1. 1. 1. 1. THE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THE THE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THE THE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THE THE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS AND ARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS AND ARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS AND ARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS AND SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION. SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION. SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION. SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION. 2. 2. 2. 2. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR SHALL REFER TO THE ARCHITECTURAL DRAWINGS. SHALL REFER TO THE ARCHITECTURAL DRAWINGS. SHALL REFER TO THE ARCHITECTURAL DRAWINGS. SHALL REFER TO THE ARCHITECTURAL DRAWINGS. 3. 3. 3. 3. BEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON BEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON BEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON BEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURAL THE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURAL THE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURAL THE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURAL DRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELY DRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELY DRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELY DRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY IS NOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY IS NOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY IS NOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY IS RESOLVED. RESOLVED. RESOLVED. RESOLVED. 4. 4. 4. 4. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOP THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOP THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOP THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALL DRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALL DRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALL DRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE IN IMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE IN IMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE IN IMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE IN CONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ON CONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ON CONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ON CONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ON FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY. FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY. FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY. FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY. 5. 5. 5. 5. ROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOF ROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOF ROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOF ROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOF DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER, DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER, DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER, DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER, PREVENTING WATER ACCUMULATION ON STRUCTURE. PREVENTING WATER ACCUMULATION ON STRUCTURE. PREVENTING WATER ACCUMULATION ON STRUCTURE. PREVENTING WATER ACCUMULATION ON STRUCTURE. 6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE 6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE 6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE 6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE STRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THE STRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THE STRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THE STRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THE CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK. CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK. CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK. CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK. 7. 7. 7. 7. THE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIR THE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIR THE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIR THE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIR FINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION FINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION FINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION FINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 8. 8. 8. 8. THE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURAL THE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURAL THE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURAL THE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURAL PORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THIS PORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THIS PORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THIS PORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THIS PROJECT ONLY. PROJECT ONLY. PROJECT ONLY. PROJECT ONLY. 9. 9. 9. 9. IT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSED IT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSED IT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSED IT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSED OR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONS OR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONS OR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONS OR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONS OR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE OR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE OR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE OR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE BEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTED BEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTED BEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTED BEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTED PROFESSIONAL ENGINEERING PRACTICES. PROFESSIONAL ENGINEERING PRACTICES. PROFESSIONAL ENGINEERING PRACTICES. PROFESSIONAL ENGINEERING PRACTICES. 10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE 10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE 10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE 10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALL OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALL OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALL OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALL CONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION OR CONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION OR CONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION OR CONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION OR DISCREPANCY EXISTS. DISCREPANCY EXISTS. DISCREPANCY EXISTS. DISCREPANCY EXISTS. 11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF 11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF 11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF 11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF THIS PROJECT: THIS PROJECT: THIS PROJECT: THIS PROJECT: A. A. A. A. ARCHITECTURAL ELEMENTS: ARCHITECTURAL ELEMENTS: ARCHITECTURAL ELEMENTS: ARCHITECTURAL ELEMENTS: 1. 1. 1. 1. NON-LOAD BEARING MASONRY WALLS. NON-LOAD BEARING MASONRY WALLS. NON-LOAD BEARING MASONRY WALLS. NON-LOAD BEARING MASONRY WALLS. 2. 2. 2. 2. STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. DRAWINGS. DRAWINGS. DRAWINGS. 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING MEMBERS FOR NON-STRUCTURAL ELEMENTS. MEMBERS FOR NON-STRUCTURAL ELEMENTS. MEMBERS FOR NON-STRUCTURAL ELEMENTS. MEMBERS FOR NON-STRUCTURAL ELEMENTS. 4. 4. 4. 4. CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM. HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM. HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM. HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM. 5. 5. 5. 5. CONNECTIONS OF PRECAST TO THE STRUCTURE. CONNECTIONS OF PRECAST TO THE STRUCTURE. CONNECTIONS OF PRECAST TO THE STRUCTURE. CONNECTIONS OF PRECAST TO THE STRUCTURE. 6. 6. 6. 6. CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT SYSTEMS. SYSTEMS. SYSTEMS. SYSTEMS. 7. 7. 7. 7. DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES. DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES. DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES. DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES. B. B. B. B. MECHANICAL AND ELECTRICAL ELEMENTS: MECHANICAL AND ELECTRICAL ELEMENTS: MECHANICAL AND ELECTRICAL ELEMENTS: MECHANICAL AND ELECTRICAL ELEMENTS: 1. 1. 1. 1. ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL BOARDS, LIGHTING FIXTURES AND SWITCHGEAR. BOARDS, LIGHTING FIXTURES AND SWITCHGEAR. BOARDS, LIGHTING FIXTURES AND SWITCHGEAR. BOARDS, LIGHTING FIXTURES AND SWITCHGEAR. 2. 2. 2. 2. SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS. ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS. ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS. ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS. 3. 3. 3. 3. HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR MECHANICAL AND ELECTRICAL EQUIPMENT. MECHANICAL AND ELECTRICAL EQUIPMENT. MECHANICAL AND ELECTRICAL EQUIPMENT. MECHANICAL AND ELECTRICAL EQUIPMENT. WHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGS WHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGS WHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGS WHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGS FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED. FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED. FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED. FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED. ACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONS ACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONS ACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONS ACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONS OF APPROPRIATE CONSULTANTS. OF APPROPRIATE CONSULTANTS. OF APPROPRIATE CONSULTANTS. OF APPROPRIATE CONSULTANTS. GENERAL NOTES: GENERAL NOTES: GENERAL NOTES: GENERAL NOTES: STRUCTURAL ABBREVIATIONS: STRUCTURAL ABBREVIATIONS: STRUCTURAL ABBREVIATIONS: STRUCTURAL ABBREVIATIONS: A.B. ------ A.B. ------ A.B. ------ A.B. ------ ANCHOR BOLT ANCHOR BOLT ANCHOR BOLT ANCHOR BOLT LLH ------ LLH ------ LLH ------ LLH ------ LONG LEG HORIZONTAL LONG LEG HORIZONTAL LONG LEG HORIZONTAL LONG LEG HORIZONTAL A.F.F. ---- A.F.F. ---- A.F.F. ---- A.F.F. ---- ABOVE FINISH FLOOR ABOVE FINISH FLOOR ABOVE FINISH FLOOR ABOVE FINISH FLOOR LLV ------ LLV ------ LLV ------ LLV ------ LONG LEG VERTICAL LONG LEG VERTICAL LONG LEG VERTICAL LONG LEG VERTICAL ARCH. --- ARCH. --- ARCH. --- ARCH. --- ARCHITECTURAL ARCHITECTURAL ARCHITECTURAL ARCHITECTURAL MANUF. - MANUF. - MANUF. - MANUF. - MANUFACTURER MANUFACTURER MANUFACTURER MANUFACTURER B.O.C. --- B.O.C. --- B.O.C. --- B.O.C. --- BOTTOM OF CONCRETE BOTTOM OF CONCRETE BOTTOM OF CONCRETE BOTTOM OF CONCRETE NO. ------ NO. ------ NO. ------ NO. ------ NUMBER NUMBER NUMBER NUMBER B.O.S. --- B.O.S. --- B.O.S. --- B.O.S. --- BOTTOM OF STEEL BOTTOM OF STEEL BOTTOM OF STEEL BOTTOM OF STEEL PLF ------- PLF ------- PLF ------- PLF ------- POUNDS PER LINEAR FOOT POUNDS PER LINEAR FOOT POUNDS PER LINEAR FOOT POUNDS PER LINEAR FOOT BOT. ----- BOT. ----- BOT. ----- BOT. ----- BOTTOM BOTTOM BOTTOM BOTTOM PSF ------ PSF ------ PSF ------ PSF ------ POUNDS PER SQUARE FOOT POUNDS PER SQUARE FOOT POUNDS PER SQUARE FOOT POUNDS PER SQUARE FOOT BRG. ----- BRG. ----- BRG. ----- BRG. ----- BEARING BEARING BEARING BEARING PSI ------- PSI ------- PSI ------- PSI ------- POUNDS PER SQUARE INCH POUNDS PER SQUARE INCH POUNDS PER SQUARE INCH POUNDS PER SQUARE INCH C.J. ------ C.J. ------ C.J. ------ C.J. ------ CONTRACTION JOINT CONTRACTION JOINT CONTRACTION JOINT CONTRACTION JOINT REINF. --- REINF. --- REINF. --- REINF. --- REINFORCEMENT REINFORCEMENT REINFORCEMENT REINFORCEMENT CMU ----- CMU ----- CMU ----- CMU ----- CONCRETE MASONRY UNIT CONCRETE MASONRY UNIT CONCRETE MASONRY UNIT CONCRETE MASONRY UNIT SIM. ----- SIM. ----- SIM. ----- SIM. ----- SIMILAR SIMILAR SIMILAR SIMILAR CONC. --- CONC. --- CONC. --- CONC. --- CONCRETE CONCRETE CONCRETE CONCRETE T&B ------ T&B ------ T&B ------ T&B ------ TOP AND BOTTOM TOP AND BOTTOM TOP AND BOTTOM TOP AND BOTTOM CONT. --- CONT. --- CONT. --- CONT. --- CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS TOC ------ TOC ------ TOC ------ TOC ------ TOP OF CONCRETE TOP OF CONCRETE TOP OF CONCRETE TOP OF CONCRETE EA. ------- EA. ------- EA. ------- EA. ------- EACH EACH EACH EACH TOF ------ TOF ------ TOF ------ TOF ------ TOP OF FOOTING TOP OF FOOTING TOP OF FOOTING TOP OF FOOTING E.F. ------ E.F. ------ E.F. ------ E.F. ------ EACH FACE EACH FACE EACH FACE EACH FACE TOM ----- TOM ----- TOM ----- TOM ----- TOP OF MASONRY TOP OF MASONRY TOP OF MASONRY TOP OF MASONRY E.J. ------ E.J. ------ E.J. ------ E.J. ------ EXPANSION JOINT EXPANSION JOINT EXPANSION JOINT EXPANSION JOINT TOS ------ TOS ------ TOS ------ TOS ------ TOP OF STEEL TOP OF STEEL TOP OF STEEL TOP OF STEEL ELEV. ---- ELEV. ---- ELEV. ---- ELEV. ---- ELEVATION ELEVATION ELEVATION ELEVATION TYP. ----- TYP. ----- TYP. ----- TYP. ----- TYPICAL TYPICAL TYPICAL TYPICAL E.W. ----- E.W. ----- E.W. ----- E.W. ----- EACH WAY EACH WAY EACH WAY EACH WAY U.N.O. --- U.N.O. --- U.N.O. --- U.N.O. --- UNLESS NOTED OTHERWISE UNLESS NOTED OTHERWISE UNLESS NOTED OTHERWISE UNLESS NOTED OTHERWISE F.F.E. ---- F.F.E. ---- F.F.E. ---- F.F.E. ---- FINISH FLOOR ELEVATION FINISH FLOOR ELEVATION FINISH FLOOR ELEVATION FINISH FLOOR ELEVATION VERT. ---- VERT. ---- VERT. ---- VERT. ---- VERTICAL VERTICAL VERTICAL VERTICAL GALV. ---- GALV. ---- GALV. ---- GALV. ---- GALVANIZED GALVANIZED GALVANIZED GALVANIZED W.P. ----- W.P. ----- W.P. ----- W.P. ----- WORKING POINT WORKING POINT WORKING POINT WORKING POINT HOR. ----- HOR. ----- HOR. ----- HOR. ----- HORIZONTAL HORIZONTAL HORIZONTAL HORIZONTAL LG. ------- LG. ------- LG. ------- LG. ------- LONG LONG LONG LONG 1. 1. 1. 1. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED: PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED: PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED: PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED: 2. 2. 2. 2. FOUNDATION TYPE: FOUNDATION TYPE: FOUNDATION TYPE: FOUNDATION TYPE: ALLOWABLE SOIL BEARING PRESSURE ALLOWABLE SOIL BEARING PRESSURE ALLOWABLE SOIL BEARING PRESSURE ALLOWABLE SOIL BEARING PRESSURE CONTINUOUS FOOTINGS ---------------------------- CONTINUOUS FOOTINGS ---------------------------- CONTINUOUS FOOTINGS ---------------------------- CONTINUOUS FOOTINGS ---------------------------- 2000 PSF 2000 PSF 2000 PSF 2000 PSF SPREAD FOOTINGS ---------------------------------- SPREAD FOOTINGS ---------------------------------- SPREAD FOOTINGS ---------------------------------- SPREAD FOOTINGS ---------------------------------- 2500 PSF 2500 PSF 2500 PSF 2500 PSF 3. 3. 3. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING, BRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENT BRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENT BRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENT BRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENT ANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OF ANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OF ANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OF ANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OF THIS WORK. THIS WORK. THIS WORK. THIS WORK. 4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN, 4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN, 4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN, 4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN, TESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELL TESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELL TESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELL TESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELL AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS. AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS. AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS. AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS. FOUNDATION NOTES: FOUNDATION NOTES: FOUNDATION NOTES: FOUNDATION NOTES: 1. 1. 1. 1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. 2. 2. 2. 2. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE AND WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE AND WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE AND WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE AND END LAPS REQUIRED, UNLESS NOTED OTHERWISE. END LAPS REQUIRED, UNLESS NOTED OTHERWISE. END LAPS REQUIRED, UNLESS NOTED OTHERWISE. END LAPS REQUIRED, UNLESS NOTED OTHERWISE. 3. 3. 3. 3. CONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TO CONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TO CONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TO CONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TO HOLD BARS IN THE PROPER POSITION. HOLD BARS IN THE PROPER POSITION. HOLD BARS IN THE PROPER POSITION. HOLD BARS IN THE PROPER POSITION. 4. 4. 4. 4. PROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALL PROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALL PROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALL PROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALL CORNERS AND T INTERSECTIONS. CORNERS AND T INTERSECTIONS. CORNERS AND T INTERSECTIONS. CORNERS AND T INTERSECTIONS. 5. 5. 5. 5. LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE. LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE. LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE. LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE. 6. 6. 6. 6. CONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATED CONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATED CONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATED CONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATED ON THE DRAWINGS. ON THE DRAWINGS. ON THE DRAWINGS. ON THE DRAWINGS. 7. 7. 7. 7. ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315, ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315, ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315, ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315, UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE. REINFORCING STEEL NOTES: REINFORCING STEEL NOTES: REINFORCING STEEL NOTES: REINFORCING STEEL NOTES: 1. 1. 1. 1. NON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXED NON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXED NON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXED NON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXED GROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCING GROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCING GROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCING GROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCING AGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OF AGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OF AGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OF AGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS AND DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS AND DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS AND DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS AND 5,000 PSI IN 28 DAYS. 5,000 PSI IN 28 DAYS. 5,000 PSI IN 28 DAYS. 5,000 PSI IN 28 DAYS. NON-SHRINK GROUTING: NON-SHRINK GROUTING: NON-SHRINK GROUTING: NON-SHRINK GROUTING: 1. 1. 1. 1. CONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACI CONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACI CONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACI CONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACI 530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS. 530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS. 530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS. 530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS. 2. 2. 2. 2. CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI. CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI. CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI. CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI. 3. 3. 3. 3. PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHT PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHT PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHT PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHT OR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLY OR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLY OR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLY OR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLY BELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BE BELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BE BELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BE BELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BE 1900 PSI. 1900 PSI. 1900 PSI. 1900 PSI. 4. 4. 4. 4. MASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUM MASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUM MASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUM MASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. 5. 5. 5. 5. MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTM STRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTM STRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTM STRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTM C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES. C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES. C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES. C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES. 6. 6. 6. 6. HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7) HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7) HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7) HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7) LONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THE LONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THE LONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THE LONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THE DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC. DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC. DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC. DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC. 7. 7. 7. 7. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAP REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAP REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAP REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAP LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS. LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS. LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS. LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS. 8. 8. 8. 8. GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLS GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLS GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLS GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLS BELOW GRADE. BELOW GRADE. BELOW GRADE. BELOW GRADE. 9. 9. 9. 9. PROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED IN PROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED IN PROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED IN PROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED IN CMU BLOCK. CMU BLOCK. CMU BLOCK. CMU BLOCK. CONCRETE MASONRY UNIT NOTES: CONCRETE MASONRY UNIT NOTES: CONCRETE MASONRY UNIT NOTES: CONCRETE MASONRY UNIT NOTES: STRUCTURAL DRAWINGS: STRUCTURAL DRAWINGS: STRUCTURAL DRAWINGS: STRUCTURAL DRAWINGS: S100 S100 S100 S100 STRUCTURAL GENERAL NOTES STRUCTURAL GENERAL NOTES STRUCTURAL GENERAL NOTES STRUCTURAL GENERAL NOTES S101 S101 S101 S101 SCHEDULE OF SPECIAL INSPECTION SERVICES SCHEDULE OF SPECIAL INSPECTION SERVICES SCHEDULE OF SPECIAL INSPECTION SERVICES SCHEDULE OF SPECIAL INSPECTION SERVICES S102 S102 S102 S102 FOUNDATION DEMO AND OVEREXCAVATION PLAN FOUNDATION DEMO AND OVEREXCAVATION PLAN FOUNDATION DEMO AND OVEREXCAVATION PLAN FOUNDATION DEMO AND OVEREXCAVATION PLAN S103 S103 S103 S103 FOUNDATION AND FLR FRAMING PLAN - ADDITION FOUNDATION AND FLR FRAMING PLAN - ADDITION FOUNDATION AND FLR FRAMING PLAN - ADDITION FOUNDATION AND FLR FRAMING PLAN - ADDITION S104 S104 S104 S104 ROOF FRAMING PLAN - KITCHEN ADDITION ROOF FRAMING PLAN - KITCHEN ADDITION ROOF FRAMING PLAN - KITCHEN ADDITION ROOF FRAMING PLAN - KITCHEN ADDITION S105 S105 S105 S105 ELEVATOR FRAMING PLAN ELEVATOR FRAMING PLAN ELEVATOR FRAMING PLAN ELEVATOR FRAMING PLAN S106 S106 S106 S106 CMU DETAILS CMU DETAILS CMU DETAILS CMU DETAILS S201 S201 S201 S201 FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS S202 S202 S202 S202 FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS S203 S203 S203 S203 FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS S204 S204 S204 S204 FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS S205 S205 S205 S205 FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS S206 S206 S206 S206 FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS FOUNDATION DETAILS S301 S301 S301 S301 STEEL DETAILS STEEL DETAILS STEEL DETAILS STEEL DETAILS S302 S302 S302 S302 STEEL DETAILS STEEL DETAILS STEEL DETAILS STEEL DETAILS S303 S303 S303 S303 STEEL DETAILS STEEL DETAILS STEEL DETAILS STEEL DETAILS S304 S304 S304 S304 STEEL DETAILS STEEL DETAILS STEEL DETAILS STEEL DETAILS S401 S401 S401 S401 COLUMN SCHEDULE AND DETAILS COLUMN SCHEDULE AND DETAILS COLUMN SCHEDULE AND DETAILS COLUMN SCHEDULE AND DETAILS S402 S402 S402 S402 COLUMN DETAILS COLUMN DETAILS COLUMN DETAILS COLUMN DETAILS 1. 1. 1. 1. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c) CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c) CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c) CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c) AT AT AT AT 28 DAYS: 28 DAYS: 28 DAYS: 28 DAYS: DRILLED PIERS -------------------------------------- DRILLED PIERS -------------------------------------- DRILLED PIERS -------------------------------------- DRILLED PIERS -------------------------------------- 3000 PSI 3000 PSI 3000 PSI 3000 PSI ALL OTHER CONCRETE ----------------------------- ALL OTHER CONCRETE ----------------------------- ALL OTHER CONCRETE ----------------------------- ALL OTHER CONCRETE ----------------------------- 4000 PSI 4000 PSI 4000 PSI 4000 PSI 2. 2. 2. 2. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI AND ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI AND ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI AND ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI AND THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED. THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED. THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED. THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 3. 3. 3. 3. CONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICAL CONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICAL CONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICAL CONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICAL DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN. DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN. DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN. DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN. CONCRETE NOTES: CONCRETE NOTES: CONCRETE NOTES: CONCRETE NOTES: 1. 1. 1. 1. STEEL SHAPES: STEEL SHAPES: STEEL SHAPES: STEEL SHAPES: A. A. A. A. W-SHAPE AND WT-SHAPE: ASTM A992(GRADE 50). W-SHAPE AND WT-SHAPE: ASTM A992(GRADE 50). W-SHAPE AND WT-SHAPE: ASTM A992(GRADE 50). W-SHAPE AND WT-SHAPE: ASTM A992(GRADE 50). B. B. B. B. ANGLES, CHANNELS, PLATES, UNLESS NOTED OTHERWISE: ASTM A36. ANGLES, CHANNELS, PLATES, UNLESS NOTED OTHERWISE: ASTM A36. ANGLES, CHANNELS, PLATES, UNLESS NOTED OTHERWISE: ASTM A36. ANGLES, CHANNELS, PLATES, UNLESS NOTED OTHERWISE: ASTM A36. C. C. C. C. SQUARE/RECT./ROUND HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GR B. SQUARE/RECT./ROUND HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GR B. SQUARE/RECT./ROUND HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GR B. SQUARE/RECT./ROUND HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GR B. D. D. D. D. PIPE STRUCTURAL SECTIONS: ASTM A53, GRADE B. PIPE STRUCTURAL SECTIONS: ASTM A53, GRADE B. PIPE STRUCTURAL SECTIONS: ASTM A53, GRADE B. PIPE STRUCTURAL SECTIONS: ASTM A53, GRADE B. 2. 