS AND ACCEPTANCE OF ALL WELDS, INCLUDING ALL PENETRATION WELDS, IS PER THE MOST INSPECTIONS AND ACCEPTANCE OF ALL WELDS, INCLUDING ALL PENETRATION WELDS, IS PER THE MOST STRINGENT OF THE CODE, AWS REQUIREMENTS, AND CONTRACT DOCUMENTS. 12. ALL WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL CONFORM TO ALL CODE AND AWS REQUIREMENTS. ALL WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL CONFORM TO ALL CODE AND AWS REQUIREMENTS. 13. ALL STEEL WITH YIELD STRENGTHS OF 36000 PSI OR GREATER SHALL BE IDENTIFIED BY THE MILL AND ALL STEEL WITH YIELD STRENGTHS OF 36000 PSI OR GREATER SHALL BE IDENTIFIED BY THE MILL AND FABRICATION IN ACCORDANCE WITH THE DESIGN CODE. 14. "ALL THREAD" MATERIAL SHALL NOT BE SUBSTITUTED FOR BOLTS IN STEEL, CONCRETE, TIMBER, MASONRY, OR "ALL THREAD" MATERIAL SHALL NOT BE SUBSTITUTED FOR BOLTS IN STEEL, CONCRETE, TIMBER, MASONRY, OR ANY OTHER STRUCTURAL APPLICATION, UNLESS NOTED OTHERWISE.

AutoCAD SHX Text GENERAL CONTINUED 33. "AS REQUIRED" MEANS AS REQUIRED BY REGULATORY REQUIREMENTS, BY REFERENCED STANDARDS, BY EXISTING "AS REQUIRED" MEANS AS REQUIRED BY REGULATORY REQUIREMENTS, BY REFERENCED STANDARDS, BY EXISTING CONDITIONS, BY GENERALLY ACCEPTED CONSTRUCTION PRACTICE OR BY THE CONTRACT DOCUMENTS. 34. NON-STRUCTURAL BUILDING COMPONENTS ARE COMPONENTS OR SYSTEMS THAT ARE NOT PART OF THE NON-STRUCTURAL BUILDING COMPONENTS ARE COMPONENTS OR SYSTEMS THAT ARE NOT PART OF THE BUILDING'S STRUCTURAL SYSTEM WHETHER INSIDE OR OUTSIDE, ABOVE OR BELOW GRADE. NON-STRUCTURAL COMPONENTS OF BUILDINGS INCLUDE; SUSPENDED CEILING; BRACING AT TOP OF WALLS THAT DO NOW FULLY EXTEND FROM FLOW TO STRUCTURE ABOVE; POWER AND LIGHTING SYSTEMS; PANELS; FIRE PROTECTION AND ALARM SYSTEMS; TELEPHONE AND COMMUNICATION SYSTEMS; HEATING, VENTILATION, AND AIR-CONDITIONING SYSTEMS; ROOF DRAINAGE PIPING; MEDICAL GAS PIPING; SPRINKLER SYSTEMS; MEDICAL EQUIPMENT AND OTHER EQUIPMENT EXCEEDING WEIGHT LIMITATIONS AS SPECIFIED AND DETAILED. 35. CONTRACTOR SHALL PROVIDE ALL NECESSARY BLOCKING, BACKING, FRAMING HANGERS OR OTHER SUPPORTS CONTRACTOR SHALL PROVIDE ALL NECESSARY BLOCKING, BACKING, FRAMING HANGERS OR OTHER SUPPORTS FOR ALL FIXTURES, EQUIPMENT, CABINETRY, FURNISHINGS AND ALL OTHER ITEMS REQUIRING SAME. 36. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING AND PATCHING REQUIRED FOR PROPER THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING AND PATCHING REQUIRED FOR PROPER INSTALLATION OF MATERIAL AND EQUIPMENT. PROVIDE DEMOLITION AND PATCH/REPAIR IN ALL AREAS (WHETHER SPECIFICALLY SHOWN OR NOT) TO ACCOMMODATE ALL WORK INCLUDING MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION. 37. CONTRACTOR SHALL PROTECT, PATCH AND REFINISH TO MATCH EXISTING AREAS TO REMAIN AND AREAS CONTRACTOR SHALL PROTECT, PATCH AND REFINISH TO MATCH EXISTING AREAS TO REMAIN AND AREAS DISTURBED BY NEW CONSTRUCTION. 38. ALL NEW REINFORCING BARS OR THREADED ROD DOWELS PLACED INTO EXISTING CONCRETE, CONCRETE ALL NEW REINFORCING BARS OR THREADED ROD DOWELS PLACED INTO EXISTING CONCRETE, CONCRETE MASONRY OR BRICK SHALL BE EPOXIED, SEE NOTES FOR DRILLED IN ANCHORS. 39. PROTECT EXISTING PIPE(S) FROM DAMAGE AND MAINTAIN OPERATIONAL DURING CONSTRUCTION. PROVIDE PIPE PROTECT EXISTING PIPE(S) FROM DAMAGE AND MAINTAIN OPERATIONAL DURING CONSTRUCTION. PROVIDE PIPE SLEEVE(S) FOR EXISTING PIPE(S) THAT PENETRATE NEW CONCRETE WALLS. PIPE SLEEVES SHALL PROVIDE A MINIMUM OF 2" CLEARANCE BETWEEN SLEEVE AND PIPE. THE SIZE AND LOCATION OF EQUIPMENT PADS AND PENETRATIONS THROUGH THE STRUCTURE FOR MECHANICAL, ELECTRICAL, AND PLUMBING WORK SHALL BE VERIFIED BY THE CONTRACTOR. PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. REFER TO MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OPENING LOCATIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 40. EXISTING UNDERGROUND PIPE(S) TO REMAIN UNLESS SPECIFICALLY SHOWN FOR REMOVAL ON PLANS. PROTECT EXISTING UNDERGROUND PIPE(S) TO REMAIN UNLESS SPECIFICALLY SHOWN FOR REMOVAL ON PLANS. PROTECT EXISTING PIPE(S) FROM DAMAGE AND MAINTAIN OPERATIONAL DURING CONSTRUCTION. PROVIDE PIPE SLEEVE(S) FOR EXISTING PIPE(S) THAT PENETRATE NEW CONCRETE WALLS. PIPE SLEEVES SHALL PROVIDE A MINIMUM OF 2" CLEARANCE BETWEEN SLEEVE AND PIPE. 41. DURING WELDING OR ANY OTHER CONSTRUCTION ACTIVITY THAT GENERATES SPARKS OR INTENSE HEAT, THE DURING WELDING OR ANY OTHER CONSTRUCTION ACTIVITY THAT GENERATES SPARKS OR INTENSE HEAT, THE CONTRACTOR SHALL PROVIDE ADEQUATE FIRE PROTECTION TO THE EXISTING STRUCTURE AND CONTENTS. AS A MINIMUM: A. REMOVE COMBUSTIBLE MATERIALS FROM AREAS OF WELDING AND SPARKS. REMOVE COMBUSTIBLE MATERIALS FROM AREAS OF WELDING AND SPARKS. B. PROVIDE FIRE PROOF BLANKETS AND SHIELDS TO CONTAIN SPARKS WHERE COMBUSTIBLE MATERIALS PROVIDE FIRE PROOF BLANKETS AND SHIELDS TO CONTAIN SPARKS WHERE COMBUSTIBLE MATERIALS CANNOT BE REMOVED. C. PROVIDE A FIRE SAFETY OBSERVER WITH A FIRE EXTINGUISHER ON BOTH THE ROOF AND BELOW THE PROVIDE A FIRE SAFETY OBSERVER WITH A FIRE EXTINGUISHER ON BOTH THE ROOF AND BELOW THE ROOF DURING WELDING NEAR THE ROOF STRUCTURE. 42. BEFORE OR CONCURRENT WITH EXCAVATIONS FOR THE FOUNDATIONS ADJACENT TO THE EXISTING BUILDING, BEFORE OR CONCURRENT WITH EXCAVATIONS FOR THE FOUNDATIONS ADJACENT TO THE EXISTING BUILDING, PROVIDE ADEQUATE SUPPORT TO THE EXISTING SUBBASE OF THE EXISTING SLAB AND THE FOUNDATIONS TO PREVENT UNDERMINING. 43. THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS. WHERE REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS DIFFER FROM THE SPECIFICATIONS, NOTIFY THE COR.