2. 2. 2. BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATION BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATION BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATION BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATION A325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITH A325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITH A325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITH A325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITH AISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR AISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR AISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR AISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". A490 BOLTS". A490 BOLTS". A490 BOLTS". 3. 3. 3. 3. ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36 ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36 ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36 ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE. 4. 4. 4. 4. ALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOP ALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOP ALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOP ALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOP THE CONNECTED MEMBERS. THE CONNECTED MEMBERS. THE CONNECTED MEMBERS. THE CONNECTED MEMBERS. 5. 5. 5. 5. SUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALL SUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALL SUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALL SUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALL INDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONS INDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONS INDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONS INDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONS FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS. FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS. FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS. FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS. INCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEEL INCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEEL INCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEEL INCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEEL WORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADED WORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADED WORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADED WORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADED SHEAR CONNECTORS. SHEAR CONNECTORS. SHEAR CONNECTORS. SHEAR CONNECTORS. 6. 6. 6. 6. SUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWS SUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWS SUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWS SUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWS QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS. QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS. QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS. QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS. 7. 7. 7. 7. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. 8. 8. 8. 8. NO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THE NO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THE NO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THE NO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THE ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS. ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS. ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS. ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS. 9. 9. 9. 9. ALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THE ALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THE ALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THE ALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THE FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED. FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED. FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED. FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED. 10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 - 10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 - 10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 - 10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OF SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OF SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OF SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. STRUCTURAL STEEL: STRUCTURAL STEEL: STRUCTURAL STEEL: STRUCTURAL STEEL: 1. 1. 1. 1. ALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOIST ALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOIST ALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOIST ALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOIST INSTITUTE. INSTITUTE. INSTITUTE. INSTITUTE. 2. 2. 2. 2. BRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NO BRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NO BRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NO BRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NO CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE. CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE. CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE. CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE. 3. 3. 3. 3. IN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OF IN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OF IN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OF IN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OF HORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OF HORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OF HORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OF HORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OF ALL ROOF JOISTS. ALL ROOF JOISTS. ALL ROOF JOISTS. ALL ROOF JOISTS. 4. 4. 4. 4. WHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTING WHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTING WHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTING WHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTING MEMBER AFTER DEAD LOAD HAS BEEN APPLIED. MEMBER AFTER DEAD LOAD HAS BEEN APPLIED. MEMBER AFTER DEAD LOAD HAS BEEN APPLIED. MEMBER AFTER DEAD LOAD HAS BEEN APPLIED. 5. 5. 5. 5. DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE. DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE. DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE. DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE. TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF. TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF. TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF. TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF. STEEL JOISTS: STEEL JOISTS: STEEL JOISTS: STEEL JOISTS: 1. 1. 1. 1. BUILDING CODE AND DESIGN STANDARDS BUILDING CODE AND DESIGN STANDARDS BUILDING CODE AND DESIGN STANDARDS BUILDING CODE AND DESIGN STANDARDS A. A. A. A. 2012 INTERNATIONAL BUILDING CODE 2012 INTERNATIONAL BUILDING CODE 2012 INTERNATIONAL BUILDING CODE 2012 INTERNATIONAL BUILDING CODE B. B. B. B. AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION C. C. C. C. ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE D. D. D. D. ACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES E. E. E. E. ACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURES F. F. F. F. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES G. G. G. G. AWS, LATEST EDITION AWS, LATEST EDITION AWS, LATEST EDITION AWS, LATEST EDITION H. H. H. H. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITION I. I. I. I. NORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERS NORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERS NORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERS NORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERS J. J. J. J. TRUSS PLATE INSTITUTE TRUSS PLATE INSTITUTE TRUSS PLATE INSTITUTE TRUSS PLATE INSTITUTE 2. 2. 2. 2. BUILDING OCCUPANCY CATEGORY ----------------------- BUILDING OCCUPANCY CATEGORY ----------------------- BUILDING OCCUPANCY CATEGORY ----------------------- BUILDING OCCUPANCY CATEGORY ----------------------- II II II II 3. 3. 3. 3. KITCHEN/DINING ADDITION - DESIGN LOADS KITCHEN/DINING ADDITION - DESIGN LOADS KITCHEN/DINING ADDITION - DESIGN LOADS KITCHEN/DINING ADDITION - DESIGN LOADS A. A. A. A. GRAVITY LOADS GRAVITY LOADS GRAVITY LOADS GRAVITY LOADS 1. UNIFORM LIVE LOADS 1. UNIFORM LIVE LOADS 1. UNIFORM LIVE LOADS 1. UNIFORM LIVE LOADS A. A. A. A. FIRST FLOOR SLAB ON GRADE -------------- FIRST FLOOR SLAB ON GRADE -------------- FIRST FLOOR SLAB ON GRADE -------------- FIRST FLOOR SLAB ON GRADE -------------- 125 PSF 125 PSF 125 PSF 125 PSF B. B. B. B. ROOF ------------------------------------------- ROOF ------------------------------------------- ROOF ------------------------------------------- ROOF ------------------------------------------- 20 PSF 20 PSF 20 PSF 20 PSF B. B. B. B. LATERAL LOADS LATERAL LOADS LATERAL LOADS LATERAL LOADS 1. WIND LOADS 1. WIND LOADS 1. WIND LOADS 1. WIND LOADS A. A. A. A. ULTIMATE DESIGN WIND SPEED -------------- ULTIMATE DESIGN WIND SPEED -------------- ULTIMATE DESIGN WIND SPEED -------------- ULTIMATE DESIGN WIND SPEED -------------- 135 MPH (Vult) 135 MPH (Vult) 135 MPH (Vult) 135 MPH (Vult) B. B. B. B. NOMINAL DESIGN WIND SPEED --------------- NOMINAL DESIGN WIND SPEED --------------- NOMINAL DESIGN WIND SPEED --------------- NOMINAL DESIGN WIND SPEED --------------- 105 MPH (Vasd) 105 MPH (Vasd) 105 MPH (Vasd) 105 MPH (Vasd) C. C. C. C. RISK CATEGORY --------------------------------- RISK CATEGORY --------------------------------- RISK CATEGORY --------------------------------- RISK CATEGORY --------------------------------- II II II II D. D. D. D. EXPOSURE ---------------------------------------- EXPOSURE ---------------------------------------- EXPOSURE ---------------------------------------- EXPOSURE ---------------------------------------- B B B E. E. E. E. INTERNAL PRESSURE COEFFICIENT ----------- INTERNAL PRESSURE COEFFICIENT ----------- INTERNAL PRESSURE COEFFICIENT ----------- INTERNAL PRESSURE COEFFICIENT ----------- +/- 0.18 +/- 0.18 +/- 0.18 +/- 0.18 F. COMPONENTS & CLADDING ------------------- F. COMPONENTS & CLADDING ------------------- F. COMPONENTS & CLADDING ------------------- F. COMPONENTS & CLADDING ------------------- SEE TABLE SEE TABLE SEE TABLE SEE TABLE 2. SEISMIC LOADS 2. SEISMIC LOADS 2. SEISMIC LOADS 2. SEISMIC LOADS A. OCCUPANCY CATEGORY ---------------------- A. OCCUPANCY CATEGORY ---------------------- A. OCCUPANCY CATEGORY ---------------------- A. OCCUPANCY CATEGORY ---------------------- II II II II B. B. B. B. SEISMIC IMPORTANCE FACTOR -------------- SEISMIC IMPORTANCE FACTOR -------------- SEISMIC IMPORTANCE FACTOR -------------- SEISMIC IMPORTANCE FACTOR -------------- 1.00 (Ie) 1.00 (Ie) 1.00 (Ie) 1.00 (Ie) C. C. C. C. Ss ------------------------------------------------ Ss ------------------------------------------------ Ss ------------------------------------------------ Ss ------------------------------------------------ 0.119 0.119 0.119 0.119 D. S1------------------------------------------------ D. S1------------------------------------------------ D. S1------------------------------------------------ D. S1------------------------------------------------ 0.068 0.068 0.068 0.068 E. E. E. E. SITE CLASS -------------------------------------- SITE CLASS -------------------------------------- SITE CLASS -------------------------------------- SITE CLASS -------------------------------------- D D D F. F. F. F. Sds ----------------------------------------------- Sds ----------------------------------------------- Sds ----------------------------------------------- Sds ----------------------------------------------- 0.127 0.127 0.127 0.127 G. G. G. G. Sd1 ----------------------------------------------- Sd1 ----------------------------------------------- Sd1 ----------------------------------------------- Sd1 ----------------------------------------------- 0.109 0.109 0.109 0.109 H. H. H. H. SEISMIC DESIGN CATEGORY ------------------ SEISMIC DESIGN CATEGORY ------------------ SEISMIC DESIGN CATEGORY ------------------ SEISMIC DESIGN CATEGORY ------------------ B B B I. I. I. I. BASIC SEISMIC FORCE RESISTING SYSTEM-- BASIC SEISMIC FORCE RESISTING SYSTEM-- BASIC SEISMIC FORCE RESISTING SYSTEM-- BASIC SEISMIC FORCE RESISTING SYSTEM-- ORDINARY REINFORCED ORDINARY REINFORCED ORDINARY REINFORCED ORDINARY REINFORCED MASONRY SHEAR WALLS MASONRY SHEAR WALLS MASONRY SHEAR WALLS MASONRY SHEAR WALLS J. J. J. J. RESPONSE MODIFICATION COEFF, R -------- RESPONSE MODIFICATION COEFF, R -------- RESPONSE MODIFICATION COEFF, R -------- RESPONSE MODIFICATION COEFF, R -------- 2 2 2 K. K. K. K. ANALYSIS PROCEDURE USED ----------------- ANALYSIS PROCEDURE USED ----------------- ANALYSIS PROCEDURE USED ----------------- ANALYSIS PROCEDURE USED ----------------- E.L.F. E.L.F. E.L.F. E.L.F. DESIGN CRITERIA: DESIGN CRITERIA: DESIGN CRITERIA: DESIGN CRITERIA: COMPONENTS AND CLADDING PRESSURES COMPONENTS AND CLADDING PRESSURES COMPONENTS AND CLADDING PRESSURES COMPONENTS AND CLADDING PRESSURES ZONE ZONE ZONE ZONE EFFECTIVE WIND EFFECTIVE WIND EFFECTIVE WIND EFFECTIVE WIND AREA (SQ. FT.) AREA (SQ. FT.) AREA (SQ. FT.) AREA (SQ. FT.) PRESSURE (PSF) PRESSURE (PSF) PRESSURE (PSF) PRESSURE (PSF) (POSITIVE) (POSITIVE) (POSITIVE) (POSITIVE) PRESSURE (PSF) PRESSURE (PSF) PRESSURE (PSF) PRESSURE (PSF) (NEGATIVE) (NEGATIVE) (NEGATIVE) (NEGATIVE) WALL WALL WALL WALL 1 2 3 4 5 10 20 50 100 10 20 50 100 10 20 50 100 10 20 50 100 500 10 20 50 100 500 16.0 ZONE PRESSURES ZONE PRESSURES ZONE PRESSURES ZONE PRESSURES a = 5.0 FT. ROOF ROOF ROOF ROOF 5 5 5 5 4 4 a a WALL DIAGRAM -32.8 -32.0 -30.8 -30.0 -55.0 -49.2 -41.4 -35.6 -82.8 -68.6 -49.8 -35.6 -32.5 -31.2 -29.4 -28.1 -25.0 -40.0 -37.4 -33.8 -31.2 -25.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 30.0 28.7 26.9 25.6 22.5 30.0 28.7 26.9 25.6 22.5 3 3 3 3 3 3 2 2 2 2 2 2 2 2 2 1 1 ROOF DIAGRAM - KITCHEN ADDITION a typ. 1. 1. 1. 1. ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3 ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3 ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3 ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3 SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A. A. A. A. Ip = 0.201 IN4/FT Ip = 0.201 IN4/FT Ip = 0.201 IN4/FT Ip = 0.201 IN4/FT Sp = 0.234 IN3/FT Sp = 0.234 IN3/FT Sp = 0.234 IN3/FT Sp = 0.234 IN3/FT B. B. B. B. In = 0.222 IN4/FT In = 0.222 IN4/FT In = 0.222 IN4/FT In = 0.222 IN4/FT Sn = 0.247 IN3/FT Sn = 0.247 IN3/FT Sn = 0.247 IN3/FT Sn = 0.247 IN3/FT C. C. C. C. Fy = 33 KSI Fy = 33 KSI Fy = 33 KSI Fy = 33 KSI GALVANIZING = G90 GALVANIZING = G90 GALVANIZING = G90 GALVANIZING = G90 2. 2. 2. 2. FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE. FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE. FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE. FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE. 3. 3. 3. 3. THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE, THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE, THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE, THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE, UNLESS DETAILED OTHERWISE. UNLESS DETAILED OTHERWISE. UNLESS DETAILED OTHERWISE. UNLESS DETAILED OTHERWISE. 4. 4. 4. 4. UNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGH UNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGH UNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGH UNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGH METAL DECK. WELD ANGLES TO SUPPORT MEMBERS. METAL DECK. WELD ANGLES TO SUPPORT MEMBERS. METAL DECK. WELD ANGLES TO SUPPORT MEMBERS. METAL DECK. WELD ANGLES TO SUPPORT MEMBERS. STEEL ROOF DECK: STEEL ROOF DECK: STEEL ROOF DECK: STEEL ROOF DECK: GEOTECHNICAL INVESTIGATION GEOTECHNICAL INVESTIGATION GEOTECHNICAL INVESTIGATION GEOTECHNICAL INVESTIGATION GREEN HALL ADDITION GREEN HALL ADDITION GREEN HALL ADDITION GREEN HALL ADDITION UNIVERSITY OF SOUTHERN MISSISSIPPI UNIVERSITY OF SOUTHERN MISSISSIPPI UNIVERSITY OF SOUTHERN MISSISSIPPI UNIVERSITY OF SOUTHERN MISSISSIPPI HATTIESBURG, MISSISSIPPI HATTIESBURG, MISSISSIPPI HATTIESBURG, MISSISSIPPI HATTIESBURG, MISSISSIPPI GS#108-281 GS#108-281 GS#108-281 GS#108-281 typ. a a POSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTING POSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTING POSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTING POSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM SURFACES RESPECTIVELY TOWARD AND AWAY FROM SURFACES RESPECTIVELY TOWARD AND AWAY FROM SURFACES RESPECTIVELY TOWARD AND AWAY FROM SURFACES RESPECTIVELY 2 5/19/17 Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532 Harlan G. Dean, III, P.E., S.E. Mississippi License #16553 www.deaneng.com dse project no. 16003 APPROVED BY CHECKED BY DRAWN BY REVISED DATE JOB NUMBER SHEET 628 ASHINTON A VENUE , OCEAN MS 39564 P HONE : (228) 762-1975 F AX : (228) 769-9545 EMAIL :CONTACT@ ALLRED ARCHITECTURAL GROUP.COM A RCHITECTURAL G ROUP SPRINGS, W APPROVED BY APPROVED BY S UITE C S100 2014-29 05-19-2017 MMD HGD STRUCTURAL GENERAL NOTES GS #108-281 GREENE HALL RENOVATIONS UNIVERSITY OF SOUTHERN MISSISSIPPI HATTIESBURG CAMPUS
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C S MS 39564 : (228) 769-9545 G A S DESIGN CRITERIA ......6.66..6. concrete cover for reinforcing shall conform to aci 318 or as indicated on the drawings. 7.77..7. all reinforcing
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1.1.1.1. THE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THETHE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THETHE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THETHE STRUCTURAL PLANS ARE TO BE USED IN CONJUNCTION WITH THEARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS ANDARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS ANDARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS ANDARCHITECTURAL, CIVIL, ELECTRICAL, MECHANICAL, PLUMBING, ETC., PLANS AND
SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION.SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION.SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION.SPECIFICATIONS TO OBTAIN COMPLETE CONSTRUCTION INFORMATION.
2.2.2.2. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTORFOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTORFOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTORFOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR
SHALL REFER TO THE ARCHITECTURAL DRAWINGS.SHALL REFER TO THE ARCHITECTURAL DRAWINGS.SHALL REFER TO THE ARCHITECTURAL DRAWINGS.SHALL REFER TO THE ARCHITECTURAL DRAWINGS.
3.3.3.3. BEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ONBEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ONBEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ONBEFORE WORK BEGINS THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON
THE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURALTHE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURALTHE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURALTHE STRUCTURAL DRAWINGS WITH DIMENSIONS SHOWN ON THE ARCHITECTURAL
DRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELYDRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELYDRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELYDRAWINGS. IF ANY DISCREPANCIES EXIST, THE CONTRACTOR SHALL IMMEDIATELY
NOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY ISNOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY ISNOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY ISNOTIFY THE ARCHITECT AND WORK SHALL NOT BEGIN UNTIL THE DISCREPANCY IS
RESOLVED.RESOLVED.RESOLVED.RESOLVED.
4.4.4.4. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOPTHE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOPTHE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOPTHE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO SHOP
DRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALLDRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALLDRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALLDRAWING SUBMITTAL, FABRICATION AND CONSTRUCTION. THE CONTRACTOR SHALL
IMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE INIMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE INIMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE INIMMEDIATELY NOTIFY THE ARCHITECT OF ANY EXISTING CONDITIONS WHICH ARE IN
CONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ONCONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ONCONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ONCONFLICT WITH THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE BASED ON
FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY.FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY.FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY.FIELD VERIFIED CONDITIONS AND DIMENSIONS ONLY.
5.5.5.5. ROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOFROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOFROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOFROOF FRAMING HAS BEEN DESIGNED ASSUMING FREE WATER DRAINAGE. ROOF
DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER,DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER,DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER,DRAINAGE MUST BE DESIGNED BY OTHERS TO ADEQUATELY DISSIPATE WATER,
PREVENTING WATER ACCUMULATION ON STRUCTURE.PREVENTING WATER ACCUMULATION ON STRUCTURE.PREVENTING WATER ACCUMULATION ON STRUCTURE.PREVENTING WATER ACCUMULATION ON STRUCTURE.
6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE6. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR JOB SITE SAFETY. THE
STRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THESTRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THESTRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THESTRUCTURAL ENGINEER HAS NO CONTROL OVER, NOR RESPONSIBILITY FOR THE
CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK.CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK.CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK.CONTRACTORS MEANS, METHODS, AND/OR PROCEDURES IN PERFORMING THE WORK.
7.7.7.7. THE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIRTHE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIRTHE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIRTHE DOCUMENTS REPRESENT STRUCTURAL SYSTEMS AND COMPONENTS IN THEIR
FINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTIONFINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTIONFINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTIONFINAL AND FINISHED STATE. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION
BRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATEBRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATEBRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATEBRACING, SHORING, TEMPORARY SUPPORTS, ETC. DURING ALL INTERMEDIATE
STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.STAGES OF CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
8.8.8.8. THE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURALTHE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURALTHE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURALTHE DRAWINGS, CALCULATIONS AND REPRODUCTIONS RELATING TO THE STRUCTURALPORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THISPORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THISPORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THISPORTION OF THIS PROJECT ARE INSTRUMENTS OF SERVICE TO BE USED FOR THIS
9.9.9.9. IT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSEDIT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSEDIT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSEDIT IS UNDERSTOOD THAT THE ENGINEER MAKES NO WARRANTY, EITHER EXPRESSED
OR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONSOR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONSOR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONSOR IMPLIED, AS TO THE FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONS
OR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVEOR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVEOR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVEOR PROFESSIONAL ADVICE EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE
BEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTEDBEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTEDBEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTEDBEEN PREPARED IN ACCORDANCE WITH CURRENT GENERALLY ACCEPTED
PROFESSIONAL ENGINEERING PRACTICES.PROFESSIONAL ENGINEERING PRACTICES.PROFESSIONAL ENGINEERING PRACTICES.PROFESSIONAL ENGINEERING PRACTICES.
10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE10.NOTES AND SPECIFIC DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE
OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALLOVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALLOVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALLOVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. THE CONTRACTOR SHALL
CONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION ORCONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION ORCONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION ORCONTACT THE ARCHITECT/ENGINEER FOR CLARIFICATION IF ANY QUESTION OR
11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF11.THE FOLLOWING ITEMS ARE SPECIFICALLY EXCLUDED FROM THE STRUCTURAL PART OF
THIS PROJECT:THIS PROJECT:THIS PROJECT:THIS PROJECT:
2. 2. 2. 2. STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL STEEL STAIRS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL
DRAWINGS.DRAWINGS.DRAWINGS.DRAWINGS.
3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY 3. AUXILIARY MEMBERS, ANGLES, BATTENS, PIPES, STRUTS, ETC., OR ANY
PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING PATENTED SYSTEMS, WITH THE SOLE PURPOSE TO SERVE AS SUPPORTING
MEMBERS FOR NON-STRUCTURAL ELEMENTS.MEMBERS FOR NON-STRUCTURAL ELEMENTS.MEMBERS FOR NON-STRUCTURAL ELEMENTS.MEMBERS FOR NON-STRUCTURAL ELEMENTS.
4.4.4.4. CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR CURTAIN WALLS, WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING OR
HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM.HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM.HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM.HANDRAILS, NOT PART OF THE PRIMARY STRUCTURAL SYSTEM.
5.5.5.5. CONNECTIONS OF PRECAST TO THE STRUCTURE.CONNECTIONS OF PRECAST TO THE STRUCTURE.CONNECTIONS OF PRECAST TO THE STRUCTURE.CONNECTIONS OF PRECAST TO THE STRUCTURE.
6.6.6.6. CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT CEILING AND LIGHTING SYSTEMS AND RELATED BRACING AND ATTACHMENT
SYSTEMS.SYSTEMS.SYSTEMS.SYSTEMS.
7.7.7.7. DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES.DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES.DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES.DECORATIVE WORK SUCH AS SCREENS, MURALS, ETC., AND FINISHES.
B.B.B.B. MECHANICAL AND ELECTRICAL ELEMENTS:MECHANICAL AND ELECTRICAL ELEMENTS:MECHANICAL AND ELECTRICAL ELEMENTS:MECHANICAL AND ELECTRICAL ELEMENTS:
1.1.1.1. ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS, ANCHORAGE FOR ELECTRICAL ELEMENTS SUCH AS TRANSFORMERS,
EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL EMERGENCY GENERATORS, CONDUITS AND CABLES, CABLE TRAYS, PANEL BOARDS, LIGHTING FIXTURES AND SWITCHGEAR.BOARDS, LIGHTING FIXTURES AND SWITCHGEAR.BOARDS, LIGHTING FIXTURES AND SWITCHGEAR.BOARDS, LIGHTING FIXTURES AND SWITCHGEAR.
2.2.2.2. SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR SPECIAL SUPPORT ASSEMBLIES, WALL BRACKETS, STANDS, ELEVATED OR
SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO SUSPENDED PLATFORMS, STANCHIONS, ETC., WHOSE ONLY PURPOSE IS TO
ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS.ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS.ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS.ACCOMMODATE MECHANICAL AND ELECTRICAL ELEMENTS.
3.3.3.3. HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR HOUSEKEEPING AND INERTIA PADS, ACOUSTIC SLABS AND FOUNDATIONS FOR
MECHANICAL AND ELECTRICAL EQUIPMENT.MECHANICAL AND ELECTRICAL EQUIPMENT.MECHANICAL AND ELECTRICAL EQUIPMENT.MECHANICAL AND ELECTRICAL EQUIPMENT.
WHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGSWHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGSWHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGSWHERE ITEMS NOTED IN 11A AND 11B ARE SHOWN ON THE STRUCTURAL DRAWINGS
FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED.FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED.FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED.FOR GENERAL REFERENCE, NO RESPONSIBILITY FOR THEIR CORRECTNESS IS IMPLIED.
ACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONSACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONSACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONSACCORDINGLY, REFERENCE MUST BE MADE TO PLANS, DETAILS OR SPECIFICATIONS
OF APPROPRIATE CONSULTANTS.OF APPROPRIATE CONSULTANTS.OF APPROPRIATE CONSULTANTS.OF APPROPRIATE CONSULTANTS.
GENERAL NOTES:GENERAL NOTES:GENERAL NOTES:GENERAL NOTES:
B.O.C. ---B.O.C. ---B.O.C. ---B.O.C. --- BOTTOM OF CONCRETEBOTTOM OF CONCRETEBOTTOM OF CONCRETEBOTTOM OF CONCRETE NO. ------NO. ------NO. ------NO. ------ NUMBERNUMBERNUMBERNUMBER
B.O.S. ---B.O.S. ---B.O.S. ---B.O.S. --- BOTTOM OF STEELBOTTOM OF STEELBOTTOM OF STEELBOTTOM OF STEEL PLF -------PLF -------PLF -------PLF ------- POUNDS PER LINEAR FOOTPOUNDS PER LINEAR FOOTPOUNDS PER LINEAR FOOTPOUNDS PER LINEAR FOOT
BOT. -----BOT. -----BOT. -----BOT. ----- BOTTOMBOTTOMBOTTOMBOTTOM PSF ------PSF ------PSF ------PSF ------ POUNDS PER SQUARE FOOTPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE FOOT
BRG. -----BRG. -----BRG. -----BRG. ----- BEARINGBEARINGBEARINGBEARING PSI -------PSI -------PSI -------PSI ------- POUNDS PER SQUARE INCHPOUNDS PER SQUARE INCHPOUNDS PER SQUARE INCHPOUNDS PER SQUARE INCH
CONC. ---CONC. ---CONC. ---CONC. --- CONCRETECONCRETECONCRETECONCRETE T&B ------T&B ------T&B ------T&B ------ TOP AND BOTTOMTOP AND BOTTOMTOP AND BOTTOMTOP AND BOTTOM
CONT. ---CONT. ---CONT. ---CONT. --- CONTINUOUSCONTINUOUSCONTINUOUSCONTINUOUS TOC ------TOC ------TOC ------TOC ------ TOP OF CONCRETETOP OF CONCRETETOP OF CONCRETETOP OF CONCRETE
EA. -------EA. -------EA. -------EA. ------- EACHEACHEACHEACH TOF ------TOF ------TOF ------TOF ------ TOP OF FOOTINGTOP OF FOOTINGTOP OF FOOTINGTOP OF FOOTING
E.F. ------E.F. ------E.F. ------E.F. ------ EACH FACEEACH FACEEACH FACEEACH FACE TOM -----TOM -----TOM -----TOM ----- TOP OF MASONRYTOP OF MASONRYTOP OF MASONRYTOP OF MASONRY
E.J. ------E.J. ------E.J. ------E.J. ------ EXPANSION JOINTEXPANSION JOINTEXPANSION JOINTEXPANSION JOINT TOS ------TOS ------TOS ------TOS ------ TOP OF STEELTOP OF STEELTOP OF STEELTOP OF STEEL
1.1.1.1. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORTTHE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORTTHE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORTTHE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORTPREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED:PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED:PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED:PREPARED BY BURNS COOLEY DENNIS, INC. DATED MARCH 31, 2016 - TITLED:
3.3.3.3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION, SHORING, UNDERPINNING,
BRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENTBRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENTBRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENTBRACING, ISOLATION, ETC. OF ALL EXISTING CONDITIONS AS REQUIRED TO PREVENT
ANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OFANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OFANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OFANY DISTURBANCE TO EXISTING BUILDINGS OR EXISTING CONDITIONS AS A RESULT OF
THIS WORK.THIS WORK.THIS WORK.THIS WORK.
4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN,4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN,4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN,4. SEE EARTHWORK NOTES ON THE FOUNDATION DEMO AND OVEREXCAVATION PLAN,
TESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELLTESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELLTESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELLTESTING REQUIRED PER THE SCHDULE OF SPECIAL INSPECTION SERVICES, AS WELL
AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS.AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS.AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS.AS ALL OTHER REQUIREMENTS INDICATED IN THE PLANS AND SPECIFICATIONS.
FOUNDATION NOTES:FOUNDATION NOTES:FOUNDATION NOTES:FOUNDATION NOTES:
1.1.1.1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
2.2.2.2. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE ANDWELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE ANDWELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE ANDWELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM 185, 8" MINIMUM SIDE AND
END LAPS REQUIRED, UNLESS NOTED OTHERWISE.END LAPS REQUIRED, UNLESS NOTED OTHERWISE.END LAPS REQUIRED, UNLESS NOTED OTHERWISE.END LAPS REQUIRED, UNLESS NOTED OTHERWISE.
3.3.3.3. CONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TOCONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TOCONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TOCONTRACTOR SHALL PROVIDE NECESSARY REINFORCING ACCESSORIES IN ORDER TO
HOLD BARS IN THE PROPER POSITION.HOLD BARS IN THE PROPER POSITION.HOLD BARS IN THE PROPER POSITION.HOLD BARS IN THE PROPER POSITION.
4.4.4.4. PROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALLPROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALLPROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALLPROVIDE CORNER BARS OF THE SAME SIZE AND NUMBER AS HORIZONTAL BARS AT ALL
CORNERS AND T INTERSECTIONS.CORNERS AND T INTERSECTIONS.CORNERS AND T INTERSECTIONS.CORNERS AND T INTERSECTIONS.
5.5.5.5. LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE.LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE.LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE.LAP SPLICES SHALL BE A CLASS B TENSION LAP, UNLESS NOTED OTHERWISE.
6.6.6.6. CONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATEDCONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATEDCONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATEDCONCRETE COVER FOR REINFORCING SHALL CONFORM TO ACI 318 OR AS INDICATED
ON THE DRAWINGS.ON THE DRAWINGS.ON THE DRAWINGS.ON THE DRAWINGS.
7.7.7.7. ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315,ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315,ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315,ALL REINFORCING BAR BENDS AND HOOKS SHALL BE IN CONFORMANCE WITH ACI 315,
1.1.1.1. NON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXEDNON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXEDNON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXEDNON-SHRINK GROUT USED UNDER STEEL BASE PLATES SHALL BE A FACTORY PREMIXEDGROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCINGGROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCINGGROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCINGGROUT CONSISTING OF CEMENT, NON-METALLIC AGGREGATE, WATER REDUCING
AGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OFAGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OFAGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OFAGENT AND PLASTICIZING AGENTS REQUIRING ONLY WATER AT THE SITE; CAPABLE OF
DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS ANDDEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS ANDDEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS ANDDEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,400 PSI IN 48 HOURS AND
5,000 PSI IN 28 DAYS.5,000 PSI IN 28 DAYS.5,000 PSI IN 28 DAYS.5,000 PSI IN 28 DAYS.
1.1.1.1. CONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACICONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACICONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACICONCRETE MASONRY UNIT CONSTRUCTION SHALL COMPLY WITH ACI 530/ASCE 5, ACI530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS.530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS.530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS.530.1/ASCE 6 AND ALL BUILDING CODE REQUIREMENTS.
2.2.2.2. CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI.CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI.CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI.CMU MINIMUM COMPRESSIVE STRENGTH (f'm) SHALL BE 1500 PSI.
3.3.3.3. PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHTPROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHTPROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHTPROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C90. LIGHT WEIGHT
OR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLYOR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLYOR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLYOR NORMAL WEIGHT UNITS MAY BE USED ABOVE GRADE; NORMAL WEIGHT ONLY
BELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BEBELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BEBELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BEBELOW GRADE. THE MINIMUM COMPRESSIVE STRENGTH OF THE UNITS SHALL BE
1900 PSI.1900 PSI.1900 PSI.1900 PSI.
4.4.4.4. MASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUMMASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUMMASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUMMASONRY MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 WITH A MINIMUM
COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.
5.5.5.5. MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVEMASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVEMASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVEMASONRY GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE
STRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTMSTRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTMSTRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTMSTRENGTH OF 2500 PSI AT 28 DAYS AS DETERMINED IN ACCORDANCE WITH ASTM
C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES.C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES.C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES.C1019. SLUMP SHALL BE BETWEEN 8-11 INCHES.
6.6.6.6. HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7)HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7)HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7)HORIZONTAL JOINT REINFORCING SHALL CONSIST OF TWO 9 GAGE (W1.7)
LONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THELONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THELONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THELONGITUDINAL WIRES AT 16" O.C. VERTICALLY, UNLESS NOTED OTHERWISE ON THE
DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC.DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC.DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC.DRAWINGS. PROVIDE ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC.
7.7.7.7. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAPREINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAPREINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAPREINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. MINIMUM LAP
LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS.LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS.LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS.LENGTH SHALL BE 50 BAR DIAMETERS UNLESS INDICATED OTHERWISE ON THE PLANS.
8.8.8.8. GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLSGROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLSGROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLSGROUT SOLID ALL CELLS CONTAINING REINFORCEMENT, BOLTS, ETC., AND ALL CELLS
BELOW GRADE.BELOW GRADE.BELOW GRADE.BELOW GRADE.
9.9.9.9. PROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED INPROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED INPROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED INPROVIDE VERTICAL REINFORCEMENT BAR POSITIONERS TO KEEP REBAR CENTERED IN
CMU BLOCK.CMU BLOCK.CMU BLOCK.CMU BLOCK.
CONCRETE MASONRY UNIT NOTES:CONCRETE MASONRY UNIT NOTES:CONCRETE MASONRY UNIT NOTES:CONCRETE MASONRY UNIT NOTES:
S100S100S100S100 STRUCTURAL GENERAL NOTESSTRUCTURAL GENERAL NOTESSTRUCTURAL GENERAL NOTESSTRUCTURAL GENERAL NOTES
S101S101S101S101 SCHEDULE OF SPECIAL INSPECTION SERVICESSCHEDULE OF SPECIAL INSPECTION SERVICESSCHEDULE OF SPECIAL INSPECTION SERVICESSCHEDULE OF SPECIAL INSPECTION SERVICES
S102S102S102S102 FOUNDATION DEMO AND OVEREXCAVATION PLANFOUNDATION DEMO AND OVEREXCAVATION PLANFOUNDATION DEMO AND OVEREXCAVATION PLANFOUNDATION DEMO AND OVEREXCAVATION PLAN
S103S103S103S103 FOUNDATION AND FLR FRAMING PLAN - ADDITIONFOUNDATION AND FLR FRAMING PLAN - ADDITIONFOUNDATION AND FLR FRAMING PLAN - ADDITIONFOUNDATION AND FLR FRAMING PLAN - ADDITION
S104S104S104S104 ROOF FRAMING PLAN - KITCHEN ADDITIONROOF FRAMING PLAN - KITCHEN ADDITIONROOF FRAMING PLAN - KITCHEN ADDITIONROOF FRAMING PLAN - KITCHEN ADDITION
S105 S105 S105 S105 ELEVATOR FRAMING PLANELEVATOR FRAMING PLANELEVATOR FRAMING PLANELEVATOR FRAMING PLAN
1.1.1.1. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c)CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c)CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c)CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f'c) AT AT AT AT 28 DAYS:28 DAYS:28 DAYS:28 DAYS:
ALL OTHER CONCRETE -----------------------------ALL OTHER CONCRETE -----------------------------ALL OTHER CONCRETE -----------------------------ALL OTHER CONCRETE ----------------------------- 4000 PSI4000 PSI4000 PSI4000 PSI
2.2.2.2. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI ANDALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI ANDALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI ANDALL WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, ACI 318, CRSI AND
THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED.THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED.THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED.THE BUILDING CODE, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SPECIFIED.
3.3.3.3. CONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICALCONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICALCONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICALCONTRACTOR TO REFER TO ARCHITECTURAL, MECHANICAL, PIPING AND ELECTRICAL
DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN.DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN.DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN.DRAWINGS FOR EMBEDDED ITEMS NOT SHOWN.
2.2.2.2. BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATIONBOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATIONBOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATIONBOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM TO ASTM SPECIFICATION
A325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITHA325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITHA325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITHA325 (UNLESS NOTED OTHERWISE) AND SHALL BE INSTALLED IN ACCORDANCE WITH
AISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 ORAISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 ORAISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 ORAISC PUBLICATION "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR
A490 BOLTS".A490 BOLTS".A490 BOLTS".A490 BOLTS".
3.3.3.3. ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36
4.4.4.4. ALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOPALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOPALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOPALL CONNECTIONS FOR STRUCTURAL STEEL SHALL BE SUFFICIENT TO FULLY DEVELOP
THE CONNECTED MEMBERS.THE CONNECTED MEMBERS.THE CONNECTED MEMBERS.THE CONNECTED MEMBERS.
5.5.5.5. SUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALLSUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALLSUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALLSUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL. DRAWINGS SHALL
INDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONSINDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONSINDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONSINDICATE THE PROFILES, SIZES, SPACING, CAMBER, ASTM GRADE, AND LOCATIONS
FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS.FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS.FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS.FOR ALL STRUCTURAL MEMBERS, CONNECTIONS, ATTACHMENTS AND FASTENERS.
INCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEELINCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEELINCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEELINCLUDE SUPPLEMENTARY MEMBERS AND PARTS TO COMPLETE STRUCTURAL STEEL
WORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADEDWORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADEDWORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADEDWORK, MISCELLANEOUS STEEL AND ANGLES FOR FRAMED OPENINGS AND HEADED
6.6.6.6. SUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWSSUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWSSUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWSSUBMIT WELDER'S QUALIFICATIONS WHICH INDICATE THAT THE WELDER HAS AWS
QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS.QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS.QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS.QUALIFICATIONS FOR THE INTENDED WORK WITHIN THE PREVIOUS 12 MONTHS.
7.7.7.7. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED.STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED.STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED.STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED.
8.8.8.8. NO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THENO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THENO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THENO SPLICES IN STRUCTURAL STEEL SHALL BE ACCEPTED WITHOUT APPROVAL OF THE
ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS.ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS.ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS.ENGINEER EXCEPT WHERE INDICATED ON THE DRAWINGS.
9.9.9.9. ALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THEALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THEALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THEALL BOLT HOLES SHALL BE SHOP DRILLED WHERE POSSIBLE. HOLES MADE IN THEFIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED.FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED.FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED.FIELD SHALL BE MECHANICALLY DRILLED. NO BURNING OF HOLES WILL BE PERMITTED.
10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 -10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 -10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 -10.STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO AISC 360 -
SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OFSPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OFSPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OFSPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 - CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
1.1.1.1. ALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOISTALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOISTALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOISTALL WORK SHALL COMPLY WITH THE LATEST PROVISIONS OF THE STEEL JOISTINSTITUTE.INSTITUTE.INSTITUTE.INSTITUTE.
2.2.2.2. BRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NOBRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NOBRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NOBRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN ON THE DRAWINGS, BUT IN NO
CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE.CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE.CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE.CASE SHALL IT BE LESS THAN THAT SPECIFIED BY THE STEEL JOIST INSTITUTE.
3.3.3.3. IN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OFIN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OFIN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OFIN ADDITION TO BRIDGING SHOWN ON THE DRAWINGS, PROVIDE ONE ROW OF
HORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OFHORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OFHORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OFHORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST PANEL POINT AT EACH END OF
ALL ROOF JOISTS.ALL ROOF JOISTS.ALL ROOF JOISTS.ALL ROOF JOISTS.
4.4.4.4. WHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTINGWHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTINGWHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTINGWHERE INDICATED ON THE DRAWINGS, CONNECT BOTTOM CHORD TO SUPPORTING
MEMBER AFTER DEAD LOAD HAS BEEN APPLIED.MEMBER AFTER DEAD LOAD HAS BEEN APPLIED.MEMBER AFTER DEAD LOAD HAS BEEN APPLIED.MEMBER AFTER DEAD LOAD HAS BEEN APPLIED.
5.5.5.5. DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE.DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE.DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE.DESIGN ROOF JOIST UPLIFT PER THE COMPONENT AND CLADDING PRESSURES TABLE.
TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF.TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF.TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF.TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF.
1.1.1.1. BUILDING CODE AND DESIGN STANDARDSBUILDING CODE AND DESIGN STANDARDSBUILDING CODE AND DESIGN STANDARDSBUILDING CODE AND DESIGN STANDARDSA.A.A.A. 2012 INTERNATIONAL BUILDING CODE2012 INTERNATIONAL BUILDING CODE2012 INTERNATIONAL BUILDING CODE2012 INTERNATIONAL BUILDING CODE
B.B.B.B. AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITIONAISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITIONAISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITIONAISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION
C.C.C.C. ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETEACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETEACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETEACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
D.D.D.D. ACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES
E.E.E.E. ACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURESACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURESACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURESACI 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURES
F.F.F.F. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
H.H.H.H. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITIONNATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITIONNATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITIONNATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2010 EDITION
I.I.I.I. NORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERSNORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERSNORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERSNORTH AMERICAN SPEC. FOR THE DESIGN OF C.F.S. STRUCTURAL MEMBERS
J.J.J.J. TRUSS PLATE INSTITUTETRUSS PLATE INSTITUTETRUSS PLATE INSTITUTETRUSS PLATE INSTITUTE
C.C.C.C. Ss ------------------------------------------------Ss ------------------------------------------------Ss ------------------------------------------------Ss ------------------------------------------------ 0.1190.1190.1190.119
D. S1------------------------------------------------D. S1------------------------------------------------D. S1------------------------------------------------D. S1------------------------------------------------ 0.0680.0680.0680.068
E.E.E.E. SITE CLASS --------------------------------------SITE CLASS --------------------------------------SITE CLASS --------------------------------------SITE CLASS -------------------------------------- DDDD
J.J.J.J. RESPONSE MODIFICATION COEFF, R --------RESPONSE MODIFICATION COEFF, R --------RESPONSE MODIFICATION COEFF, R --------RESPONSE MODIFICATION COEFF, R -------- 2222
K.K.K.K. ANALYSIS PROCEDURE USED -----------------ANALYSIS PROCEDURE USED -----------------ANALYSIS PROCEDURE USED -----------------ANALYSIS PROCEDURE USED ----------------- E.L.F.E.L.F.E.L.F.E.L.F.
ZONE PRESSURESZONE PRESSURESZONE PRESSURESZONE PRESSURESa = 5.0 FT.
ROOF
ROOF
ROOF
ROOF
5
5 5
5
44
a
a
WALL DIAGRAM
-32.8
-32.0
-30.8
-30.0
-55.0
-49.2
-41.4
-35.6
-82.8
-68.6
-49.8
-35.6
-32.5
-31.2
-29.4
-28.1
-25.0
-40.0
-37.4
-33.8
-31.2
-25.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
30.0
28.7
26.9
25.6
22.5
30.0
28.7
26.9
25.6
22.5
3
3 3
33
3
22
22
2
2
22
2
1
1
ROOF DIAGRAM - KITCHEN ADDITION a typ.
1.1.1.1. ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3ROOF DECK SHALL BE 1 1/2 INCH DEPTH, 20 GAGE WIDE RIB TYPE B GALVANIZED, 3SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:SPAN MINIMUM. THE ROOF DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:
2.2.2.2. FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE.FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE.FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE.FOR ROOF DECK ATTACHMENT, SEE ROOF DECK ATTACHMENT SCHEDULE.
3.3.3.3. THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE,THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE,THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE,THE EDGE OF DECK SHALL BE 1/2" FROM THE VERTICAL LEG OF THE EDGE ANGLE,
4.4.4.4. UNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGHUNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGHUNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGHUNLESS SHOWN OTHERWISE, PROVIDE L4x4x1/4 AROUND ALL OPENINGS THROUGH
METAL DECK. WELD ANGLES TO SUPPORT MEMBERS.METAL DECK. WELD ANGLES TO SUPPORT MEMBERS.METAL DECK. WELD ANGLES TO SUPPORT MEMBERS.METAL DECK. WELD ANGLES TO SUPPORT MEMBERS.
GEOTECHNICAL INVESTIGATIONGEOTECHNICAL INVESTIGATIONGEOTECHNICAL INVESTIGATIONGEOTECHNICAL INVESTIGATIONGREEN HALL ADDITIONGREEN HALL ADDITIONGREEN HALL ADDITIONGREEN HALL ADDITION
UNIVERSITY OF SOUTHERN MISSISSIPPIUNIVERSITY OF SOUTHERN MISSISSIPPIUNIVERSITY OF SOUTHERN MISSISSIPPIUNIVERSITY OF SOUTHERN MISSISSIPPI
POSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTINGPOSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTINGPOSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTINGPOSITIVE AND NEGATIVE PRESSURES SIGNIFY PRESSURES ACTINGTOWARD AND AWAY FROM SURFACES RESPECTIVELYTOWARD AND AWAY FROM SURFACES RESPECTIVELYTOWARD AND AWAY FROM SURFACES RESPECTIVELYTOWARD AND AWAY FROM SURFACES RESPECTIVELY
2
5/19/17
Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532
Harlan G. Dean, III, P.E., S.E.Mississippi License #16553
www.deaneng.comdse project no. 16003
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PHONE: (228) 762-1975 FAX: (228) 769-9545
EMAIL:C
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ALLREDARCHITECTURALGROUP.COM
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1.1.1.1. SUBMIT THE FABRICATOR'S CERTIFICATION THAT THEY ARE CERTIFIED BY THESUBMIT THE FABRICATOR'S CERTIFICATION THAT THEY ARE CERTIFIED BY THESUBMIT THE FABRICATOR'S CERTIFICATION THAT THEY ARE CERTIFIED BY THESUBMIT THE FABRICATOR'S CERTIFICATION THAT THEY ARE CERTIFIED BY THEAMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) QUALITY CERTIFICATIONAMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) QUALITY CERTIFICATIONAMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) QUALITY CERTIFICATIONAMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) QUALITY CERTIFICATIONPROGRAM FOR STRUCTURAL STEEL BUILDINGS.PROGRAM FOR STRUCTURAL STEEL BUILDINGS.PROGRAM FOR STRUCTURAL STEEL BUILDINGS.PROGRAM FOR STRUCTURAL STEEL BUILDINGS.