AutoCAD SHX Text CONCRETE 1. REFER TO ACI 318 LATEST EDITION FOR CONCRETE COVER, ACI 315 LATEST EDITION FOR DETAILING PRACTICES REFER TO ACI 318 LATEST EDITION FOR CONCRETE COVER, ACI 315 LATEST EDITION FOR DETAILING PRACTICES AND FABRICATION AND ACI 301 LATEST EDITION FOR STANDARD PRACTICE FOR MIXING AND PLACING REINFORCED CONCRETE. 2. MINIMUM COMPRESSIVE STRENGTH (f'c) AT THE END OF 28 DAYS SHALL BE AS FOLLOWS: MINIMUM COMPRESSIVE STRENGTH (f'c) AT THE END OF 28 DAYS SHALL BE AS FOLLOWS: A. FOOTINGS 3000 PSI 3000 PSI 3000 PSI 3000 PSI B. FOUNDATION WALLS AND PEDESTALS 4000 PSI C. SLABS-ON-GRADE 4000 PSI 4000 PSI D. SLABS ON DECK (SUSPENDED SLABS) 4000 PSI 4000 PSI E. STEEL STAIR PANS (SLABS ON NON-COMPOSITE DECK) 4000 PSI 4000 PSI F. INTERIOR TOPPING SLABS 4000 PSI LIGHTWEIGHT 4000 PSI LIGHTWEIGHT G. BUILDING FRAME MEMBERS (OTHER THAN PRECAST) 4000 PSI 4000 PSI H. BUILDING WALLS AND PILASTERS 4000 PSI 4000 PSI I. PRECAST WALL PANELS, SLAB PANELS, BEAMS 5000 PSI 5000 PSI REFER TO SPECIFICATIONS FOR MAXIMUM WATER/CEMENT RATIOS, MINIMUM CEMENT CONTENTS AND OTHER MIX DESIGN REQUIREMENTS. CONCRETE SHALL BE NORMAL WEIGHT (145 PCF), UNLESS NOTED OTHERWISE. 3. EXTERIOR CONCRETE AND CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL BE AIR-ENTRAINED. REFER TO EXTERIOR CONCRETE AND CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL BE AIR-ENTRAINED. REFER TO SPECIFICATIONS FOR AIR CONTENT. 4. MATERIALS OR ADMIXTURES SHALL NOT CONTAIN ANY CALCIUM CHLORIDE. MATERIALS OR ADMIXTURES SHALL NOT CONTAIN ANY CALCIUM CHLORIDE. 5. REINFORCING STEEL SHALL MEET THE FOLLOWING: REINFORCING STEEL SHALL MEET THE FOLLOWING: A. DEFORMED BARS ASTM A615, GRADE 60 ASTM A615, GRADE 60 ASTM A615, GRADE 60 B. WELDABLE DEFORMED BARS ASTM A706, GRADE 60 ASTM A706, GRADE 60 C. WELDED WIRE FABRIC ASTM A185 ASTM A185 D. STEEL FIBERS ASTM A820 ASTM A820 6. WHERE DOWELS ARE INDICATED BUT NOT SIZED, PROVIDE DOWELS THAT MATCH SIZE AND LOCATION OF MAIN WHERE DOWELS ARE INDICATED BUT NOT SIZED, PROVIDE DOWELS THAT MATCH SIZE AND LOCATION OF MAIN REINFORCING STEEL AND LAP SPLICE WITH THE MAIN REINFORCING STEEL. REINFORCING BARS SHALL BE SPLICED AS NOTED IN THE REINFORCING LAP SCHEDULE. 7. PROVIDE CORNER BARS THAT MATCH AND LAP CONTINUOUS REINFORCEMENT SIZE AND QUANTITY AT PROVIDE CORNER BARS THAT MATCH AND LAP CONTINUOUS REINFORCEMENT SIZE AND QUANTITY AT INTERSECTIONS AND CORNERS OF WALLS AND FOUNDATIONS. 8. PROVIDE #3 Z-BAR SPACERS AT 24 INCHES ON CENTER EACH WAY FOR CONCRETE WALLS HAVING PROVIDE #3 Z-BAR SPACERS AT 24 INCHES ON CENTER EACH WAY FOR CONCRETE WALLS HAVING REINFORCING STEEL IN BOTH FACES. 9. ALL SLOTS, SLEEVES AND OTHER EMBEDDED ITEMS SHALL BE SET BEFORE CONCRETE IS PLACED. SEE ALL SLOTS, SLEEVES AND OTHER EMBEDDED ITEMS SHALL BE SET BEFORE CONCRETE IS PLACED. SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND VENDOR DRAWINGS FOR SIZE AND LOCATION. 10. ANCHORS INSTALLED IN HARDENED CONCRETE SHALL ONLY BE USED WHERE SPECIFIED ON THE CONTRACT ANCHORS INSTALLED IN HARDENED CONCRETE SHALL ONLY BE USED WHERE SPECIFIED ON THE CONTRACT DRAWING. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. 11. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S S PUBLISHED WRITTEN INSTRUCTIONS AND APPLICABLE ESR REPORT. REFER TO DETAILS FOR ANCHOR SIZE AND EMBEDMENT. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED ON THE CONTRACT DRAWINGS SHALL BE SUBMITTED BY THE CONTRACTOR TO THE COR ALONG WITH CALCULATIONS THAT ARE SIGNED AND SEALED BY THE QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION AND LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE. 12. INCLUDE AN ALLOWANCE IN THE BID PRICE FOR 5000 POUNDS OF REINFORCING STEEL TO BE FABRICATED AND INCLUDE AN ALLOWANCE IN THE BID PRICE FOR 5000 POUNDS OF REINFORCING STEEL TO BE FABRICATED AND PLACED AS DIRECTED BY ARCHITECT OR ENGINEER. ALLOWANCE IS TO INCLUDE, BUT IS NOT LIMITED TO, MATERIAL, DETAILING, FABRICATION, SHIPPING, INSTALLATION, OVERHEAD AND PROFIT.