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:
1.1.1.1. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUTPRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUTPRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUTPRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUTMATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION.MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION.MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION.MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION.
2.2.2.2. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS.COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS.COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS.COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS.
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:
1.1.1.1. MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS.MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS.MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS.MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS.
2.2.2.2. MATERIAL VERIFICATION OF STRUCTURAL STEEL.MATERIAL VERIFICATION OF STRUCTURAL STEEL.MATERIAL VERIFICATION OF STRUCTURAL STEEL.MATERIAL VERIFICATION OF STRUCTURAL STEEL.
3.3.3.3. MATERIAL VERIFICATION OF WELD FILLER MATERIALS.MATERIAL VERIFICATION OF WELD FILLER MATERIALS.MATERIAL VERIFICATION OF WELD FILLER MATERIALS.MATERIAL VERIFICATION OF WELD FILLER MATERIALS.
4.4.4.4. VISUALLY INSPECT BOLTED CONNECTIONS IN ACCORDANCE WITH AISC'SVISUALLY INSPECT BOLTED CONNECTIONS IN ACCORDANCE WITH AISC'SVISUALLY INSPECT BOLTED CONNECTIONS IN ACCORDANCE WITH AISC'SVISUALLY INSPECT BOLTED CONNECTIONS IN ACCORDANCE WITH AISC'SSPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.TEST A MINIMUM OF 10% OF BOLTED CONNECTIONS.TEST A MINIMUM OF 10% OF BOLTED CONNECTIONS.TEST A MINIMUM OF 10% OF BOLTED CONNECTIONS.TEST A MINIMUM OF 10% OF BOLTED CONNECTIONS.
5.5.5.5. VERIFY ANCHOR BOLT SIZE, CONFIGURATION AND EMBEDMENT DEPTH PRIOR TOVERIFY ANCHOR BOLT SIZE, CONFIGURATION AND EMBEDMENT DEPTH PRIOR TOVERIFY ANCHOR BOLT SIZE, CONFIGURATION AND EMBEDMENT DEPTH PRIOR TOVERIFY ANCHOR BOLT SIZE, CONFIGURATION AND EMBEDMENT DEPTH PRIOR TOPLACEMENT OF CONCRETE.PLACEMENT OF CONCRETE.PLACEMENT OF CONCRETE.PLACEMENT OF CONCRETE.
6.6.6.6. VISUALLY INSPECT ALL FIELD WELDED CONNECTIONS INCLUDING PERIORDICVISUALLY INSPECT ALL FIELD WELDED CONNECTIONS INCLUDING PERIORDICVISUALLY INSPECT ALL FIELD WELDED CONNECTIONS INCLUDING PERIORDICVISUALLY INSPECT ALL FIELD WELDED CONNECTIONS INCLUDING PERIORDICEXAMINATION OF FIT-UP.EXAMINATION OF FIT-UP.EXAMINATION OF FIT-UP.EXAMINATION OF FIT-UP.
7.7.7.7. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH THEINSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH THEINSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH THEINSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH THECONSTRUCTION DOCUMENTS FOR:CONSTRUCTION DOCUMENTS FOR:CONSTRUCTION DOCUMENTS FOR:CONSTRUCTION DOCUMENTS FOR:
A.A.A.A. DETAILS SUCH AS BRACING AND STIFFENERSDETAILS SUCH AS BRACING AND STIFFENERSDETAILS SUCH AS BRACING AND STIFFENERSDETAILS SUCH AS BRACING AND STIFFENERS
B.B.B.B. MEMBER LOCATIONS.MEMBER LOCATIONS.MEMBER LOCATIONS.MEMBER LOCATIONS.
C.C.C.C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION.APPLICATION OF JOINT DETAILS AT EACH CONNECTION.APPLICATION OF JOINT DETAILS AT EACH CONNECTION.APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
WELD INSPECTIONS TO INCLUDE THE FOLLOWING:WELD INSPECTIONS TO INCLUDE THE FOLLOWING:WELD INSPECTIONS TO INCLUDE THE FOLLOWING:WELD INSPECTIONS TO INCLUDE THE FOLLOWING:
2.2.2.2. INSPECTION OF WELDING SHALL BE IN COMPLIANCE WITH AWS WELDING CODE.INSPECTION OF WELDING SHALL BE IN COMPLIANCE WITH AWS WELDING CODE.INSPECTION OF WELDING SHALL BE IN COMPLIANCE WITH AWS WELDING CODE.INSPECTION OF WELDING SHALL BE IN COMPLIANCE WITH AWS WELDING CODE.
3.3.3.3. PROVIDE ULTRASONIC TESTING FOR ALL COMPLETE PENETRATION WELDS.PROVIDE ULTRASONIC TESTING FOR ALL COMPLETE PENETRATION WELDS.PROVIDE ULTRASONIC TESTING FOR ALL COMPLETE PENETRATION WELDS.PROVIDE ULTRASONIC TESTING FOR ALL COMPLETE PENETRATION WELDS.
4.4.4.4. VERIFY THAT WELDING PROCEDURES ARE BEING ADHERED TO DURING FIELD WELDING.VERIFY THAT WELDING PROCEDURES ARE BEING ADHERED TO DURING FIELD WELDING.VERIFY THAT WELDING PROCEDURES ARE BEING ADHERED TO DURING FIELD WELDING.VERIFY THAT WELDING PROCEDURES ARE BEING ADHERED TO DURING FIELD WELDING.
1.1.1.1. SPECIAL INSPECTION REFERS TO THE INSPECTION OF CONSTRUCTION REQUIRING THESPECIAL INSPECTION REFERS TO THE INSPECTION OF CONSTRUCTION REQUIRING THESPECIAL INSPECTION REFERS TO THE INSPECTION OF CONSTRUCTION REQUIRING THESPECIAL INSPECTION REFERS TO THE INSPECTION OF CONSTRUCTION REQUIRING THEEXPERTISE OF AN APPROVED SPECIAL INSPECTOR IN ORDER TO ENSURE COMPLIANCEEXPERTISE OF AN APPROVED SPECIAL INSPECTOR IN ORDER TO ENSURE COMPLIANCEEXPERTISE OF AN APPROVED SPECIAL INSPECTOR IN ORDER TO ENSURE COMPLIANCEEXPERTISE OF AN APPROVED SPECIAL INSPECTOR IN ORDER TO ENSURE COMPLIANCEWITH THE BUILDING CODE AND THE APPROVED CONSTRUCTION DOCUMENTS.WITH THE BUILDING CODE AND THE APPROVED CONSTRUCTION DOCUMENTS.WITH THE BUILDING CODE AND THE APPROVED CONSTRUCTION DOCUMENTS.WITH THE BUILDING CODE AND THE APPROVED CONSTRUCTION DOCUMENTS.
2.2.2.2. SEE THE PROJECT MANUAL SECTION 01 40 15 - SPECIAL INSPECTIONS AND TESTINGSEE THE PROJECT MANUAL SECTION 01 40 15 - SPECIAL INSPECTIONS AND TESTINGSEE THE PROJECT MANUAL SECTION 01 40 15 - SPECIAL INSPECTIONS AND TESTINGSEE THE PROJECT MANUAL SECTION 01 40 15 - SPECIAL INSPECTIONS AND TESTINGFOR ALL REQUIREMENTS PERTAINING TO THE SPECIAL INSPECTIONS FOR THISFOR ALL REQUIREMENTS PERTAINING TO THE SPECIAL INSPECTIONS FOR THISFOR ALL REQUIREMENTS PERTAINING TO THE SPECIAL INSPECTIONS FOR THISFOR ALL REQUIREMENTS PERTAINING TO THE SPECIAL INSPECTIONS FOR THISPROJECT.PROJECT.PROJECT.PROJECT.
3.3.3.3. CONTINUOUS INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIALCONTINUOUS INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIALCONTINUOUS INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIALCONTINUOUS INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIALINSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEINGINSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEINGINSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEINGINSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEINGPERFORMED.PERFORMED.PERFORMED.PERFORMED.
PERIODIC INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIAL INSPECTORPERIODIC INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIAL INSPECTORPERIODIC INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIAL INSPECTORPERIODIC INSPECTION - REFERS TO SPECIAL INSPECTION BY THE SPECIAL INSPECTORWHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN ORWHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN ORWHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN ORWHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN ORIS IS IS IS BEING PERFORMED.BEING PERFORMED.BEING PERFORMED.BEING PERFORMED.
SPECIAL INSPECTION PER 2012 IBC:SPECIAL INSPECTION PER 2012 IBC:SPECIAL INSPECTION PER 2012 IBC:SPECIAL INSPECTION PER 2012 IBC: STRUCTURAL STEEL:STRUCTURAL STEEL:STRUCTURAL STEEL:STRUCTURAL STEEL:
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:
1.1.1.1. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGNVERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGNVERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGNVERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGNBEARING CAPACITY. FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADEBEARING CAPACITY. FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADEBEARING CAPACITY. FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADEBEARING CAPACITY. FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADEAFTER EXCAVATIONS FOR FOOTINGS ARE COMPLETE.AFTER EXCAVATIONS FOR FOOTINGS ARE COMPLETE.AFTER EXCAVATIONS FOR FOOTINGS ARE COMPLETE.AFTER EXCAVATIONS FOR FOOTINGS ARE COMPLETE.
2.2.2.2. VERIFY STRUCTURAL FILL COMPLIES WITH REQUIREMENTS OF THE PROJECT MANUALVERIFY STRUCTURAL FILL COMPLIES WITH REQUIREMENTS OF THE PROJECT MANUALVERIFY STRUCTURAL FILL COMPLIES WITH REQUIREMENTS OF THE PROJECT MANUALVERIFY STRUCTURAL FILL COMPLIES WITH REQUIREMENTS OF THE PROJECT MANUALAND THE PROJECT PLANS. VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPERAND THE PROJECT PLANS. VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPERAND THE PROJECT PLANS. VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPERAND THE PROJECT PLANS. VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPERDEPTH AND HAVE REACHED PROPER MATERIALS.DEPTH AND HAVE REACHED PROPER MATERIALS.DEPTH AND HAVE REACHED PROPER MATERIALS.DEPTH AND HAVE REACHED PROPER MATERIALS.
3.3.3.3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.
4.4.4.4. PRIOR TO PLACEMENT OF STRUCTURAL FILL, OBSERVE SUBGRADE AND VERIFY THATPRIOR TO PLACEMENT OF STRUCTURAL FILL, OBSERVE SUBGRADE AND VERIFY THATPRIOR TO PLACEMENT OF STRUCTURAL FILL, OBSERVE SUBGRADE AND VERIFY THATPRIOR TO PLACEMENT OF STRUCTURAL FILL, OBSERVE SUBGRADE AND VERIFY THATSITE HAS BEEN PREPARED PROPERLY (e.g. OBSERVE PROOF ROLLING, ETC.).SITE HAS BEEN PREPARED PROPERLY (e.g. OBSERVE PROOF ROLLING, ETC.).SITE HAS BEEN PREPARED PROPERLY (e.g. OBSERVE PROOF ROLLING, ETC.).SITE HAS BEEN PREPARED PROPERLY (e.g. OBSERVE PROOF ROLLING, ETC.).
SOILS:SOILS:SOILS:SOILS:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:
1.1.1.1. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURINGVERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURINGVERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURINGVERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURINGPLACEMENT AND COMPACTION OF COMPACTED FILL. FOR EACH SOIL TYPE PLACEDPLACEMENT AND COMPACTION OF COMPACTED FILL. FOR EACH SOIL TYPE PLACEDPLACEMENT AND COMPACTION OF COMPACTED FILL. FOR EACH SOIL TYPE PLACEDPLACEMENT AND COMPACTION OF COMPACTED FILL. FOR EACH SOIL TYPE PLACEDPERFORM LABORTORY TESTS DETERMINING AT A MINIMUM THE SOIL CLASSIFICATION,PERFORM LABORTORY TESTS DETERMINING AT A MINIMUM THE SOIL CLASSIFICATION,PERFORM LABORTORY TESTS DETERMINING AT A MINIMUM THE SOIL CLASSIFICATION,PERFORM LABORTORY TESTS DETERMINING AT A MINIMUM THE SOIL CLASSIFICATION,LIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX AND MAXIMUM DENSITY. SELECTLIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX AND MAXIMUM DENSITY. SELECTLIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX AND MAXIMUM DENSITY. SELECTLIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX AND MAXIMUM DENSITY. SELECTSTRUCTURAL FILL SHALL CONSIST OF A CL MATERIAL. SEE EARTHWORK NOTES ON THESTRUCTURAL FILL SHALL CONSIST OF A CL MATERIAL. SEE EARTHWORK NOTES ON THESTRUCTURAL FILL SHALL CONSIST OF A CL MATERIAL. SEE EARTHWORK NOTES ON THESTRUCTURAL FILL SHALL CONSIST OF A CL MATERIAL. SEE EARTHWORK NOTES ON THEOVEREXCAVATION PLAN FOR ADDITIONAL REQUIREMENTS.OVEREXCAVATION PLAN FOR ADDITIONAL REQUIREMENTS.OVEREXCAVATION PLAN FOR ADDITIONAL REQUIREMENTS.OVEREXCAVATION PLAN FOR ADDITIONAL REQUIREMENTS.
2. PERFORM A MINIMUM OF TWO DENSITY TESTS PER LIFT. SEE OVEREXCAVATION NOTES.2. PERFORM A MINIMUM OF TWO DENSITY TESTS PER LIFT. SEE OVEREXCAVATION NOTES.2. PERFORM A MINIMUM OF TWO DENSITY TESTS PER LIFT. SEE OVEREXCAVATION NOTES.2. PERFORM A MINIMUM OF TWO DENSITY TESTS PER LIFT. SEE OVEREXCAVATION NOTES.
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:
1.1.1.1. INSPECT ANCHORS (ANCHOR RODS) TO BE INSTALLED PRIOR TO CONCRETEINSPECT ANCHORS (ANCHOR RODS) TO BE INSTALLED PRIOR TO CONCRETEINSPECT ANCHORS (ANCHOR RODS) TO BE INSTALLED PRIOR TO CONCRETEINSPECT ANCHORS (ANCHOR RODS) TO BE INSTALLED PRIOR TO CONCRETEPLACEMENT. VERIFY ANCHOR SIZE, NUMBER, EMBEDMENT AND PLACEMENT.PLACEMENT. VERIFY ANCHOR SIZE, NUMBER, EMBEDMENT AND PLACEMENT.PLACEMENT. VERIFY ANCHOR SIZE, NUMBER, EMBEDMENT AND PLACEMENT.PLACEMENT. VERIFY ANCHOR SIZE, NUMBER, EMBEDMENT AND PLACEMENT.
2.2.2.2. VERIFY THAT CORRECT CONCRETE MIX DESIGN IS BEING USED AND THAT THEVERIFY THAT CORRECT CONCRETE MIX DESIGN IS BEING USED AND THAT THEVERIFY THAT CORRECT CONCRETE MIX DESIGN IS BEING USED AND THAT THEVERIFY THAT CORRECT CONCRETE MIX DESIGN IS BEING USED AND THAT THECONCRETE APPEARS TO BE PROPERLY MIXED IN THE TRUCK.CONCRETE APPEARS TO BE PROPERLY MIXED IN THE TRUCK.CONCRETE APPEARS TO BE PROPERLY MIXED IN THE TRUCK.CONCRETE APPEARS TO BE PROPERLY MIXED IN THE TRUCK.
3.3.3.3. PERFORM A SLUMP TEST FOR EACH LOAD OF CONCRETE AND RECORD THE USE OFPERFORM A SLUMP TEST FOR EACH LOAD OF CONCRETE AND RECORD THE USE OFPERFORM A SLUMP TEST FOR EACH LOAD OF CONCRETE AND RECORD THE USE OFPERFORM A SLUMP TEST FOR EACH LOAD OF CONCRETE AND RECORD THE USE OFWATER AND ADMIXTURES. PERFORM ADDITIONAL SLUMP TESTS AFTER ANYWATER AND ADMIXTURES. PERFORM ADDITIONAL SLUMP TESTS AFTER ANYWATER AND ADMIXTURES. PERFORM ADDITIONAL SLUMP TESTS AFTER ANYWATER AND ADMIXTURES. PERFORM ADDITIONAL SLUMP TESTS AFTER ANYADJUSTMENTS TO THE CONCRETE.ADJUSTMENTS TO THE CONCRETE.ADJUSTMENTS TO THE CONCRETE.ADJUSTMENTS TO THE CONCRETE.
4.4.4.4. CAST, CURE AND TEST CYLINDERS OF THE CONCRETE PLACED ON THE PROJECT ASCAST, CURE AND TEST CYLINDERS OF THE CONCRETE PLACED ON THE PROJECT ASCAST, CURE AND TEST CYLINDERS OF THE CONCRETE PLACED ON THE PROJECT ASCAST, CURE AND TEST CYLINDERS OF THE CONCRETE PLACED ON THE PROJECT ASINDICATED IN THE PROJECT MANUAL. MOLD FOUR SPECIMENS PER SET FORINDICATED IN THE PROJECT MANUAL. MOLD FOUR SPECIMENS PER SET FORINDICATED IN THE PROJECT MANUAL. MOLD FOUR SPECIMENS PER SET FORINDICATED IN THE PROJECT MANUAL. MOLD FOUR SPECIMENS PER SET FORCOMPRESSIVE STRENGTH TESTING; ONE SET FOR EACH 100 OR LESS CUBIC YARDSCOMPRESSIVE STRENGTH TESTING; ONE SET FOR EACH 100 OR LESS CUBIC YARDSCOMPRESSIVE STRENGTH TESTING; ONE SET FOR EACH 100 OR LESS CUBIC YARDSCOMPRESSIVE STRENGTH TESTING; ONE SET FOR EACH 100 OR LESS CUBIC YARDSOF EACH MIX DESIGN PLACED IN ANY ONE DAY. PERFORM ONE COMPRESSIVE BREAKOF EACH MIX DESIGN PLACED IN ANY ONE DAY. PERFORM ONE COMPRESSIVE BREAKOF EACH MIX DESIGN PLACED IN ANY ONE DAY. PERFORM ONE COMPRESSIVE BREAKOF EACH MIX DESIGN PLACED IN ANY ONE DAY. PERFORM ONE COMPRESSIVE BREAKAT 7 DAYS AND TWO AT 28 DAYS. HOLD ONE SPECIMEN TO BE BROKEN AT THEAT 7 DAYS AND TWO AT 28 DAYS. HOLD ONE SPECIMEN TO BE BROKEN AT THEAT 7 DAYS AND TWO AT 28 DAYS. HOLD ONE SPECIMEN TO BE BROKEN AT THEAT 7 DAYS AND TWO AT 28 DAYS. HOLD ONE SPECIMEN TO BE BROKEN AT THEDIRECTION OF THE ARCHITECT/ENGINEER IF COMPRESSIVE STRENGTH APPEARSDIRECTION OF THE ARCHITECT/ENGINEER IF COMPRESSIVE STRENGTH APPEARSDIRECTION OF THE ARCHITECT/ENGINEER IF COMPRESSIVE STRENGTH APPEARSDIRECTION OF THE ARCHITECT/ENGINEER IF COMPRESSIVE STRENGTH APPEARSINADEQUATE. IN ADDITION, FOR EACH SET OF MOLDED SPECIMENS RECORD THEINADEQUATE. IN ADDITION, FOR EACH SET OF MOLDED SPECIMENS RECORD THEINADEQUATE. IN ADDITION, FOR EACH SET OF MOLDED SPECIMENS RECORD THEINADEQUATE. IN ADDITION, FOR EACH SET OF MOLDED SPECIMENS RECORD THEFOLLOWING: SLUMP, AIR CONTENT, TEMPERATURE (AMBIENT AND CONCRETE),FOLLOWING: SLUMP, AIR CONTENT, TEMPERATURE (AMBIENT AND CONCRETE),FOLLOWING: SLUMP, AIR CONTENT, TEMPERATURE (AMBIENT AND CONCRETE),FOLLOWING: SLUMP, AIR CONTENT, TEMPERATURE (AMBIENT AND CONCRETE),PLACEMENT LOCATION, AND VERIFY MIX DESIGN AND ADDITIONS, IF ANY OF WATERPLACEMENT LOCATION, AND VERIFY MIX DESIGN AND ADDITIONS, IF ANY OF WATERPLACEMENT LOCATION, AND VERIFY MIX DESIGN AND ADDITIONS, IF ANY OF WATERPLACEMENT LOCATION, AND VERIFY MIX DESIGN AND ADDITIONS, IF ANY OF WATERAND/OR ADMIXTURES.AND/OR ADMIXTURES.AND/OR ADMIXTURES.AND/OR ADMIXTURES.
5.5.5.5. INSPECTION OF CONCRETE PLACEMENT AND PROPER APPLICATION TECHNIQUES.INSPECTION OF CONCRETE PLACEMENT AND PROPER APPLICATION TECHNIQUES.INSPECTION OF CONCRETE PLACEMENT AND PROPER APPLICATION TECHNIQUES.INSPECTION OF CONCRETE PLACEMENT AND PROPER APPLICATION TECHNIQUES.
6.6.6.6. INSPECTION FOR SPECIFIED CURING TEMPERATURES AND TECHNIQUES.INSPECTION FOR SPECIFIED CURING TEMPERATURES AND TECHNIQUES.INSPECTION FOR SPECIFIED CURING TEMPERATURES AND TECHNIQUES.INSPECTION FOR SPECIFIED CURING TEMPERATURES AND TECHNIQUES.