AutoCAD SHX Text POWER ACTUATED FASTENER (PAF) GENERAL NOTES (INSTALLED IN CONCRETE FILLED METAL DECK OR SLAB) 1. POWER ACTUATED FASTENER (PAF), POWDER DRIVEN FASTENERS (PDF), POWER DRIVEN PINS (PDP), SHOT PINS ALL POWER ACTUATED FASTENER (PAF), POWDER DRIVEN FASTENERS (PDF), POWER DRIVEN PINS (PDP), SHOT PINS ALL REPRESENT THE SAME FASTENER AND WILL HEREAFTER BE REFERRED TO AS POWER ACTUATED FASTENERS (PAF). 2. ALLOWABLE STRENGTHS SHALL BE COMPARED TO ALLOWABLE STRESS DESIGN (ASD) LEVEL DEMAND IN ACCORDANCE WITH ALLOWABLE STRENGTHS SHALL BE COMPARED TO ALLOWABLE STRESS DESIGN (ASD) LEVEL DEMAND IN ACCORDANCE WITH GOVERNING CODES WITH REDUCTIONS IN CAPACITY PER ICC-ESR AND ASCE-7 REQUIREMENTS. 3. ALLOWABLE STRENGTHS ARE FOR A SINGLE FASTENER WHICH MEET REQUIREMENTS PER ICC-ESR REPORT INDICATED, OR ALLOWABLE STRENGTHS ARE FOR A SINGLE FASTENER WHICH MEET REQUIREMENTS PER ICC-ESR REPORT INDICATED, OR EQUIVALENT PRODUCT WITH APPLICABLE ICC-ESR REPORT SUITABLE FOR USE IN SEISMIC RESISTANCE FOR NON-STRUCTURAL COMPONENTS. THE ALLOWABLE STRENGTHS ARE BASED UPON THE LEAST OF THE ALLOWABLE STRENGTHS LISTED. 4. MINIMUM CONCRETE STRENGTH FOR USE OF PAF CONNECTORS IS F'C=2,000 PSI FOR NORMAL WEIGHT CONCRETE AND MINIMUM CONCRETE STRENGTH FOR USE OF PAF CONNECTORS IS F'C=2,000 PSI FOR NORMAL WEIGHT CONCRETE AND F'C=3,000 PSI FOR ALL LIGHT WEIGHT CONCRETE UNLESS NOTED OTHERWISE. 5. PAF INSTALLED THROUGH LOW FLUTES OF THE METAL DECK SHALL MEET THE REQUIREMENTS OF THE INSTALLATION PAF INSTALLED THROUGH LOW FLUTES OF THE METAL DECK SHALL MEET THE REQUIREMENTS OF THE INSTALLATION CRITERIA PER IBC AND MANUFACTURERS INSTRUCTIONS. 6. MINIMUM EDGE DISTANCE IS 1 1/8" FROM THE EDGE OF METAL DECK WEB AND 4" FROM THE EDGE OF THE DECK OR MINIMUM EDGE DISTANCE IS 1 1/8" FROM THE EDGE OF METAL DECK WEB AND 4" FROM THE EDGE OF THE DECK OR SLAB. 7. STEEL DECK SHALL BE A MINIMUM OF 20 GA. STEEL DECK SHALL BE A MINIMUM OF 20 GA. 8. CONCRETE FILL DEPTH ABOVE THE TOP OF METAL DECK MUST BE A MINIMUM OF 3 1/4" AT LIGHT WEIGHT CONCRETE CONCRETE FILL DEPTH ABOVE THE TOP OF METAL DECK MUST BE A MINIMUM OF 3 1/4" AT LIGHT WEIGHT CONCRETE COMPOSITE METAL DECK. 9. PAF SHALL NOT BE USED TO RESIST SEISMIC SHEAR FORCES EXCEPT AT INTERIOR NON-LOAD BEARING, NON-SHEAR PAF SHALL NOT BE USED TO RESIST SEISMIC SHEAR FORCES EXCEPT AT INTERIOR NON-LOAD BEARING, NON-SHEAR WALL PARTITION WALLS (AS PERMITTED BY IBC) AND COMPONENTS EXEMPT FROM CONSTRUCTION DOCUMENT REVIEW BY IBC (NOT PERMITTED TO TAKE SEISMIC SHEAR BY ICC-ES AC70 FOR ANY OTHER CONDITIONS). PAF SHALL NOT BE USED TO CARRY SEISMIC TENSION LOADS (EXCEPT FOR VERTICAL SEISMIC LOAD PRODUCED BY SELF WEIGHT OF THE COMPONENTS) OR IN CRACKED CONCRETE UNLESS APPROVED FOR SUCH LOADING BY CODE. 10. PAF SHALL NOT BE USED IN PRE-STRESSED CONCRETE OR STRUCTURAL SLABS AS EXIST ON THIS SITE UNLESS PAF SHALL NOT BE USED IN PRE-STRESSED CONCRETE OR STRUCTURAL SLABS AS EXIST ON THIS SITE UNLESS NON-DESTRUCTIVE TESTING METHODS ARE USED TO LOCATE STRAND AND REINFORCEMENT PRIOR TO FASTENER INSTALLATION. 11. PAF INSTALLATION SHALL NOT NICK OR DAMAGE EXISTING CONCRETE REINFORCEMENT. SHALL THIS OCCUR THE COR AND PAF INSTALLATION SHALL NOT NICK OR DAMAGE EXISTING CONCRETE REINFORCEMENT. SHALL THIS OCCUR THE COR AND STRUCTURAL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. PAF SHALL BE INSTALLED 1" CLEAR OF EXISTING REINFORCEMENT. THIS REQUIRES NON-DESTRUCTIVE TESTING. 12. PAF SHALL BE INSTALLED PER CURRENT ICC-ES EVALUATION REPORTS INDICATED (OR EQUIVALENT ICC-ESR REPORTS OR PAF SHALL BE INSTALLED PER CURRENT ICC-ES EVALUATION REPORTS INDICATED (OR EQUIVALENT ICC-ESR REPORTS OR OTHER REPORTS FROM OTHER TESTING AGENCIES ACCEPTABLE TO CODE). 13. TESTING OF PAF SHALL BE PER IBC REQUIREMENTS. MINIMUM CONCRETE SUBSTRATE THICKNESS IS THREE TIMES THE PAF TESTING OF PAF SHALL BE PER IBC REQUIREMENTS. MINIMUM CONCRETE SUBSTRATE THICKNESS IS THREE TIMES THE PAF PENETRATION INTO THE CONCRETE SUBSTRATE. 14. TESTING IS NOT REQUIRED OF PAF USED TO ATTACHED TRACKS OF INTERIOR NON-SHEAR WALL PARTITIONS FOR SHEAR TESTING IS NOT REQUIRED OF PAF USED TO ATTACHED TRACKS OF INTERIOR NON-SHEAR WALL PARTITIONS FOR SHEAR ONLY WHERE THERE ARE AT LEAST THREE FASTENERS. 15. TOTAL ALLOWABLE LOADS IN TENSION, SHEAR OR TENSION SHEAR COMBINATIONS SHALL NOT EXCEED 90 LBS IN SEISMIC TOTAL ALLOWABLE LOADS IN TENSION, SHEAR OR TENSION SHEAR COMBINATIONS SHALL NOT EXCEED 90 LBS IN SEISMIC DESIGN CATEGORIES D, E AND F, AS INDICATED BY THE IBC AND ASCE CODES. 16. REFER TO DRAWINGS AND NOTES FOR ADDITIONAL PAF REQUIREMENTS.REFER TO DRAWINGS AND NOTES FOR ADDITIONAL PAF REQUIREMENTS.