7.7.7.7. REPORTS FOR COMPRESSION TESTS SHALL BE SENT TO THE ARCHITECT/ENGINEER ONREPORTS FOR COMPRESSION TESTS SHALL BE SENT TO THE ARCHITECT/ENGINEER ONREPORTS FOR COMPRESSION TESTS SHALL BE SENT TO THE ARCHITECT/ENGINEER ONREPORTS FOR COMPRESSION TESTS SHALL BE SENT TO THE ARCHITECT/ENGINEER ONTHE DAY IN WHICH THE TESTS ARE PERFORMED. THE COMPRESSION TESTS SHALLTHE DAY IN WHICH THE TESTS ARE PERFORMED. THE COMPRESSION TESTS SHALLTHE DAY IN WHICH THE TESTS ARE PERFORMED. THE COMPRESSION TESTS SHALLTHE DAY IN WHICH THE TESTS ARE PERFORMED. THE COMPRESSION TESTS SHALLINCLUDE: THE NAME OF THE PROJECT, NAME OF TESTING AGENCY, DESIGNINCLUDE: THE NAME OF THE PROJECT, NAME OF TESTING AGENCY, DESIGNINCLUDE: THE NAME OF THE PROJECT, NAME OF TESTING AGENCY, DESIGNINCLUDE: THE NAME OF THE PROJECT, NAME OF TESTING AGENCY, DESIGNCOMPRESSIVE STRENGTH, CYLINDER NUMBER, DATE AND LOCATION OF PLACEMENT,COMPRESSIVE STRENGTH, CYLINDER NUMBER, DATE AND LOCATION OF PLACEMENT,COMPRESSIVE STRENGTH, CYLINDER NUMBER, DATE AND LOCATION OF PLACEMENT,COMPRESSIVE STRENGTH, CYLINDER NUMBER, DATE AND LOCATION OF PLACEMENT,COMPRESSIVE BREAK STRENGTH AND TYPE OF BREAK.COMPRESSIVE BREAK STRENGTH AND TYPE OF BREAK.COMPRESSIVE BREAK STRENGTH AND TYPE OF BREAK.COMPRESSIVE BREAK STRENGTH AND TYPE OF BREAK.
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:
1.1.1.1. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE BEINGINSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE BEINGINSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE BEINGINSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE BEINGFORMED.FORMED.FORMED.FORMED.
2.2.2.2. INSPECTION OF REINFORCING STEEL INDICATING GRADE, QUANTITY, LOCATION ANDINSPECTION OF REINFORCING STEEL INDICATING GRADE, QUANTITY, LOCATION ANDINSPECTION OF REINFORCING STEEL INDICATING GRADE, QUANTITY, LOCATION ANDINSPECTION OF REINFORCING STEEL INDICATING GRADE, QUANTITY, LOCATION ANDPLACEMENT PRIOR TO CONCRETE PLACEMENT.PLACEMENT PRIOR TO CONCRETE PLACEMENT.PLACEMENT PRIOR TO CONCRETE PLACEMENT.PLACEMENT PRIOR TO CONCRETE PLACEMENT.
3. INSPECTION OF ANY ANCHORS (SUCH AS EXPANSION OR EPOXY) INSTALLED IN HARDENED3. INSPECTION OF ANY ANCHORS (SUCH AS EXPANSION OR EPOXY) INSTALLED IN HARDENED3. INSPECTION OF ANY ANCHORS (SUCH AS EXPANSION OR EPOXY) INSTALLED IN HARDENED3. INSPECTION OF ANY ANCHORS (SUCH AS EXPANSION OR EPOXY) INSTALLED IN HARDENEDCONCRETE. PERFORM SPECIAL INSPECTION OF THESE ANCHORS IN ACCORDANCE WITHCONCRETE. PERFORM SPECIAL INSPECTION OF THESE ANCHORS IN ACCORDANCE WITHCONCRETE. PERFORM SPECIAL INSPECTION OF THESE ANCHORS IN ACCORDANCE WITHCONCRETE. PERFORM SPECIAL INSPECTION OF THESE ANCHORS IN ACCORDANCE WITHTHE ICC ESR REPORT FOR THE ANCHOR BEING INSTALLED.THE ICC ESR REPORT FOR THE ANCHOR BEING INSTALLED.THE ICC ESR REPORT FOR THE ANCHOR BEING INSTALLED.THE ICC ESR REPORT FOR THE ANCHOR BEING INSTALLED.
4.4.4.4. VERIFY USE OF REQUIRED MIX DESIGN.VERIFY USE OF REQUIRED MIX DESIGN.VERIFY USE OF REQUIRED MIX DESIGN.VERIFY USE OF REQUIRED MIX DESIGN.
5.5.5.5. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND TECHNIQUES.INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND TECHNIQUES.INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND TECHNIQUES.INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND TECHNIQUES.
6.6.6.6. TEST SLABS ON GRADE FOR FLOOR FLATNESS PER ASTM E1155 AND AS INDICATED INTEST SLABS ON GRADE FOR FLOOR FLATNESS PER ASTM E1155 AND AS INDICATED INTEST SLABS ON GRADE FOR FLOOR FLATNESS PER ASTM E1155 AND AS INDICATED INTEST SLABS ON GRADE FOR FLOOR FLATNESS PER ASTM E1155 AND AS INDICATED INTHE PROJECT MANUAL.THE PROJECT MANUAL.THE PROJECT MANUAL.THE PROJECT MANUAL.
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:
1.1.1.1. VERIFY GROUT PLACEMENT TO ENSURE CODE AND CONSTRUCTION DOCUMENTVERIFY GROUT PLACEMENT TO ENSURE CODE AND CONSTRUCTION DOCUMENTVERIFY GROUT PLACEMENT TO ENSURE CODE AND CONSTRUCTION DOCUMENTVERIFY GROUT PLACEMENT TO ENSURE CODE AND CONSTRUCTION DOCUMENTCOMPLIANCE.COMPLIANCE.COMPLIANCE.COMPLIANCE.
2.2.2.2. VERIFY PREPARATION OF PRISMS, GROUT, OR MORTAR SPECIMENS.VERIFY PREPARATION OF PRISMS, GROUT, OR MORTAR SPECIMENS.VERIFY PREPARATION OF PRISMS, GROUT, OR MORTAR SPECIMENS.VERIFY PREPARATION OF PRISMS, GROUT, OR MORTAR SPECIMENS.
3.3.3.3. VERIFY WELDING OF REINFORCING (NOTE: WELDING OF REINFORCING IS NOT ALLOWEDVERIFY WELDING OF REINFORCING (NOTE: WELDING OF REINFORCING IS NOT ALLOWEDVERIFY WELDING OF REINFORCING (NOTE: WELDING OF REINFORCING IS NOT ALLOWEDVERIFY WELDING OF REINFORCING (NOTE: WELDING OF REINFORCING IS NOT ALLOWEDUNLESS WRITTEN APPROVAL BY THE ARCHITECT/ENGINEER IS OBTAINED BY THEUNLESS WRITTEN APPROVAL BY THE ARCHITECT/ENGINEER IS OBTAINED BY THEUNLESS WRITTEN APPROVAL BY THE ARCHITECT/ENGINEER IS OBTAINED BY THEUNLESS WRITTEN APPROVAL BY THE ARCHITECT/ENGINEER IS OBTAINED BY THECONTRACTOR).CONTRACTOR).CONTRACTOR).CONTRACTOR).
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:
1.1.1.1. PROPORTIONS OF SITE-PREPARED MORTAR.PROPORTIONS OF SITE-PREPARED MORTAR.PROPORTIONS OF SITE-PREPARED MORTAR.PROPORTIONS OF SITE-PREPARED MORTAR.
2.2.2.2. CONSTRUCTION OF MORTAR JOINTS.CONSTRUCTION OF MORTAR JOINTS.CONSTRUCTION OF MORTAR JOINTS.CONSTRUCTION OF MORTAR JOINTS.
3.3.3.3. LOCATION OF REINFORCEMENT, CONNECTORS AND OTHER IMBEDS.LOCATION OF REINFORCEMENT, CONNECTORS AND OTHER IMBEDS.LOCATION OF REINFORCEMENT, CONNECTORS AND OTHER IMBEDS.LOCATION OF REINFORCEMENT, CONNECTORS AND OTHER IMBEDS.
4.4.4.4. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT AND ANCHORS.SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT AND ANCHORS.SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT AND ANCHORS.SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT AND ANCHORS.
5.5.5.5. PREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLDPREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLDPREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLDPREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLDWEATHER OR HOT WEATHER.WEATHER OR HOT WEATHER.WEATHER OR HOT WEATHER.WEATHER OR HOT WEATHER.
6.6.6.6. GROUT SPACE IS CLEAN PRIOR TO GROUTING.GROUT SPACE IS CLEAN PRIOR TO GROUTING.GROUT SPACE IS CLEAN PRIOR TO GROUTING.GROUT SPACE IS CLEAN PRIOR TO GROUTING.
PERFORM COMPRESSIVE STRENGTH TESTS OF THE CONCRETE MASONRY UNITS,PERFORM COMPRESSIVE STRENGTH TESTS OF THE CONCRETE MASONRY UNITS,PERFORM COMPRESSIVE STRENGTH TESTS OF THE CONCRETE MASONRY UNITS,PERFORM COMPRESSIVE STRENGTH TESTS OF THE CONCRETE MASONRY UNITS,MORTAR AND GROUT FOR EVERY 5000 SQUARE FEET OF WALL CONSTRUCTEDMORTAR AND GROUT FOR EVERY 5000 SQUARE FEET OF WALL CONSTRUCTEDMORTAR AND GROUT FOR EVERY 5000 SQUARE FEET OF WALL CONSTRUCTEDMORTAR AND GROUT FOR EVERY 5000 SQUARE FEET OF WALL CONSTRUCTED(SEE PROJECT MANUAL FOR DETAILED REQUIREMENTS):(SEE PROJECT MANUAL FOR DETAILED REQUIREMENTS):(SEE PROJECT MANUAL FOR DETAILED REQUIREMENTS):(SEE PROJECT MANUAL FOR DETAILED REQUIREMENTS):
1.1.1.1. MASONRY UNITS: THREE UNITS SHALL BE TESTED IN ACCORDANCE WITHMASONRY UNITS: THREE UNITS SHALL BE TESTED IN ACCORDANCE WITHMASONRY UNITS: THREE UNITS SHALL BE TESTED IN ACCORDANCE WITHMASONRY UNITS: THREE UNITS SHALL BE TESTED IN ACCORDANCE WITHASTM C140.ASTM C140.ASTM C140.ASTM C140.
2.2.2.2. MORTAR: PROVIDE ONE MORTAR VERIFICATION TEST AND A MINIMUM OF ONE TESTMORTAR: PROVIDE ONE MORTAR VERIFICATION TEST AND A MINIMUM OF ONE TESTMORTAR: PROVIDE ONE MORTAR VERIFICATION TEST AND A MINIMUM OF ONE TESTMORTAR: PROVIDE ONE MORTAR VERIFICATION TEST AND A MINIMUM OF ONE TESTFOR EACH DAY THAT MASONRY CONSTRUCTION IS PERFORMED.FOR EACH DAY THAT MASONRY CONSTRUCTION IS PERFORMED.FOR EACH DAY THAT MASONRY CONSTRUCTION IS PERFORMED.FOR EACH DAY THAT MASONRY CONSTRUCTION IS PERFORMED.
3.3.3.3. GROUT: SAMPLE, CURE AND TEST GROUT SAMPLES IN ACCORDANCE WITHGROUT: SAMPLE, CURE AND TEST GROUT SAMPLES IN ACCORDANCE WITHGROUT: SAMPLE, CURE AND TEST GROUT SAMPLES IN ACCORDANCE WITHGROUT: SAMPLE, CURE AND TEST GROUT SAMPLES IN ACCORDANCE WITHASTM C1019.ASTM C1019.ASTM C1019.ASTM C1019.
STEEL DECK:STEEL DECK:STEEL DECK:STEEL DECK:
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:
1.1.1.1. VERIFY MANUFACTURER'S CERTIFICATE OF COMPLIANCE THAT THE STEEL DECKVERIFY MANUFACTURER'S CERTIFICATE OF COMPLIANCE THAT THE STEEL DECKVERIFY MANUFACTURER'S CERTIFICATE OF COMPLIANCE THAT THE STEEL DECKVERIFY MANUFACTURER'S CERTIFICATE OF COMPLIANCE THAT THE STEEL DECKCOMPLIES WITH THE FIELD APPROVED DRAWINGS AND CONSTRUCTION DOCUMENTS.COMPLIES WITH THE FIELD APPROVED DRAWINGS AND CONSTRUCTION DOCUMENTS.COMPLIES WITH THE FIELD APPROVED DRAWINGS AND CONSTRUCTION DOCUMENTS.COMPLIES WITH THE FIELD APPROVED DRAWINGS AND CONSTRUCTION DOCUMENTS.
2.2.2.2. RANDOMLY SELECT 5 SHEETS FOR EACH TYPE OF DECK USED AND CHECK FOR DECKRANDOMLY SELECT 5 SHEETS FOR EACH TYPE OF DECK USED AND CHECK FOR DECKRANDOMLY SELECT 5 SHEETS FOR EACH TYPE OF DECK USED AND CHECK FOR DECKRANDOMLY SELECT 5 SHEETS FOR EACH TYPE OF DECK USED AND CHECK FOR DECKTHICKNESS, TYPE AND MATERIAL.THICKNESS, TYPE AND MATERIAL.THICKNESS, TYPE AND MATERIAL.THICKNESS, TYPE AND MATERIAL.
3.3.3.3. VISUALLY INSPECT SPECIFIED DECK FASTENERS FOR SIZE, SPACING, EMBEDMENT ANDVISUALLY INSPECT SPECIFIED DECK FASTENERS FOR SIZE, SPACING, EMBEDMENT ANDVISUALLY INSPECT SPECIFIED DECK FASTENERS FOR SIZE, SPACING, EMBEDMENT ANDVISUALLY INSPECT SPECIFIED DECK FASTENERS FOR SIZE, SPACING, EMBEDMENT ANDLOCATIONS FOR CONFORMANCE. INSPECT 100% OF SIDELAP CONNECTORS OVERLOCATIONS FOR CONFORMANCE. INSPECT 100% OF SIDELAP CONNECTORS OVERLOCATIONS FOR CONFORMANCE. INSPECT 100% OF SIDELAP CONNECTORS OVERLOCATIONS FOR CONFORMANCE. INSPECT 100% OF SIDELAP CONNECTORS OVERENTIRE ROOF/FLOOR AREA FOR CONFORMANCE. INSPECT 100% OF PRIMARY DECKENTIRE ROOF/FLOOR AREA FOR CONFORMANCE. INSPECT 100% OF PRIMARY DECKENTIRE ROOF/FLOOR AREA FOR CONFORMANCE. INSPECT 100% OF PRIMARY DECKENTIRE ROOF/FLOOR AREA FOR CONFORMANCE. INSPECT 100% OF PRIMARY DECKATTACHMENT TO CONTINUOUS STEEL MEMBERS.ATTACHMENT TO CONTINUOUS STEEL MEMBERS.ATTACHMENT TO CONTINUOUS STEEL MEMBERS.ATTACHMENT TO CONTINUOUS STEEL MEMBERS.
4.4.4.4. INSPECT TEK SCREW CONNECTIONS FOR COMPLETE DEPTH PENETRATION.INSPECT TEK SCREW CONNECTIONS FOR COMPLETE DEPTH PENETRATION.INSPECT TEK SCREW CONNECTIONS FOR COMPLETE DEPTH PENETRATION.INSPECT TEK SCREW CONNECTIONS FOR COMPLETE DEPTH PENETRATION.
5.5.5.5. INSPECT WELDED CONNECTIONS PERIODICALLY FOR FUSION AND SIZE.INSPECT WELDED CONNECTIONS PERIODICALLY FOR FUSION AND SIZE.INSPECT WELDED CONNECTIONS PERIODICALLY FOR FUSION AND SIZE.INSPECT WELDED CONNECTIONS PERIODICALLY FOR FUSION AND SIZE.
6.6.6.6. VERIFY INSTALLATION OF DECK CLOSURES.VERIFY INSTALLATION OF DECK CLOSURES.VERIFY INSTALLATION OF DECK CLOSURES.VERIFY INSTALLATION OF DECK CLOSURES.
SCHEDULE OF SPECIAL INSPECTION SERVICESSCHEDULE OF SPECIAL INSPECTION SERVICESSCHEDULE OF SPECIAL INSPECTION SERVICESSCHEDULE OF SPECIAL INSPECTION SERVICES
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING PERIODIC INSPECTION:
1.1.1.1. VERIFY THAT THE INSTALLATION OF COLD-FORMED MEMBERS COMPLIES WITH THEVERIFY THAT THE INSTALLATION OF COLD-FORMED MEMBERS COMPLIES WITH THEVERIFY THAT THE INSTALLATION OF COLD-FORMED MEMBERS COMPLIES WITH THEVERIFY THAT THE INSTALLATION OF COLD-FORMED MEMBERS COMPLIES WITH THECONSTRUCTION DOCUMENTS AND THE APPROVED SHOP DRAWINGS.CONSTRUCTION DOCUMENTS AND THE APPROVED SHOP DRAWINGS.CONSTRUCTION DOCUMENTS AND THE APPROVED SHOP DRAWINGS.CONSTRUCTION DOCUMENTS AND THE APPROVED SHOP DRAWINGS.
2.2.2.2. VERIFY THAT ALL BRACING AND ALL ATTACHMENTS OF COLD-FORMED MEMBERS AREVERIFY THAT ALL BRACING AND ALL ATTACHMENTS OF COLD-FORMED MEMBERS AREVERIFY THAT ALL BRACING AND ALL ATTACHMENTS OF COLD-FORMED MEMBERS AREVERIFY THAT ALL BRACING AND ALL ATTACHMENTS OF COLD-FORMED MEMBERS AREAS INDICATED ON THE APPROVED SHOP DRAWINGS.AS INDICATED ON THE APPROVED SHOP DRAWINGS.AS INDICATED ON THE APPROVED SHOP DRAWINGS.AS INDICATED ON THE APPROVED SHOP DRAWINGS.
4.4.4.4. THE SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS INDICATED IN THE "MINIMUMTHE SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS INDICATED IN THE "MINIMUMTHE SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS INDICATED IN THE "MINIMUMTHE SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS INDICATED IN THE "MINIMUMSPECIAL INSPECTOR QUALIFICATIONS TABLE" PER THE PROJECT MANUAL.SPECIAL INSPECTOR QUALIFICATIONS TABLE" PER THE PROJECT MANUAL.SPECIAL INSPECTOR QUALIFICATIONS TABLE" PER THE PROJECT MANUAL.SPECIAL INSPECTOR QUALIFICATIONS TABLE" PER THE PROJECT MANUAL.
5.5.5.5. THE "SPECIAL INSPECTION WEEKLY REPORT" PROVIDED IN THE PROJECT MANUAL SHALLTHE "SPECIAL INSPECTION WEEKLY REPORT" PROVIDED IN THE PROJECT MANUAL SHALLTHE "SPECIAL INSPECTION WEEKLY REPORT" PROVIDED IN THE PROJECT MANUAL SHALLTHE "SPECIAL INSPECTION WEEKLY REPORT" PROVIDED IN THE PROJECT MANUAL SHALLBE SUBMITTED WEEKLY ONCE CONSTRUCTION BEGINS. THE SPECIAL INSPECTOR SHALLBE SUBMITTED WEEKLY ONCE CONSTRUCTION BEGINS. THE SPECIAL INSPECTOR SHALLBE SUBMITTED WEEKLY ONCE CONSTRUCTION BEGINS. THE SPECIAL INSPECTOR SHALLBE SUBMITTED WEEKLY ONCE CONSTRUCTION BEGINS. THE SPECIAL INSPECTOR SHALLSUBMIT THIS REPORT THE SAME DAY OF THE WEEK TO THE ARCHITECT/ENGINEER AND THESUBMIT THIS REPORT THE SAME DAY OF THE WEEK TO THE ARCHITECT/ENGINEER AND THESUBMIT THIS REPORT THE SAME DAY OF THE WEEK TO THE ARCHITECT/ENGINEER AND THESUBMIT THIS REPORT THE SAME DAY OF THE WEEK TO THE ARCHITECT/ENGINEER AND THEREPORT SHALL BE SUBMITTED WHETHER WORK WAS PERFORMED OR NOT DURING ANYREPORT SHALL BE SUBMITTED WHETHER WORK WAS PERFORMED OR NOT DURING ANYREPORT SHALL BE SUBMITTED WHETHER WORK WAS PERFORMED OR NOT DURING ANYREPORT SHALL BE SUBMITTED WHETHER WORK WAS PERFORMED OR NOT DURING ANYGIVEN WEEK.GIVEN WEEK.GIVEN WEEK.GIVEN WEEK.
6.6.6.6. THE SPECIAL INSPECTOR SHALL SUBMIT THE "FINAL REPORT OF SPECIAL INSPECTIONS"THE SPECIAL INSPECTOR SHALL SUBMIT THE "FINAL REPORT OF SPECIAL INSPECTIONS"THE SPECIAL INSPECTOR SHALL SUBMIT THE "FINAL REPORT OF SPECIAL INSPECTIONS"THE SPECIAL INSPECTOR SHALL SUBMIT THE "FINAL REPORT OF SPECIAL INSPECTIONS"PROVIDED IN THE PROJECT MANUAL STATING THAT ALL REQUIRED SPECIAL INSPECTIONSPROVIDED IN THE PROJECT MANUAL STATING THAT ALL REQUIRED SPECIAL INSPECTIONSPROVIDED IN THE PROJECT MANUAL STATING THAT ALL REQUIRED SPECIAL INSPECTIONSPROVIDED IN THE PROJECT MANUAL STATING THAT ALL REQUIRED SPECIAL INSPECTIONSAND TESTING WERE FULFILLED AND REPORTED AND THAT ANY OUTSTANDINGAND TESTING WERE FULFILLED AND REPORTED AND THAT ANY OUTSTANDINGAND TESTING WERE FULFILLED AND REPORTED AND THAT ANY OUTSTANDINGAND TESTING WERE FULFILLED AND REPORTED AND THAT ANY OUTSTANDINGDISCREPANCIES HAVE BEEN CORRECTED.DISCREPANCIES HAVE BEEN CORRECTED.DISCREPANCIES HAVE BEEN CORRECTED.DISCREPANCIES HAVE BEEN CORRECTED.
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:
1.1.1.1. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSOBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSOBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSOBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSFOR EACH PIER.FOR EACH PIER.FOR EACH PIER.FOR EACH PIER.
2.2.2.2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM PIER DIAMETERS, BELLVERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM PIER DIAMETERS, BELLVERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM PIER DIAMETERS, BELLVERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM PIER DIAMETERS, BELLDIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK OR "BLUE CLAY" (IFDIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK OR "BLUE CLAY" (IFDIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK OR "BLUE CLAY" (IFDIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK OR "BLUE CLAY" (IFAPPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY.APPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY.APPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY.APPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY.