AutoCAD SHX Text SEISMIC REQUIREMENTS 1. THE LATERAL FORCE RESISTING SYSTEM OF THE OVERALL STRUCTURE HAS BEEN DESIGNED TO ACCOUNT FOR THE LATERAL FORCE RESISTING SYSTEM OF THE OVERALL STRUCTURE HAS BEEN DESIGNED TO ACCOUNT FOR SEISMIC LOADING FROM THE BUILDING AND SYSTEMS SHOWN ON THESE DRAWINGS ACCORDING TO IBC, ASCE 7, AND VA SEISMIC REQUIREMENTS. BRACING OF ALL INDIVIDUAL COMPONENTS AND SYSTEMS TO THE MAIN STRUCTURE IS NOT SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL AND MEP DRAWINGS AND EQUIPMENT MANUFACTURER REQUIREMENTS FOR SPECIFIC COMPONENT BRACING TO THE MAIN STRUCTURE WHERE NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. DELEGATED/DEFERRED BRACING DESIGN OR MANUFACTURER PRE-APPROVED ANCHORAGE SHALL RESIST, AT MINIMUM, THE LOADING INDICATED ON THESE DRAWINGS UNDER THE SECTION "DESIGN PARAMETERS". 2. SUSPENDED PIPING AND CONDUIT SHALL BE SEISMICALLY BRACED AT INTERVALS NOT TO EXCEED THOSE SHOWN SUSPENDED PIPING AND CONDUIT SHALL BE SEISMICALLY BRACED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN THE DRAWINGS, SPECIFICATIONS OR ACCORDING TO THE GOVERNING CODES OVER SUCH WORK. REFER TO MEP DRAWINGS AND SPECIFICATIONS FOR MORE INFORMATION. 3. FOR BRACING OF SYSTEMS NOT SPECIFICALLY SHOWN ON STRUCTURAL DRAWINGS, REFER TO UNISTRUT SEISMIC FOR BRACING OF SYSTEMS NOT SPECIFICALLY SHOWN ON STRUCTURAL DRAWINGS, REFER TO UNISTRUT SEISMIC BRACING FOR OSHPD PRE-APPROVED MANUFACTURER CERTIFICATION (OSHPD OPM-0295-13) FOR UNISTRUT BRACING SYSTEMS AND DETAILS. OTHER PRE-APPROVED RESTRAINT SYSTEMS ARE ACCEPTABLE AS APPROVED BY COR AND STRUCTURAL ENGINEER. 4. REFER TO VA SEISMIC DESIGN REQUIREMENTS, H-18-8, FOR ADDITIONAL REQUIREMENTS FOR SEISMIC BRACING REFER TO VA SEISMIC DESIGN REQUIREMENTS, H-18-8, FOR ADDITIONAL REQUIREMENTS FOR SEISMIC BRACING OF NON STRUCTURAL BUILDING COMPONENTS AND EQUIPMENT. 5. REFER TO ASCE 7-16, CHAPTER 13 FOR ADDITIONAL REQUIREMENTS FOR SEISMIC BRACING OF NON REFER TO ASCE 7-16, CHAPTER 13 FOR ADDITIONAL REQUIREMENTS FOR SEISMIC BRACING OF NON STRUCTURAL BUILDING COMPONENTS AND EQUIPMENT, AS MODIFIED BY VA H-18-8. 6. PROVIDE SUPPORTS AND ANCHORING SO THAT, UPON APPLICATION OF SEISMIC FORCES, PIPING REMAINS FULLY PROVIDE SUPPORTS AND ANCHORING SO THAT, UPON APPLICATION OF SEISMIC FORCES, PIPING REMAINS FULLY CONNECTED AS OPERABLE SYSTEMS, WHICH WILL NOT DISPLACE SUFFICIENTLY TO DAMAGE ADJACENT OR CONNECTING EQUIPMENT OF BUILDING MEMBERS. PROVIDE FLEXIBLE CONNECTIONS TO ALLOW MOVEMENT AT CRITICAL ELEMENTS. REFER TO MEP DRAWINGS AND SPECIFICATIONS FOR MORE INFORMATION. 7. REFER TO SPECIFICATIONS FOR APPROVED BRACING METHODS OF SUSPENDED CEILING SYSTEMS. REFER TO SPECIFICATIONS FOR APPROVED BRACING METHODS OF SUSPENDED CEILING SYSTEMS.

AutoCAD SHX Text IBC 2018 / VA H-18-8 10 PSF 10 PSF 20 PSF 100 PSF 125 PSF 50 PSF 42 PSF 1.0 1.2 1.0 91 PSF 126 MPH 97.60 MPH III C 0.18 (LOADS INCLUDE .6 SERVICE LEVEL FACTOR) 20.3 PSF -14.0 PSF 26.2 PSF -17.5 PSF -6.3 PSF 6.5 PSF -12.4 PSF -17.0 PSF 23.5/-25.6 PSF 23.5/-30.7 PSF 42.7 PSF 48.8 PSF 21.5/-23.5 PSF 21.5/-27.5 PSF 21.5/-27.5 PSF 7.5 FT 22.3/-29.2 PSF 22.3/-29.2 PSF 0.312 0.071 0.322 0.114 1.25 B D BUILDING FRAME SYSTEM ORD. STEEL CONCENTRICALLY BRACED FRAMES 3.25 2.0 3.25 0.124W (0.087W ASD) EQUIVALENT LATERAL FORCE PROCEDURE

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1. BUILDING CODE BUILDING CODE 2. DEAD LOADS DEAD LOADS FLOOR LEVEL (SUPERIMPOSED) ROOF LEVEL (SUPERIMPOSED - TAPERED INSULATION AND ROOFING) 3. LIVE LOADS LIVE LOADS ROOF ROOF OCCUPIED FLOORS (INCLUDES PARTITION ALLOWANCE) OCCUPIED FLOORS (INCLUDES PARTITION ALLOWANCE) MECHANICAL ROOMS 4. SNOW LOADS SNOW LOADS A. GROUND SNOW LOAD, Pg A. GROUND SNOW LOAD, Pg B. ROOF SNOW LOAD, Pf B. ROOF SNOW LOAD, Pf C. SNOW EXPOSURE FACTOR, Ce C. SNOW EXPOSURE FACTOR, Ce D. IMPORTANCE FACTOR, I D. IMPORTANCE FACTOR, I E. THERMAL FACTOR, Ct E. THERMAL FACTOR, Ct F. MAX SNOW DRIFT LOAD 5. WIND LOADS WIND LOADS A. BASIC WIND SPEED (3 SECOND GUST) A. BASIC WIND SPEED (3 SECOND GUST) ULTIMATE WIND SPEED, Vult SERVICE LEVEL WIND SPEED, Vasd B. RISK CATEGORY C. WIND EXPOSURE CATEGORY D. INTERNAL PRESSURE COEFFICIENT E. DESIGN WIND PRESSURES ON PRIMARY STRUCTURE E. DESIGN WIND PRESSURES ON PRIMARY STRUCTURE 1. WALLS WINDWARD & LEEWARD SIDEWALL 2. PARAPETS WINDWARD LEEWARD 3. ROOF NORMAL TO RIDGE WINDWARD CASE I WINDWARD CASE II LEEWARD ALL OTHER CONDITIONS (0-36 FT) F. DESIGN WIND PRESSURES ON COMPONENTS AND CLADDING 1. WALLS 1. WALLS INTERIOR ZONE END ZONE 2. PARAPETS INTERIOR ZONE END ZONE 3. ROOF (GROSS) INTERIOR ZONE END ZONE CORNER ZONE 4. WIDTH OF END / CORNER ZONE 5. EXTERIOR DOORS MAN DOORS ENTRANCE DOORS 6. EARTHQUAKE LOADS A. MAPPED SPECTRAL RESPONSE ACCELERATION (SHORT PERIOD), SS MAPPED SPECTRAL RESPONSE ACCELERATION (SHORT PERIOD), SS B. MAPPED SPECTRAL RESPONSE ACCELERATION (1-SEC. PERIOD), S1 MAPPED SPECTRAL RESPONSE ACCELERATION (1-SEC. PERIOD), S1 C. DESIGN SPECTRAL RESPONSE ACCELERATION (SHORT PERIOD), SDS DESIGN SPECTRAL RESPONSE ACCELERATION (SHORT PERIOD), SDS D. DESIGN SPECTRAL RESPONSE ACCELERATION (1-SEC. PERIOD), SD1 DESIGN SPECTRAL RESPONSE ACCELERATION (1-SEC. PERIOD), SD1 E. IMPORTANCE FACTOR, I IMPORTANCE FACTOR, I F. SEISMIC DESIGN CATEGORY SEISMIC DESIGN CATEGORY G. SITE CLASS SITE CLASS H. BASIC STRUCTURAL SYSTEM BASIC STRUCTURAL SYSTEM I. BASIC SEISMIC FORCE RESISTING SYSTEM (NEW STRUCTURES) BASIC SEISMIC FORCE RESISTING SYSTEM (NEW STRUCTURES) J. RESPONSE MODIFICATION COEFFICIENT, R RESPONSE MODIFICATION COEFFICIENT, R K. SYSTEM OVERSTRENGTH FACTOR SYSTEM OVERSTRENGTH FACTOR L. DEFLECTION AMPLIFICATION FACTOR, Cd DEFLECTION AMPLIFICATION FACTOR, Cd M. SEISMIC RESPONSE COEFFICIENT, Cs SEISMIC RESPONSE COEFFICIENT, Cs N. ANALYSIS PROCEDURE ANALYSIS PROCEDURE