3.3.3.3. INSPECT REINFORCING STEEL AND RECORD CONCRETE OR GROUT VOLUMES PLACED.INSPECT REINFORCING STEEL AND RECORD CONCRETE OR GROUT VOLUMES PLACED.INSPECT REINFORCING STEEL AND RECORD CONCRETE OR GROUT VOLUMES PLACED.INSPECT REINFORCING STEEL AND RECORD CONCRETE OR GROUT VOLUMES PLACED.
4. SEE ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR CONCRETE CONSTRUCTION4. SEE ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR CONCRETE CONSTRUCTION4. SEE ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR CONCRETE CONSTRUCTION4. SEE ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR CONCRETE CONSTRUCTIONAND REQUIREMENTS INDICATED IN THE PROJECT MANUAL FOR DRILLED CONCRETE PIERSAND REQUIREMENTS INDICATED IN THE PROJECT MANUAL FOR DRILLED CONCRETE PIERSAND REQUIREMENTS INDICATED IN THE PROJECT MANUAL FOR DRILLED CONCRETE PIERSAND REQUIREMENTS INDICATED IN THE PROJECT MANUAL FOR DRILLED CONCRETE PIERS(CAISSONS).(CAISSONS).(CAISSONS).(CAISSONS).
SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING CONTINUOUS INSPECTION:
1.1.1.1. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSOBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSOBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSOBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDSFOR EACH PILE.FOR EACH PILE.FOR EACH PILE.FOR EACH PILE.
2.2.2.2. SUBMIT A REPORT TO THE ARCHITECT INDICATING EQUIPMENT USED, PILE DIMENSIONSSUBMIT A REPORT TO THE ARCHITECT INDICATING EQUIPMENT USED, PILE DIMENSIONSSUBMIT A REPORT TO THE ARCHITECT INDICATING EQUIPMENT USED, PILE DIMENSIONSSUBMIT A REPORT TO THE ARCHITECT INDICATING EQUIPMENT USED, PILE DIMENSIONSAND TYPE INSTALLED, TIP ELEVATIONS, FINAL DEPTH, FINAL INSTALLATION TORQUE, ANDAND TYPE INSTALLED, TIP ELEVATIONS, FINAL DEPTH, FINAL INSTALLATION TORQUE, ANDAND TYPE INSTALLED, TIP ELEVATIONS, FINAL DEPTH, FINAL INSTALLATION TORQUE, ANDAND TYPE INSTALLED, TIP ELEVATIONS, FINAL DEPTH, FINAL INSTALLATION TORQUE, ANDVERIFICATION OF GROUTING PROCEDURES.VERIFICATION OF GROUTING PROCEDURES.VERIFICATION OF GROUTING PROCEDURES.VERIFICATION OF GROUTING PROCEDURES.
1.1.1.1. DEFFERED SUBMITTALS INCLUDE THOSE PORTIONS OF THIS PROJECT THAT AREDEFFERED SUBMITTALS INCLUDE THOSE PORTIONS OF THIS PROJECT THAT AREDEFFERED SUBMITTALS INCLUDE THOSE PORTIONS OF THIS PROJECT THAT AREDEFFERED SUBMITTALS INCLUDE THOSE PORTIONS OF THIS PROJECT THAT AREDESIGNED BY SOMEONE OTHER THAN THE ENGINEER OF RECORD AND FURNISHEDDESIGNED BY SOMEONE OTHER THAN THE ENGINEER OF RECORD AND FURNISHEDDESIGNED BY SOMEONE OTHER THAN THE ENGINEER OF RECORD AND FURNISHEDDESIGNED BY SOMEONE OTHER THAN THE ENGINEER OF RECORD AND FURNISHEDBY THE CONTRACTOR. DEFFERED SUBMITTALS SHALL BE SUBMITTED TO THEBY THE CONTRACTOR. DEFFERED SUBMITTALS SHALL BE SUBMITTED TO THEBY THE CONTRACTOR. DEFFERED SUBMITTALS SHALL BE SUBMITTED TO THEBY THE CONTRACTOR. DEFFERED SUBMITTALS SHALL BE SUBMITTED TO THEBUILDING OFFICIAL PRIOR TO FABRICATION AND INSTALLATION.BUILDING OFFICIAL PRIOR TO FABRICATION AND INSTALLATION.BUILDING OFFICIAL PRIOR TO FABRICATION AND INSTALLATION.BUILDING OFFICIAL PRIOR TO FABRICATION AND INSTALLATION.
2.2.2.2. DEFFERED SUBMITTALS SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OFDEFFERED SUBMITTALS SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OFDEFFERED SUBMITTALS SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OFDEFFERED SUBMITTALS SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OFSERVICES AND SHALL BE DESIGNED IN ACCORDANCE WITH THE BUILDING CODESERVICES AND SHALL BE DESIGNED IN ACCORDANCE WITH THE BUILDING CODESERVICES AND SHALL BE DESIGNED IN ACCORDANCE WITH THE BUILDING CODESERVICES AND SHALL BE DESIGNED IN ACCORDANCE WITH THE BUILDING CODEINDICATED ON THESE PLANS. SUBMITTALS SHALL BE SEALED BY AN ENGINEERINDICATED ON THESE PLANS. SUBMITTALS SHALL BE SEALED BY AN ENGINEERINDICATED ON THESE PLANS. SUBMITTALS SHALL BE SEALED BY AN ENGINEERINDICATED ON THESE PLANS. SUBMITTALS SHALL BE SEALED BY AN ENGINEERLICENSED IN THE PROJECT STATE AND SUBMITTED TO THE REGISTERED DESIGNLICENSED IN THE PROJECT STATE AND SUBMITTED TO THE REGISTERED DESIGNLICENSED IN THE PROJECT STATE AND SUBMITTED TO THE REGISTERED DESIGNLICENSED IN THE PROJECT STATE AND SUBMITTED TO THE REGISTERED DESIGNPROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL REVIEW THEM AND FORWARDPROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL REVIEW THEM AND FORWARDPROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL REVIEW THEM AND FORWARDPROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL REVIEW THEM AND FORWARDTO THE BUILDING OFFICIAL. SUBMITTALS SHALL BE REVIEWED AND NOTED ASTO THE BUILDING OFFICIAL. SUBMITTALS SHALL BE REVIEWED AND NOTED ASTO THE BUILDING OFFICIAL. SUBMITTALS SHALL BE REVIEWED AND NOTED ASTO THE BUILDING OFFICIAL. SUBMITTALS SHALL BE REVIEWED AND NOTED ASBEING FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.BEING FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.BEING FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.BEING FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.DEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL THE DESIGN ANDDEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL THE DESIGN ANDDEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL THE DESIGN ANDDEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL THE DESIGN ANDSUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.
3.3.3.3. THE FOLLOWING SHALL BE CONSIDERED DEFFERED SUBMITTALS:THE FOLLOWING SHALL BE CONSIDERED DEFFERED SUBMITTALS:THE FOLLOWING SHALL BE CONSIDERED DEFFERED SUBMITTALS:THE FOLLOWING SHALL BE CONSIDERED DEFFERED SUBMITTALS:---- STEEL STAIRS AND HANDRAILSSTEEL STAIRS AND HANDRAILSSTEEL STAIRS AND HANDRAILSSTEEL STAIRS AND HANDRAILS---- CURTAINWALL / WINDOW WALL SYSTEMSCURTAINWALL / WINDOW WALL SYSTEMSCURTAINWALL / WINDOW WALL SYSTEMSCURTAINWALL / WINDOW WALL SYSTEMS---- ELEVATORSELEVATORSELEVATORSELEVATORS---- SHORING SYSTEM FOR EXISTING CONCRETE FRAMINGSHORING SYSTEM FOR EXISTING CONCRETE FRAMINGSHORING SYSTEM FOR EXISTING CONCRETE FRAMINGSHORING SYSTEM FOR EXISTING CONCRETE FRAMING---- HELICAL PIERSHELICAL PIERSHELICAL PIERSHELICAL PIERS
5/19/17
Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532
Harlan G. Dean, III, P.E., S.E.Mississippi License #16553
EXISTING FOUNDATION DEMOLITION AND OVEREXCAVATION PLANEXISTING FOUNDATION DEMOLITION AND OVEREXCAVATION PLANEXISTING FOUNDATION DEMOLITION AND OVEREXCAVATION PLANEXISTING FOUNDATION DEMOLITION AND OVEREXCAVATION PLAN1/8" = 1'-0"1/8" = 1'-0"1/8" = 1'-0"1/8" = 1'-0"
NOTES:NOTES:NOTES:NOTES:1.1.1.1. ALL DIMENSIONS SHOWN ON THIS PLAN TO EXISTINGALL DIMENSIONS SHOWN ON THIS PLAN TO EXISTINGALL DIMENSIONS SHOWN ON THIS PLAN TO EXISTINGALL DIMENSIONS SHOWN ON THIS PLAN TO EXISTING
FOUNDATION ELEMENTS ARE BASED OFF OF EXISTINGFOUNDATION ELEMENTS ARE BASED OFF OF EXISTINGFOUNDATION ELEMENTS ARE BASED OFF OF EXISTINGFOUNDATION ELEMENTS ARE BASED OFF OF EXISTING
DRAWINGS AND ARE APPROXIMATE. THE CONTRACTOR IS TODRAWINGS AND ARE APPROXIMATE. THE CONTRACTOR IS TODRAWINGS AND ARE APPROXIMATE. THE CONTRACTOR IS TODRAWINGS AND ARE APPROXIMATE. THE CONTRACTOR IS TO
FIELD VERIFY THEIR ACCURACY.FIELD VERIFY THEIR ACCURACY.FIELD VERIFY THEIR ACCURACY.FIELD VERIFY THEIR ACCURACY.
2.2.2.2. THESE 12" WIDE X 5'-0" DEEP GRADE BEAMS MAY HAVE BEENTHESE 12" WIDE X 5'-0" DEEP GRADE BEAMS MAY HAVE BEENTHESE 12" WIDE X 5'-0" DEEP GRADE BEAMS MAY HAVE BEENTHESE 12" WIDE X 5'-0" DEEP GRADE BEAMS MAY HAVE BEEN
PREVIOUSLY REMOVED. THE CONTRACTOR SHALL INCLUDEPREVIOUSLY REMOVED. THE CONTRACTOR SHALL INCLUDEPREVIOUSLY REMOVED. THE CONTRACTOR SHALL INCLUDEPREVIOUSLY REMOVED. THE CONTRACTOR SHALL INCLUDE
THEIR REMOVAL IN HIS BID, AND SHALL CREDIT THE OWNER IFTHEIR REMOVAL IN HIS BID, AND SHALL CREDIT THE OWNER IFTHEIR REMOVAL IN HIS BID, AND SHALL CREDIT THE OWNER IFTHEIR REMOVAL IN HIS BID, AND SHALL CREDIT THE OWNER IF
THEY HAVE BEEN PREVIOUSLY REMOVED.THEY HAVE BEEN PREVIOUSLY REMOVED.THEY HAVE BEEN PREVIOUSLY REMOVED.THEY HAVE BEEN PREVIOUSLY REMOVED.
3.3.3.3. BELL PIERS SHOWN ON THIS SHEET ARE EXISTING PIERS.BELL PIERS SHOWN ON THIS SHEET ARE EXISTING PIERS.BELL PIERS SHOWN ON THIS SHEET ARE EXISTING PIERS.BELL PIERS SHOWN ON THIS SHEET ARE EXISTING PIERS.
SEE NOTES ON THIS SHEET FOR PROPERTIESSEE NOTES ON THIS SHEET FOR PROPERTIESSEE NOTES ON THIS SHEET FOR PROPERTIESSEE NOTES ON THIS SHEET FOR PROPERTIES
SEE CIVIL FOR EXISTING GRADESEE CIVIL FOR EXISTING GRADESEE CIVIL FOR EXISTING GRADESEE CIVIL FOR EXISTING GRADE
MINIMUMMINIMUMMINIMUMMINIMUM
5' - 0"5' - 0"5' - 0"5' - 0"
EXTERIOR FACE OF BUILDINGEXTERIOR FACE OF BUILDINGEXTERIOR FACE OF BUILDINGEXTERIOR FACE OF BUILDING
1.1.1.1. PER THE GEOTECHNICAL REPORT PROVIDED BY BURNS COOLEY DENNIS, DATEDPER THE GEOTECHNICAL REPORT PROVIDED BY BURNS COOLEY DENNIS, DATEDPER THE GEOTECHNICAL REPORT PROVIDED BY BURNS COOLEY DENNIS, DATEDPER THE GEOTECHNICAL REPORT PROVIDED BY BURNS COOLEY DENNIS, DATED
MARCH 31, 2016:MARCH 31, 2016:MARCH 31, 2016:MARCH 31, 2016:
2.2.2.2. THE BOTTOM OF UNDERCUT AREAS SHALL BE EVALUATED FOR STABILITY BY THETHE BOTTOM OF UNDERCUT AREAS SHALL BE EVALUATED FOR STABILITY BY THETHE BOTTOM OF UNDERCUT AREAS SHALL BE EVALUATED FOR STABILITY BY THETHE BOTTOM OF UNDERCUT AREAS SHALL BE EVALUATED FOR STABILITY BY THE
SPECIAL INSPECTOR. STABILITY IS DEFINED AS THE ABSENCE OF SIGNIFICANTSPECIAL INSPECTOR. STABILITY IS DEFINED AS THE ABSENCE OF SIGNIFICANTSPECIAL INSPECTOR. STABILITY IS DEFINED AS THE ABSENCE OF SIGNIFICANTSPECIAL INSPECTOR. STABILITY IS DEFINED AS THE ABSENCE OF SIGNIFICANT
PUMPING OR RUTTING UNDER NORMAL FIELD COMPACTION OR PROOFROLLINGPUMPING OR RUTTING UNDER NORMAL FIELD COMPACTION OR PROOFROLLINGPUMPING OR RUTTING UNDER NORMAL FIELD COMPACTION OR PROOFROLLINGPUMPING OR RUTTING UNDER NORMAL FIELD COMPACTION OR PROOFROLLING
WITH A PIECE OF HEAVY EQUIPMENT OR LOADED DUMP TRUCK. ADDITIONALWITH A PIECE OF HEAVY EQUIPMENT OR LOADED DUMP TRUCK. ADDITIONALWITH A PIECE OF HEAVY EQUIPMENT OR LOADED DUMP TRUCK. ADDITIONALWITH A PIECE OF HEAVY EQUIPMENT OR LOADED DUMP TRUCK. ADDITIONAL
UNDERCUTTING OR COMPACTION IN PLACE OR DRYING OF SOILS OR SOMEUNDERCUTTING OR COMPACTION IN PLACE OR DRYING OF SOILS OR SOMEUNDERCUTTING OR COMPACTION IN PLACE OR DRYING OF SOILS OR SOMEUNDERCUTTING OR COMPACTION IN PLACE OR DRYING OF SOILS OR SOME
COMBINATION MAY BE REQUIRED IF THE EXPOSED GROUND IS FOUND ORCOMBINATION MAY BE REQUIRED IF THE EXPOSED GROUND IS FOUND ORCOMBINATION MAY BE REQUIRED IF THE EXPOSED GROUND IS FOUND ORCOMBINATION MAY BE REQUIRED IF THE EXPOSED GROUND IS FOUND OR
BECOMES UNSTABLE. THE CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE ORBECOMES UNSTABLE. THE CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE ORBECOMES UNSTABLE. THE CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE ORBECOMES UNSTABLE. THE CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE OR
PUMPING TO REMOVE ANY PONDING WATER FROM THE CONSTRUCTION AREA.PUMPING TO REMOVE ANY PONDING WATER FROM THE CONSTRUCTION AREA.PUMPING TO REMOVE ANY PONDING WATER FROM THE CONSTRUCTION AREA.PUMPING TO REMOVE ANY PONDING WATER FROM THE CONSTRUCTION AREA.
3.3.3.3. SELECT STRUCTURAL FILL SHALL CONSIST OF A SILTY OR SANDY CLAY (CL) HAVINGSELECT STRUCTURAL FILL SHALL CONSIST OF A SILTY OR SANDY CLAY (CL) HAVINGSELECT STRUCTURAL FILL SHALL CONSIST OF A SILTY OR SANDY CLAY (CL) HAVINGSELECT STRUCTURAL FILL SHALL CONSIST OF A SILTY OR SANDY CLAY (CL) HAVING
A PLASTICITY INDEX WITHIN THE RANGE OF 10 TO 24 AND A LIQUID LIMIT LESSA PLASTICITY INDEX WITHIN THE RANGE OF 10 TO 24 AND A LIQUID LIMIT LESSA PLASTICITY INDEX WITHIN THE RANGE OF 10 TO 24 AND A LIQUID LIMIT LESSA PLASTICITY INDEX WITHIN THE RANGE OF 10 TO 24 AND A LIQUID LIMIT LESS
THAN 45. THE SPECIAL INSPECTOR SHALL TEST THE STRUCTURAL FILL MATERIALTHAN 45. THE SPECIAL INSPECTOR SHALL TEST THE STRUCTURAL FILL MATERIALTHAN 45. THE SPECIAL INSPECTOR SHALL TEST THE STRUCTURAL FILL MATERIALTHAN 45. THE SPECIAL INSPECTOR SHALL TEST THE STRUCTURAL FILL MATERIAL
AND PROVIDE A REPORT OF HIS FINDINGS TO THE ARCHITECT/ENGINEER.AND PROVIDE A REPORT OF HIS FINDINGS TO THE ARCHITECT/ENGINEER.AND PROVIDE A REPORT OF HIS FINDINGS TO THE ARCHITECT/ENGINEER.AND PROVIDE A REPORT OF HIS FINDINGS TO THE ARCHITECT/ENGINEER.
4.4.4.4. THE SELECT STRUCTURAL FILL MATERIAL SHALL BE COMPACTED FROM LIFTS NOTTHE SELECT STRUCTURAL FILL MATERIAL SHALL BE COMPACTED FROM LIFTS NOTTHE SELECT STRUCTURAL FILL MATERIAL SHALL BE COMPACTED FROM LIFTS NOTTHE SELECT STRUCTURAL FILL MATERIAL SHALL BE COMPACTED FROM LIFTS NOT
EXCEEDING 9 IN. IN LOOSE THICKNESS TO NOT LESS THAN 95 PERCENT OFEXCEEDING 9 IN. IN LOOSE THICKNESS TO NOT LESS THAN 95 PERCENT OFEXCEEDING 9 IN. IN LOOSE THICKNESS TO NOT LESS THAN 95 PERCENT OFEXCEEDING 9 IN. IN LOOSE THICKNESS TO NOT LESS THAN 95 PERCENT OF
STANDARD PROCTOR (ASTM D-698) MAXIMUM DRY DENSITY OR 70 PERCENTSTANDARD PROCTOR (ASTM D-698) MAXIMUM DRY DENSITY OR 70 PERCENTSTANDARD PROCTOR (ASTM D-698) MAXIMUM DRY DENSITY OR 70 PERCENTSTANDARD PROCTOR (ASTM D-698) MAXIMUM DRY DENSITY OR 70 PERCENT
RELATIVE DENSITY (ASTM D 4253 AND ASTM D 4254), WHICHEVER ACHIEVES THERELATIVE DENSITY (ASTM D 4253 AND ASTM D 4254), WHICHEVER ACHIEVES THERELATIVE DENSITY (ASTM D 4253 AND ASTM D 4254), WHICHEVER ACHIEVES THERELATIVE DENSITY (ASTM D 4253 AND ASTM D 4254), WHICHEVER ACHIEVES THE
GREATER MAXIMUM DRY DENSITY. FILL MATERIAL SHOULD BE PLACED INGREATER MAXIMUM DRY DENSITY. FILL MATERIAL SHOULD BE PLACED INGREATER MAXIMUM DRY DENSITY. FILL MATERIAL SHOULD BE PLACED INGREATER MAXIMUM DRY DENSITY. FILL MATERIAL SHOULD BE PLACED IN
HORIZONTAL LIFTS AT MOISTURE CONTENTS WITHIN 3 PERCENTAGE POINTS OFHORIZONTAL LIFTS AT MOISTURE CONTENTS WITHIN 3 PERCENTAGE POINTS OFHORIZONTAL LIFTS AT MOISTURE CONTENTS WITHIN 3 PERCENTAGE POINTS OFHORIZONTAL LIFTS AT MOISTURE CONTENTS WITHIN 3 PERCENTAGE POINTS OF
THE OPTIMUM WATER CONTENT. STABILITY MUST BE EVIDENT DURINGTHE OPTIMUM WATER CONTENT. STABILITY MUST BE EVIDENT DURINGTHE OPTIMUM WATER CONTENT. STABILITY MUST BE EVIDENT DURINGTHE OPTIMUM WATER CONTENT. STABILITY MUST BE EVIDENT DURING
COMPACTION OF EACH LIFT BEFORE ANY SUBSEQUENT LIFTS OF FILL MATERIALCOMPACTION OF EACH LIFT BEFORE ANY SUBSEQUENT LIFTS OF FILL MATERIALCOMPACTION OF EACH LIFT BEFORE ANY SUBSEQUENT LIFTS OF FILL MATERIALCOMPACTION OF EACH LIFT BEFORE ANY SUBSEQUENT LIFTS OF FILL MATERIAL
ARE ADDED.ARE ADDED.ARE ADDED.ARE ADDED.
5.5.5.5. THE SPECIAL INSPECTOR SHALL PERFORM A MINIMUM OF TWO (2) DENSITY TESTSTHE SPECIAL INSPECTOR SHALL PERFORM A MINIMUM OF TWO (2) DENSITY TESTSTHE SPECIAL INSPECTOR SHALL PERFORM A MINIMUM OF TWO (2) DENSITY TESTSTHE SPECIAL INSPECTOR SHALL PERFORM A MINIMUM OF TWO (2) DENSITY TESTS
OF THE COMPACTED FILL PER LIFT.OF THE COMPACTED FILL PER LIFT.OF THE COMPACTED FILL PER LIFT.OF THE COMPACTED FILL PER LIFT.
5/19/17
Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532
Harlan G. Dean, III, P.E., S.E.Mississippi License #16553
www.deaneng.comdse project no. 16003
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1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0"S102S102S102S1021111 OVEREXCAVATION BUILDING SECTIONOVEREXCAVATION BUILDING SECTIONOVEREXCAVATION BUILDING SECTIONOVEREXCAVATION BUILDING SECTION
FOUNDATION AND FLOOR FRAMING PLAN - COMMERCIAL KITCHEN / DINING ADDITIONFOUNDATION AND FLOOR FRAMING PLAN - COMMERCIAL KITCHEN / DINING ADDITIONFOUNDATION AND FLOOR FRAMING PLAN - COMMERCIAL KITCHEN / DINING ADDITIONFOUNDATION AND FLOOR FRAMING PLAN - COMMERCIAL KITCHEN / DINING ADDITION1/8" = 1'-0"1/8" = 1'-0"1/8" = 1'-0"1/8" = 1'-0"
1.1.1.1. CONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWNCONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWNCONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWNCONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWN
ON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTSON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTSON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTSON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTS
2.2.2.2. THE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTSTHE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTSTHE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTSTHE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTS
SHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURALSHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURALSHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURALSHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURAL
(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION AND/OR SHOP(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION AND/OR SHOP(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION AND/OR SHOP(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION AND/OR SHOP
1.1.1.1. CONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWNCONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWNCONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWNCONTRACTOR: VERIFY FINISH FLOOR (F.F.) ELEVATIONS WITH THOSE SHOWN
ON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTSON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTSON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTSON ARCHITECTURAL AND CIVIL PRIOR TO CONSTRUCTION. IF ANY CONFLICTS
2.2.2.2. THE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTSTHE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTSTHE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTSTHE CONTRACTOR IS TO VERIFY DIMENSIONS TO FOUNDATION ELEMENTS
SHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURALSHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURALSHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURALSHOWN ON THIS SHEET WITH DIMENSIONS SHOWN ON ARCHITECTURAL
(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION.(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION.(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION.(INCLUDING COLUMN GRIDS) PRIOR TO CONSTRUCTION.
EXISTING ELEVATOR FRAMING PLAN@ 2ND AND 3RD LVLEXISTING ELEVATOR FRAMING PLAN@ 2ND AND 3RD LVLEXISTING ELEVATOR FRAMING PLAN@ 2ND AND 3RD LVLEXISTING ELEVATOR FRAMING PLAN@ 2ND AND 3RD LVL1/2" = 1'-0"1/2" = 1'-0"1/2" = 1'-0"1/2" = 1'-0"
15
E
D
* 8"
* 8"
* 8"
* 8"
* 1' - 2"
* 1' - 2"
* 1' - 2"
* 1' - 2"
OUTSIDE FACE OFOUTSIDE FACE OFOUTSIDE FACE OFOUTSIDE FACE OF
NEW ELEVATOR PIT FRAMING PLANNEW ELEVATOR PIT FRAMING PLANNEW ELEVATOR PIT FRAMING PLANNEW ELEVATOR PIT FRAMING PLAN1/2" = 1'-0"1/2" = 1'-0"1/2" = 1'-0"1/2" = 1'-0"
15
E
D
* 8"
* 8"
* 8"
* 8"
OUTSIDE FACEOUTSIDE FACEOUTSIDE FACEOUTSIDE FACE
OF 8" WALLOF 8" WALLOF 8" WALLOF 8" WALL
* 1 1/2" E.J.
* 1 1/2" E.J.
* 1 1/2" E.J.
* 1 1/2" E.J.
FACE OF 8" WALL
FACE OF 8" WALL
FACE OF 8" WALL
FACE OF 8" WALL
* 8 1/2" GRID E TO INSIDE
* 8 1/2" GRID E TO INSIDE
* 8 1/2" GRID E TO INSIDE
* 8 1/2" GRID E TO INSIDE
OUTSIDE FACEOUTSIDE FACEOUTSIDE FACEOUTSIDE FACE
OF 8" WALLOF 8" WALLOF 8" WALLOF 8" WALL
* 7' - 0" PER EXISTING PLANS* 7' - 0" PER EXISTING PLANS* 7' - 0" PER EXISTING PLANS* 7' - 0" PER EXISTING PLANS
* 8"
* 8"
* 8"
* 8"
9' - 4" NEW ELEVATOR HOISTWAY9' - 4" NEW ELEVATOR HOISTWAY9' - 4" NEW ELEVATOR HOISTWAY9' - 4" NEW ELEVATOR HOISTWAY
ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:
1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF
THE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS ORTHE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS ORTHE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS ORTHE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS OR
COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALLCOMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALLCOMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALLCOMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALL
DIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALLDIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALLDIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALLDIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALL
SUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONSSUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONSSUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONSSUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONS
SHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLYSHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLYSHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLYSHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLY
NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.
2.2.2.2. SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.
****
5/19/17
Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532
Harlan G. Dean, III, P.E., S.E.Mississippi License #16553
2.2.2.2. PROVIDE 8" MINIMUM BEARING FOR 8" DEPTH LINTELS.PROVIDE 8" MINIMUM BEARING FOR 8" DEPTH LINTELS.PROVIDE 8" MINIMUM BEARING FOR 8" DEPTH LINTELS.PROVIDE 8" MINIMUM BEARING FOR 8" DEPTH LINTELS.
PROVIDE 16" MINIMUM BEARING FOR 16" DEPTH LINTELS.PROVIDE 16" MINIMUM BEARING FOR 16" DEPTH LINTELS.PROVIDE 16" MINIMUM BEARING FOR 16" DEPTH LINTELS.PROVIDE 16" MINIMUM BEARING FOR 16" DEPTH LINTELS.
3.3.3.3. EXTEND LINTEL REINFORCING A MINIMUM OF 48" @ EA.EXTEND LINTEL REINFORCING A MINIMUM OF 48" @ EA.EXTEND LINTEL REINFORCING A MINIMUM OF 48" @ EA.EXTEND LINTEL REINFORCING A MINIMUM OF 48" @ EA.
SIDE OF OPENING OR TO VERT. CONTRACTION JOINT.SIDE OF OPENING OR TO VERT. CONTRACTION JOINT.SIDE OF OPENING OR TO VERT. CONTRACTION JOINT.SIDE OF OPENING OR TO VERT. CONTRACTION JOINT.
16" BOND BEAM16" BOND BEAM16" BOND BEAM16" BOND BEAM
W/ #5 TOP & BOT.W/ #5 TOP & BOT.W/ #5 TOP & BOT.W/ #5 TOP & BOT.
1.1.1.1. ALL BLOCK WALLS (EXTERIOR AND INTERIOR)ALL BLOCK WALLS (EXTERIOR AND INTERIOR)ALL BLOCK WALLS (EXTERIOR AND INTERIOR)ALL BLOCK WALLS (EXTERIOR AND INTERIOR)
SHALL BE REINFORCED AS SHOWN ON DETAILS.SHALL BE REINFORCED AS SHOWN ON DETAILS.SHALL BE REINFORCED AS SHOWN ON DETAILS.SHALL BE REINFORCED AS SHOWN ON DETAILS.
4.4.4.4. GROUT SOLID ALL CELLS CONTAINING REINFORCINGGROUT SOLID ALL CELLS CONTAINING REINFORCINGGROUT SOLID ALL CELLS CONTAINING REINFORCINGGROUT SOLID ALL CELLS CONTAINING REINFORCING
AND ALL CELLS BELOW GRADE.AND ALL CELLS BELOW GRADE.AND ALL CELLS BELOW GRADE.AND ALL CELLS BELOW GRADE.
5.5.5.5. RUN HORIZONTAL REINFORCING CONTINUOUS ATRUN HORIZONTAL REINFORCING CONTINUOUS ATRUN HORIZONTAL REINFORCING CONTINUOUS ATRUN HORIZONTAL REINFORCING CONTINUOUS AT
CONTRACTION JOINTS AT ROOF AND FLOOR LEVELS.CONTRACTION JOINTS AT ROOF AND FLOOR LEVELS.CONTRACTION JOINTS AT ROOF AND FLOOR LEVELS.CONTRACTION JOINTS AT ROOF AND FLOOR LEVELS.
TYPICAL CMU WALL ELEVATION DETAILSTYPICAL CMU WALL ELEVATION DETAILSTYPICAL CMU WALL ELEVATION DETAILSTYPICAL CMU WALL ELEVATION DETAILS3/4" = 1'-0"3/4" = 1'-0"3/4" = 1'-0"3/4" = 1'-0" EXTERIOR AND INTERIOR WALLSEXTERIOR AND INTERIOR WALLSEXTERIOR AND INTERIOR WALLSEXTERIOR AND INTERIOR WALLS
L4 x 3 1/2 x3/8 LLVL4 x 3 1/2 x3/8 LLVL4 x 3 1/2 x3/8 LLVL4 x 3 1/2 x3/8 LLV
L5 x 3 1/2 x3/8 LLVL5 x 3 1/2 x3/8 LLVL5 x 3 1/2 x3/8 LLVL5 x 3 1/2 x3/8 LLV
L6 x 3 1/2 x3/8 LLVL6 x 3 1/2 x3/8 LLVL6 x 3 1/2 x3/8 LLVL6 x 3 1/2 x3/8 LLV
UNLESS SHOWN OTHERWISE, THIS LOOSE LINTEL SCHEDULE SHALL BE USED. ANGLES SHALL BE GALVANIZEDUNLESS SHOWN OTHERWISE, THIS LOOSE LINTEL SCHEDULE SHALL BE USED. ANGLES SHALL BE GALVANIZEDUNLESS SHOWN OTHERWISE, THIS LOOSE LINTEL SCHEDULE SHALL BE USED. ANGLES SHALL BE GALVANIZEDUNLESS SHOWN OTHERWISE, THIS LOOSE LINTEL SCHEDULE SHALL BE USED. ANGLES SHALL BE GALVANIZED
AND BEAR 8" PAST OPENINGS @ ENDS. INDICATES LINTEL REQUIRED FOR EACH 4" WIDTH OF MASONRY.AND BEAR 8" PAST OPENINGS @ ENDS. INDICATES LINTEL REQUIRED FOR EACH 4" WIDTH OF MASONRY.AND BEAR 8" PAST OPENINGS @ ENDS. INDICATES LINTEL REQUIRED FOR EACH 4" WIDTH OF MASONRY.AND BEAR 8" PAST OPENINGS @ ENDS. INDICATES LINTEL REQUIRED FOR EACH 4" WIDTH OF MASONRY.
UNLESS INDICATED OTHERWISE ON THE PLANS, THIS CMU LINTEL SCHDULE SHALL BE USED.UNLESS INDICATED OTHERWISE ON THE PLANS, THIS CMU LINTEL SCHDULE SHALL BE USED.UNLESS INDICATED OTHERWISE ON THE PLANS, THIS CMU LINTEL SCHDULE SHALL BE USED.UNLESS INDICATED OTHERWISE ON THE PLANS, THIS CMU LINTEL SCHDULE SHALL BE USED.
EMBED
EMBED
EMBED
EMBED
2' - 0"
2' - 0"
2' - 0"
2' - 0"
LAP
LAP
LAP
LAP
2' - 6"
2' - 6"
2' - 6"
2' - 6"
5/19/17
Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532
Harlan G. Dean, III, P.E., S.E.Mississippi License #16553
www.deaneng.comdse project no. 16003
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PHONE: (228) 762-1975 FAX: (228) 769-9545
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F4.0F4.0F4.0F4.0 16"16"16"16" 4'-0" x 4'-0"4'-0" x 4'-0"4'-0" x 4'-0"4'-0" x 4'-0" 5 #5 EA. WAY5 #5 EA. WAY5 #5 EA. WAY5 #5 EA. WAY BOTTOMBOTTOMBOTTOMBOTTOM
F5.0F5.0F5.0F5.0 16"16"16"16" 5'-0" x 5'-0"5'-0" x 5'-0"5'-0" x 5'-0"5'-0" x 5'-0" 6 #5 EA. WAY6 #5 EA. WAY6 #5 EA. WAY6 #5 EA. WAY BOTTOMBOTTOMBOTTOMBOTTOM
SIDE OF JOINTSIDE OF JOINTSIDE OF JOINTSIDE OF JOINT
SAW JOINTSAW JOINTSAW JOINTSAW JOINT CONSTRUCTION JOINTCONSTRUCTION JOINTCONSTRUCTION JOINTCONSTRUCTION JOINT
CONTRACTION JOINTS (C.J.) - SLAB ON GRADE DETAILSCONTRACTION JOINTS (C.J.) - SLAB ON GRADE DETAILSCONTRACTION JOINTS (C.J.) - SLAB ON GRADE DETAILSCONTRACTION JOINTS (C.J.) - SLAB ON GRADE DETAILS
1.1.1.1. SEE PLAN FOR SLAB THICKNESS & REINFORCING REQUIRED.SEE PLAN FOR SLAB THICKNESS & REINFORCING REQUIRED.SEE PLAN FOR SLAB THICKNESS & REINFORCING REQUIRED.SEE PLAN FOR SLAB THICKNESS & REINFORCING REQUIRED.
2.2.2.2. IF NO CONTRACTION JOINTS (C.J.) ARE SHOWN ON THE FOUNDATIONIF NO CONTRACTION JOINTS (C.J.) ARE SHOWN ON THE FOUNDATIONIF NO CONTRACTION JOINTS (C.J.) ARE SHOWN ON THE FOUNDATIONIF NO CONTRACTION JOINTS (C.J.) ARE SHOWN ON THE FOUNDATION
PLAN(S), PROVIDE CONTRACTION JOINTS AT 25'-0" MAXIMUM.PLAN(S), PROVIDE CONTRACTION JOINTS AT 25'-0" MAXIMUM.PLAN(S), PROVIDE CONTRACTION JOINTS AT 25'-0" MAXIMUM.PLAN(S), PROVIDE CONTRACTION JOINTS AT 25'-0" MAXIMUM.
3.3.3.3. CONTRACTION JOINT MAY BE EITHER JOINT TYPE DETAILEDCONTRACTION JOINT MAY BE EITHER JOINT TYPE DETAILEDCONTRACTION JOINT MAY BE EITHER JOINT TYPE DETAILEDCONTRACTION JOINT MAY BE EITHER JOINT TYPE DETAILED
ABOVE. IF SAW JOINTS ARE USED, SLAB SHALL BE SAWEDABOVE. IF SAW JOINTS ARE USED, SLAB SHALL BE SAWEDABOVE. IF SAW JOINTS ARE USED, SLAB SHALL BE SAWEDABOVE. IF SAW JOINTS ARE USED, SLAB SHALL BE SAWED
IMMEDIATELY AFTER FINISHED TROWELING AND SHALL BEIMMEDIATELY AFTER FINISHED TROWELING AND SHALL BEIMMEDIATELY AFTER FINISHED TROWELING AND SHALL BEIMMEDIATELY AFTER FINISHED TROWELING AND SHALL BE
COMPLETED WITHIN 4 HOURS OF PLACING CONCRETE.COMPLETED WITHIN 4 HOURS OF PLACING CONCRETE.COMPLETED WITHIN 4 HOURS OF PLACING CONCRETE.COMPLETED WITHIN 4 HOURS OF PLACING CONCRETE.
1. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS AT ALL CORNERS.1. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS AT ALL CORNERS.1. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS AT ALL CORNERS.1. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS AT ALL CORNERS.
2. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS OR STANDARD2. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS OR STANDARD2. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS OR STANDARD2. PROVIDE CORNER BARS OF THE SAME SIZE & NUMBER AS HORIZONTAL BARS OR STANDARD
ACI 90 DEG. HOOK AT ALL T-INTERSECTIONS. ACI 90 DEG. HOOK AT ALL T-INTERSECTIONS. ACI 90 DEG. HOOK AT ALL T-INTERSECTIONS. ACI 90 DEG. HOOK AT ALL T-INTERSECTIONS.
MATCH BOTTOM HORIZONTALMATCH BOTTOM HORIZONTALMATCH BOTTOM HORIZONTALMATCH BOTTOM HORIZONTAL
FOUNDATION REINFORCINGFOUNDATION REINFORCINGFOUNDATION REINFORCINGFOUNDATION REINFORCING
(PROVIDE CLASS "A" TEN. LAP)(PROVIDE CLASS "A" TEN. LAP)(PROVIDE CLASS "A" TEN. LAP)(PROVIDE CLASS "A" TEN. LAP)
PIPE WITH SLEEVEPIPE WITH SLEEVEPIPE WITH SLEEVEPIPE WITH SLEEVE
EXISTING VOID SPACE UNDER GRADE BEAMEXISTING VOID SPACE UNDER GRADE BEAMEXISTING VOID SPACE UNDER GRADE BEAMEXISTING VOID SPACE UNDER GRADE BEAM
PLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOIDPLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOIDPLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOIDPLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOID
SPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACESPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACESPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACESPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACE
EXISTING VOID SPACE UNDER GRADE BEAMEXISTING VOID SPACE UNDER GRADE BEAMEXISTING VOID SPACE UNDER GRADE BEAMEXISTING VOID SPACE UNDER GRADE BEAM
PLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOIDPLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOIDPLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOIDPLACE PLASTIC SOIL RETAINER AGAINST EXISTING VOID
SPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACESPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACESPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACESPACE. DO NOT PUSH OR PLACE SOIL INTO VOID SPACE
SEE ARCHITECTURALSEE ARCHITECTURALSEE ARCHITECTURALSEE ARCHITECTURAL
SIDEWALK - SEE CIVILSIDEWALK - SEE CIVILSIDEWALK - SEE CIVILSIDEWALK - SEE CIVILSIDEWALK - SEE CIVILSIDEWALK - SEE CIVILSIDEWALK - SEE CIVILSIDEWALK - SEE CIVIL
NOTES:NOTES:NOTES:NOTES: DOWELS TO MATCH COLUMN REINFORCING; IF NO COLUMNDOWELS TO MATCH COLUMN REINFORCING; IF NO COLUMNDOWELS TO MATCH COLUMN REINFORCING; IF NO COLUMNDOWELS TO MATCH COLUMN REINFORCING; IF NO COLUMN
OR DETAIL SHOWN, PROVIDE 8~#8 x 8'-0" LG. DOWELSOR DETAIL SHOWN, PROVIDE 8~#8 x 8'-0" LG. DOWELSOR DETAIL SHOWN, PROVIDE 8~#8 x 8'-0" LG. DOWELSOR DETAIL SHOWN, PROVIDE 8~#8 x 8'-0" LG. DOWELS
GENERATOR / TRANSFORMER FOUNDATION PLANGENERATOR / TRANSFORMER FOUNDATION PLANGENERATOR / TRANSFORMER FOUNDATION PLANGENERATOR / TRANSFORMER FOUNDATION PLAN
9' - 4" NEW ELEVATOR HOISTWAY9' - 4" NEW ELEVATOR HOISTWAY9' - 4" NEW ELEVATOR HOISTWAY9' - 4" NEW ELEVATOR HOISTWAY
ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:
1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF
THE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS ORTHE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS ORTHE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS ORTHE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP DRAWINGS OR
COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALLCOMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALLCOMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALLCOMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALL
DIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALLDIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALLDIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALLDIMENSIONS SHOWN ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALL
SUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONSSUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONSSUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONSSUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONS
SHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLYSHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLYSHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLYSHOWN AND REDLINE MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLY
NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.
2.2.2.2. SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.SEE SHEET S206 FOR ADDITIONAL ELEVATOR CONSTRUCTION NOTES.
****
5/19/17
Jackson Metro - 134 Fairmont St, Suite E Clinton, MS 39056 MS Gulf Coast - 1636 Popps Ferry Rd, # 214 Biloxi, MS 39532
Harlan G. Dean, III, P.E., S.E.Mississippi License #16553
ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:ELEVATOR CONSTRUCTION NOTES:
1.1.1.1. ALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF THE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOPALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF THE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOPALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF THE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOPALL DIMENSIONS SHOWN ON THIS SHEET ARE BASED OFF OF EXISTING PLANS OF THE BUILDING. PRIOR TO THE SUBMITTAL OF ANY SHOP
DRAWINGS OR COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURALDRAWINGS OR COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURALDRAWINGS OR COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURALDRAWINGS OR COMMENCING CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURAL
PLANS. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONS SHOWN AND REDLINEPLANS. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONS SHOWN AND REDLINEPLANS. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONS SHOWN AND REDLINEPLANS. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER A PLAN INDICATING ALL DIMENSIONS SHOWN AND REDLINE
MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLY NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLY NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLY NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.MARK-UPS OF THE ACTUAL FIELD DIMENSIONS. PROMPTLY NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES.
2.2.2.2. THIS PROJECT HAS REQUIREMENTS FOR THE INSTALLATION OF DRILLED PIERS AND HELICAL PIERS IN A LIMITED HEIGHT ENVIRONMENT.THIS PROJECT HAS REQUIREMENTS FOR THE INSTALLATION OF DRILLED PIERS AND HELICAL PIERS IN A LIMITED HEIGHT ENVIRONMENT.THIS PROJECT HAS REQUIREMENTS FOR THE INSTALLATION OF DRILLED PIERS AND HELICAL PIERS IN A LIMITED HEIGHT ENVIRONMENT.THIS PROJECT HAS REQUIREMENTS FOR THE INSTALLATION OF DRILLED PIERS AND HELICAL PIERS IN A LIMITED HEIGHT ENVIRONMENT.
SPECIALIZED EQUIPMENT WILL BE REQUIRED FOR THIS PROJECT. THE BUILDING WILL BE LIMITED TO APPROXIMATELY 10'-0" MAXIMUMSPECIALIZED EQUIPMENT WILL BE REQUIRED FOR THIS PROJECT. THE BUILDING WILL BE LIMITED TO APPROXIMATELY 10'-0" MAXIMUMSPECIALIZED EQUIPMENT WILL BE REQUIRED FOR THIS PROJECT. THE BUILDING WILL BE LIMITED TO APPROXIMATELY 10'-0" MAXIMUMSPECIALIZED EQUIPMENT WILL BE REQUIRED FOR THIS PROJECT. THE BUILDING WILL BE LIMITED TO APPROXIMATELY 10'-0" MAXIMUM
HEIGHT AND 10'-0" MAXIMUM WIDTH THRU ENTRY DOOR 156A (SEE ARCHITECTURAL DRAWINGS FOR LOCATION). AVAILABLE HEIGHT FORHEIGHT AND 10'-0" MAXIMUM WIDTH THRU ENTRY DOOR 156A (SEE ARCHITECTURAL DRAWINGS FOR LOCATION). AVAILABLE HEIGHT FORHEIGHT AND 10'-0" MAXIMUM WIDTH THRU ENTRY DOOR 156A (SEE ARCHITECTURAL DRAWINGS FOR LOCATION). AVAILABLE HEIGHT FORHEIGHT AND 10'-0" MAXIMUM WIDTH THRU ENTRY DOOR 156A (SEE ARCHITECTURAL DRAWINGS FOR LOCATION). AVAILABLE HEIGHT FOR
EQUIPMENT INSIDE THE BUILDING WILL BE APPROXIMATELY 10'-0" BETWEEN THE EXISTING FIRST FLOOR SLAB ON GRADE TO THE BOTTOMEQUIPMENT INSIDE THE BUILDING WILL BE APPROXIMATELY 10'-0" BETWEEN THE EXISTING FIRST FLOOR SLAB ON GRADE TO THE BOTTOMEQUIPMENT INSIDE THE BUILDING WILL BE APPROXIMATELY 10'-0" BETWEEN THE EXISTING FIRST FLOOR SLAB ON GRADE TO THE BOTTOMEQUIPMENT INSIDE THE BUILDING WILL BE APPROXIMATELY 10'-0" BETWEEN THE EXISTING FIRST FLOOR SLAB ON GRADE TO THE BOTTOM
OF THE EXISTING STRUCTURE.OF THE EXISTING STRUCTURE.OF THE EXISTING STRUCTURE.OF THE EXISTING STRUCTURE.