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DESIGN PARAMETERS

AutoCAD SHX Text 200 Envoy Circle, Suite 201, Louisville, KY 40299 www.paradigmusa.com

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BID DOCUMENTS FOR CONSTRUCTION

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WOMENS' CLINIC DESIGN

AutoCAD SHX Text 518-21-103

AutoCAD SHX Text 09-30-2022

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200 SPRINGS ROAD, BEDFORD, MA 01730

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BEDFORD VA MEDICAL CENTER

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ADDENDUM 1

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JUNE 9, 2023

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STRUCTURAL GENERAL NOTES

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DRW

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PBJ

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

Architecture Engineering Design-Build paradigm

AutoCAD SHX Text POST-INSTALLED ANCHORS 1. ALL ANCHORS SHALL BE AS NOTED ON THE DRAWINGS AND SPECIFICATIONS AND SHALL BE FURNISHED AND ALL ANCHORS SHALL BE AS NOTED ON THE DRAWINGS AND SPECIFICATIONS AND SHALL BE FURNISHED AND INSTALLED IN FULL CONFORMANCE OF THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND AS PER ICC/ER/ESR REPORTS COVERING SPECIFIC PRODUCTS. 2. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE COR PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. 3. ALL ANCHOR DESIGNS ARE BASED ON HILTI AND SIMPSON STRONG-TIE PRODUCTS AS BASIS OF DESIGN FOR ALL ANCHOR DESIGNS ARE BASED ON HILTI AND SIMPSON STRONG-TIE PRODUCTS AS BASIS OF DESIGN FOR LOADING AND TYPE. WHERE SEVERAL COMPONENTS FORM ONE COMPLETE INSTALLED ANCHOR, SUCH AS AN EPOXIED THREADED ROD AND NUT, EACH AND EVERY COMPONENT USED IN EVERY SUCH ASSEMBLY SHALL BE FROM THE SAME MANUFACTURER AND SHALL BE THE SAME AS DESCRIBED IN THE CURRENT ICC/ER/ESR REPORT FOR THE ASSEMBLY AND SHALL BE THE SAME AS THE TESTED SAMPLES PRIOR TO STARTING PRODUCTION WORK. 4.