****
3.3.3.3. PRIOR TO BID, IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO WALK THE EXISTING BUILDING AND TAKE MEASUREMENTSPRIOR TO BID, IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO WALK THE EXISTING BUILDING AND TAKE MEASUREMENTSPRIOR TO BID, IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO WALK THE EXISTING BUILDING AND TAKE MEASUREMENTSPRIOR TO BID, IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO WALK THE EXISTING BUILDING AND TAKE MEASUREMENTS
TO DETERMINE THE AVAILABLE SPACE FOR HIS EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATEDTO DETERMINE THE AVAILABLE SPACE FOR HIS EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATEDTO DETERMINE THE AVAILABLE SPACE FOR HIS EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATEDTO DETERMINE THE AVAILABLE SPACE FOR HIS EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATED
WITH PROVIDING THE FOUNDATION SHOWN ON THESE DRAWINGS.WITH PROVIDING THE FOUNDATION SHOWN ON THESE DRAWINGS.WITH PROVIDING THE FOUNDATION SHOWN ON THESE DRAWINGS.WITH PROVIDING THE FOUNDATION SHOWN ON THESE DRAWINGS.
4.4.4.4. THE TWO (2) NEW DRILLED PIERS AT THE ELEVATOR SHALL BE DRILLED AND THE BELLS BEAR AT A DEPTH OF 194.0'. THE CONTRACTORTHE TWO (2) NEW DRILLED PIERS AT THE ELEVATOR SHALL BE DRILLED AND THE BELLS BEAR AT A DEPTH OF 194.0'. THE CONTRACTORTHE TWO (2) NEW DRILLED PIERS AT THE ELEVATOR SHALL BE DRILLED AND THE BELLS BEAR AT A DEPTH OF 194.0'. THE CONTRACTORTHE TWO (2) NEW DRILLED PIERS AT THE ELEVATOR SHALL BE DRILLED AND THE BELLS BEAR AT A DEPTH OF 194.0'. THE CONTRACTOR
SHALL PROVIDE THE TWO (2) DRILLED PIERS INDICATED ON THE PLANS AND SHALL NOT SUBSTITUTE FOR A DIFFERENTSHALL PROVIDE THE TWO (2) DRILLED PIERS INDICATED ON THE PLANS AND SHALL NOT SUBSTITUTE FOR A DIFFERENTSHALL PROVIDE THE TWO (2) DRILLED PIERS INDICATED ON THE PLANS AND SHALL NOT SUBSTITUTE FOR A DIFFERENTSHALL PROVIDE THE TWO (2) DRILLED PIERS INDICATED ON THE PLANS AND SHALL NOT SUBSTITUTE FOR A DIFFERENT
FOUNDATION SYSTEM (SUCH AS HELICAL PIERS) AT THE TWO LOCATION INDICATED. DUE TO EXISTING BUILDING HEIGHT LIMITATIONS,FOUNDATION SYSTEM (SUCH AS HELICAL PIERS) AT THE TWO LOCATION INDICATED. DUE TO EXISTING BUILDING HEIGHT LIMITATIONS,FOUNDATION SYSTEM (SUCH AS HELICAL PIERS) AT THE TWO LOCATION INDICATED. DUE TO EXISTING BUILDING HEIGHT LIMITATIONS,FOUNDATION SYSTEM (SUCH AS HELICAL PIERS) AT THE TWO LOCATION INDICATED. DUE TO EXISTING BUILDING HEIGHT LIMITATIONS,
THE VERTICAL BARS WILL REQUIRE MULTIPLE SPLICES AND SHALL BE SPLICED AT 55 BAR DIAMETERS.THE VERTICAL BARS WILL REQUIRE MULTIPLE SPLICES AND SHALL BE SPLICED AT 55 BAR DIAMETERS.THE VERTICAL BARS WILL REQUIRE MULTIPLE SPLICES AND SHALL BE SPLICED AT 55 BAR DIAMETERS.THE VERTICAL BARS WILL REQUIRE MULTIPLE SPLICES AND SHALL BE SPLICED AT 55 BAR DIAMETERS.
5.5.5.5. THE CONTRACTOR SHALL RETAIN THE SERVICES OF A LICENSED MISSISSIPPI PROFESSIONAL ENGINEER TO PROVIDE THE DESIGN OF THETHE CONTRACTOR SHALL RETAIN THE SERVICES OF A LICENSED MISSISSIPPI PROFESSIONAL ENGINEER TO PROVIDE THE DESIGN OF THETHE CONTRACTOR SHALL RETAIN THE SERVICES OF A LICENSED MISSISSIPPI PROFESSIONAL ENGINEER TO PROVIDE THE DESIGN OF THETHE CONTRACTOR SHALL RETAIN THE SERVICES OF A LICENSED MISSISSIPPI PROFESSIONAL ENGINEER TO PROVIDE THE DESIGN OF THE
SHORING SYSTEM FOR THE BUILDING DURING CONSTRUCTION. THIS PROFESSIONAL ENGINEER, DEEMED THE SHORING ENGINEER, SHALLSHORING SYSTEM FOR THE BUILDING DURING CONSTRUCTION. THIS PROFESSIONAL ENGINEER, DEEMED THE SHORING ENGINEER, SHALLSHORING SYSTEM FOR THE BUILDING DURING CONSTRUCTION. THIS PROFESSIONAL ENGINEER, DEEMED THE SHORING ENGINEER, SHALLSHORING SYSTEM FOR THE BUILDING DURING CONSTRUCTION. THIS PROFESSIONAL ENGINEER, DEEMED THE SHORING ENGINEER, SHALL
HAVE A MINIMUM OF FIVE (5) YEARS EXPERIENCE DESIGNING SIMILAR SHORING SYSTEMS AND SHALL SUBMIT PAST DESIGN EXAMPLES TOHAVE A MINIMUM OF FIVE (5) YEARS EXPERIENCE DESIGNING SIMILAR SHORING SYSTEMS AND SHALL SUBMIT PAST DESIGN EXAMPLES TOHAVE A MINIMUM OF FIVE (5) YEARS EXPERIENCE DESIGNING SIMILAR SHORING SYSTEMS AND SHALL SUBMIT PAST DESIGN EXAMPLES TOHAVE A MINIMUM OF FIVE (5) YEARS EXPERIENCE DESIGNING SIMILAR SHORING SYSTEMS AND SHALL SUBMIT PAST DESIGN EXAMPLES TO
THE ARCHITECT OF RECORD. THE SHORING ENGINEER SHALL SUBMIT CALCULATIONS AND PLANS (BOTH CALCULATIONS AND PLANS SHALLTHE ARCHITECT OF RECORD. THE SHORING ENGINEER SHALL SUBMIT CALCULATIONS AND PLANS (BOTH CALCULATIONS AND PLANS SHALLTHE ARCHITECT OF RECORD. THE SHORING ENGINEER SHALL SUBMIT CALCULATIONS AND PLANS (BOTH CALCULATIONS AND PLANS SHALLTHE ARCHITECT OF RECORD. THE SHORING ENGINEER SHALL SUBMIT CALCULATIONS AND PLANS (BOTH CALCULATIONS AND PLANS SHALL
BEAR THE ENGINEER'S SEAL) TO THE ARCHITECT WHICH ARE BOTH CLEAR AND COMPREHENSIVE AND PROVIDE A SYSTEM FROM SHORING THEBEAR THE ENGINEER'S SEAL) TO THE ARCHITECT WHICH ARE BOTH CLEAR AND COMPREHENSIVE AND PROVIDE A SYSTEM FROM SHORING THEBEAR THE ENGINEER'S SEAL) TO THE ARCHITECT WHICH ARE BOTH CLEAR AND COMPREHENSIVE AND PROVIDE A SYSTEM FROM SHORING THEBEAR THE ENGINEER'S SEAL) TO THE ARCHITECT WHICH ARE BOTH CLEAR AND COMPREHENSIVE AND PROVIDE A SYSTEM FROM SHORING THE
EXISTING STRUCTURE FROM THE ROOF LEVEL ALL THE WAY DOWN TO PROVIDING A TEMPORARY FOUNDATION SYSTEM TO SUPPORT THEEXISTING STRUCTURE FROM THE ROOF LEVEL ALL THE WAY DOWN TO PROVIDING A TEMPORARY FOUNDATION SYSTEM TO SUPPORT THEEXISTING STRUCTURE FROM THE ROOF LEVEL ALL THE WAY DOWN TO PROVIDING A TEMPORARY FOUNDATION SYSTEM TO SUPPORT THEEXISTING STRUCTURE FROM THE ROOF LEVEL ALL THE WAY DOWN TO PROVIDING A TEMPORARY FOUNDATION SYSTEM TO SUPPORT THE
BUILDING DURING CONSTRUCTION. THE SHORING ENGINEER OR A REPRESENTATIVE OF THE SHORING ENGINEER UNDER HIS SUPERVISION,BUILDING DURING CONSTRUCTION. THE SHORING ENGINEER OR A REPRESENTATIVE OF THE SHORING ENGINEER UNDER HIS SUPERVISION,BUILDING DURING CONSTRUCTION. THE SHORING ENGINEER OR A REPRESENTATIVE OF THE SHORING ENGINEER UNDER HIS SUPERVISION,BUILDING DURING CONSTRUCTION. THE SHORING ENGINEER OR A REPRESENTATIVE OF THE SHORING ENGINEER UNDER HIS SUPERVISION,
SHALL BE ON-SITE AT ALL TIMES (CONTINUOUSLY) WHILE THE SHORING SYSTEM IS BEING ERECTED TO MAKE SURE THE CONTRACTOR ISSHALL BE ON-SITE AT ALL TIMES (CONTINUOUSLY) WHILE THE SHORING SYSTEM IS BEING ERECTED TO MAKE SURE THE CONTRACTOR ISSHALL BE ON-SITE AT ALL TIMES (CONTINUOUSLY) WHILE THE SHORING SYSTEM IS BEING ERECTED TO MAKE SURE THE CONTRACTOR ISSHALL BE ON-SITE AT ALL TIMES (CONTINUOUSLY) WHILE THE SHORING SYSTEM IS BEING ERECTED TO MAKE SURE THE CONTRACTOR IS
SHORING THE BUILDING AS DESIGNED BY THE SHORING ENGINEER. PRIOR TO COMMENCING ANY MODIFICATIONS TO THE BUILDING'SSHORING THE BUILDING AS DESIGNED BY THE SHORING ENGINEER. PRIOR TO COMMENCING ANY MODIFICATIONS TO THE BUILDING'SSHORING THE BUILDING AS DESIGNED BY THE SHORING ENGINEER. PRIOR TO COMMENCING ANY MODIFICATIONS TO THE BUILDING'SSHORING THE BUILDING AS DESIGNED BY THE SHORING ENGINEER. PRIOR TO COMMENCING ANY MODIFICATIONS TO THE BUILDING'S
EXISTING STRUCTURAL COMPONENTS, THE SHORING ENGINEER SHALL SUBMIT A LETTER TO THE ARCHITECT, BEARING HIS SEAL, STATINGEXISTING STRUCTURAL COMPONENTS, THE SHORING ENGINEER SHALL SUBMIT A LETTER TO THE ARCHITECT, BEARING HIS SEAL, STATINGEXISTING STRUCTURAL COMPONENTS, THE SHORING ENGINEER SHALL SUBMIT A LETTER TO THE ARCHITECT, BEARING HIS SEAL, STATINGEXISTING STRUCTURAL COMPONENTS, THE SHORING ENGINEER SHALL SUBMIT A LETTER TO THE ARCHITECT, BEARING HIS SEAL, STATING
THAT HE HAS FIELD REVIEWED THE INSTALLATION OF THE SHORING SYSTEM, THE SYSTEM HAS BEEN INSTALLED PER HIS DESIGN, AND THETHAT HE HAS FIELD REVIEWED THE INSTALLATION OF THE SHORING SYSTEM, THE SYSTEM HAS BEEN INSTALLED PER HIS DESIGN, AND THETHAT HE HAS FIELD REVIEWED THE INSTALLATION OF THE SHORING SYSTEM, THE SYSTEM HAS BEEN INSTALLED PER HIS DESIGN, AND THETHAT HE HAS FIELD REVIEWED THE INSTALLATION OF THE SHORING SYSTEM, THE SYSTEM HAS BEEN INSTALLED PER HIS DESIGN, AND THE
CONTRACTOR CAN BEGIN MODIFICATIONS TO THE EXISTING STRUCTURAL BUILDING COMPONENTS. ALL COSTS ASSOCIATED WITH THECONTRACTOR CAN BEGIN MODIFICATIONS TO THE EXISTING STRUCTURAL BUILDING COMPONENTS. ALL COSTS ASSOCIATED WITH THECONTRACTOR CAN BEGIN MODIFICATIONS TO THE EXISTING STRUCTURAL BUILDING COMPONENTS. ALL COSTS ASSOCIATED WITH THECONTRACTOR CAN BEGIN MODIFICATIONS TO THE EXISTING STRUCTURAL BUILDING COMPONENTS. ALL COSTS ASSOCIATED WITH THE
SHORING SYSTEM, INCLUDING ANY DAMAGE CAUSED BY THE SHORING SYSTEM, SHALL BE PAID BY THE CONTRACTOR.SHORING SYSTEM, INCLUDING ANY DAMAGE CAUSED BY THE SHORING SYSTEM, SHALL BE PAID BY THE CONTRACTOR.SHORING SYSTEM, INCLUDING ANY DAMAGE CAUSED BY THE SHORING SYSTEM, SHALL BE PAID BY THE CONTRACTOR.SHORING SYSTEM, INCLUDING ANY DAMAGE CAUSED BY THE SHORING SYSTEM, SHALL BE PAID BY THE CONTRACTOR.
ELEVATOR SUMP DETAILELEVATOR SUMP DETAILELEVATOR SUMP DETAILELEVATOR SUMP DETAILSEE ARCH. DRAWINGS FOR WATER PROOFING REQ'D.SEE ARCH. DRAWINGS FOR WATER PROOFING REQ'D.SEE ARCH. DRAWINGS FOR WATER PROOFING REQ'D.SEE ARCH. DRAWINGS FOR WATER PROOFING REQ'D.
#6 @ 9"#6 @ 9"#6 @ 9"#6 @ 9"
TOP & BOT.TOP & BOT.TOP & BOT.TOP & BOT.
1' - 4"1' - 4"1' - 4"1' - 4" 2'-0" x 2'-0"2'-0" x 2'-0"2'-0" x 2'-0"2'-0" x 2'-0"
SS200 HELICAL ANCHOR BY CHANCE OR APPROVED EQUALSS200 HELICAL ANCHOR BY CHANCE OR APPROVED EQUALSS200 HELICAL ANCHOR BY CHANCE OR APPROVED EQUALSS200 HELICAL ANCHOR BY CHANCE OR APPROVED EQUAL
1.1.1.1. HELICAL PULL-DOWN PILES SHOWN SHALL BE DESIGNED BY A PROFESSIONAL ENGINEERHELICAL PULL-DOWN PILES SHOWN SHALL BE DESIGNED BY A PROFESSIONAL ENGINEERHELICAL PULL-DOWN PILES SHOWN SHALL BE DESIGNED BY A PROFESSIONAL ENGINEERHELICAL PULL-DOWN PILES SHOWN SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE STATE OF MISSISSIPPI, IN ACCORDANCE WITH THE CRITERIA LISTEDLICENSED IN THE STATE OF MISSISSIPPI, IN ACCORDANCE WITH THE CRITERIA LISTEDLICENSED IN THE STATE OF MISSISSIPPI, IN ACCORDANCE WITH THE CRITERIA LISTEDLICENSED IN THE STATE OF MISSISSIPPI, IN ACCORDANCE WITH THE CRITERIA LISTED
BELOW:BELOW:BELOW:BELOW:
A.A.A.A. COMPRESSION CAPACITY PER HELICAL PIER = 75.0 KIPS/PIER (WORKING LOAD)COMPRESSION CAPACITY PER HELICAL PIER = 75.0 KIPS/PIER (WORKING LOAD)COMPRESSION CAPACITY PER HELICAL PIER = 75.0 KIPS/PIER (WORKING LOAD)COMPRESSION CAPACITY PER HELICAL PIER = 75.0 KIPS/PIER (WORKING LOAD)
2.2.2.2. HELICAL PIERS SHALL BE DESIGNED AND INSTALLED FOR THE LOADS INDICATED. SHOPHELICAL PIERS SHALL BE DESIGNED AND INSTALLED FOR THE LOADS INDICATED. SHOPHELICAL PIERS SHALL BE DESIGNED AND INSTALLED FOR THE LOADS INDICATED. SHOPHELICAL PIERS SHALL BE DESIGNED AND INSTALLED FOR THE LOADS INDICATED. SHOP
DRAWINGS SHALL INCLUDE CALCULATIONS, PLANS, DETAILS AND ALL OTHER PERTINENTDRAWINGS SHALL INCLUDE CALCULATIONS, PLANS, DETAILS AND ALL OTHER PERTINENTDRAWINGS SHALL INCLUDE CALCULATIONS, PLANS, DETAILS AND ALL OTHER PERTINENTDRAWINGS SHALL INCLUDE CALCULATIONS, PLANS, DETAILS AND ALL OTHER PERTINENT
INFORMATION REQUIRED FOR INSTALLATION. BOTH CALCULATIONS AND PLANINFORMATION REQUIRED FOR INSTALLATION. BOTH CALCULATIONS AND PLANINFORMATION REQUIRED FOR INSTALLATION. BOTH CALCULATIONS AND PLANINFORMATION REQUIRED FOR INSTALLATION. BOTH CALCULATIONS AND PLAN
SUBMITTAL SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THESUBMITTAL SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THESUBMITTAL SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THESUBMITTAL SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE
STATE OF MISSISSIPPI.STATE OF MISSISSIPPI.STATE OF MISSISSIPPI.STATE OF MISSISSIPPI.
3.3.3.3. HELICAL PIERS SHALL BE INSTALLED BY A SKILLED AND EXPERIENCED INSTALLER WHO ISHELICAL PIERS SHALL BE INSTALLED BY A SKILLED AND EXPERIENCED INSTALLER WHO ISHELICAL PIERS SHALL BE INSTALLED BY A SKILLED AND EXPERIENCED INSTALLER WHO ISHELICAL PIERS SHALL BE INSTALLED BY A SKILLED AND EXPERIENCED INSTALLER WHO IS
FAMILIAR WITH THE METHODS AND REQUIREMENTS NECESSARY TO PROPERLY PERFORMFAMILIAR WITH THE METHODS AND REQUIREMENTS NECESSARY TO PROPERLY PERFORMFAMILIAR WITH THE METHODS AND REQUIREMENTS NECESSARY TO PROPERLY PERFORMFAMILIAR WITH THE METHODS AND REQUIREMENTS NECESSARY TO PROPERLY PERFORM
THE WORK. INSTALLATION UNITS SHALL CONSIST OF ROTARY TYPE TORQUE MOTORSTHE WORK. INSTALLATION UNITS SHALL CONSIST OF ROTARY TYPE TORQUE MOTORSTHE WORK. INSTALLATION UNITS SHALL CONSIST OF ROTARY TYPE TORQUE MOTORSTHE WORK. INSTALLATION UNITS SHALL CONSIST OF ROTARY TYPE TORQUE MOTORS
WITH FORWARD AND REVERSE CAPABILITIES. THESE UNITS SHALL BE CAPABLE OFWITH FORWARD AND REVERSE CAPABILITIES. THESE UNITS SHALL BE CAPABLE OFWITH FORWARD AND REVERSE CAPABILITIES. THESE UNITS SHALL BE CAPABLE OFWITH FORWARD AND REVERSE CAPABILITIES. THESE UNITS SHALL BE CAPABLE OF
DEVELOPING THE MINIMUM TORQUE TO ENSURE PROPER INSTALLATION. HELICAL PIERSDEVELOPING THE MINIMUM TORQUE TO ENSURE PROPER INSTALLATION. HELICAL PIERSDEVELOPING THE MINIMUM TORQUE TO ENSURE PROPER INSTALLATION. HELICAL PIERSDEVELOPING THE MINIMUM TORQUE TO ENSURE PROPER INSTALLATION. HELICAL PIERS
SHALL BE INSTALLED IN A SMOOTH AND CONTINUOUS MANNER AND THE RATE OFSHALL BE INSTALLED IN A SMOOTH AND CONTINUOUS MANNER AND THE RATE OFSHALL BE INSTALLED IN A SMOOTH AND CONTINUOUS MANNER AND THE RATE OFSHALL BE INSTALLED IN A SMOOTH AND CONTINUOUS MANNER AND THE RATE OF
REVOLUTION SHALL BE 5 TO 20 REVOLUTIONS PER MINUTE. IN THE EVENT ANY VOIDSREVOLUTION SHALL BE 5 TO 20 REVOLUTIONS PER MINUTE. IN THE EVENT ANY VOIDSREVOLUTION SHALL BE 5 TO 20 REVOLUTIONS PER MINUTE. IN THE EVENT ANY VOIDSREVOLUTION SHALL BE 5 TO 20 REVOLUTIONS PER MINUTE. IN THE EVENT ANY VOIDS
ARE CREATED DURING THE INSTALLATION PROCESS, VOIDS SHALL BE FILLED BYARE CREATED DURING THE INSTALLATION PROCESS, VOIDS SHALL BE FILLED BYARE CREATED DURING THE INSTALLATION PROCESS, VOIDS SHALL BE FILLED BYARE CREATED DURING THE INSTALLATION PROCESS, VOIDS SHALL BE FILLED BY
TYPICAL CONTINUOUS BEAM TO COLUMN CONNECTION AT ROOF LEVELTYPICAL CONTINUOUS BEAM TO COLUMN CONNECTION AT ROOF LEVELTYPICAL CONTINUOUS BEAM TO COLUMN CONNECTION AT ROOF LEVELTYPICAL CONTINUOUS BEAM TO COLUMN CONNECTION AT ROOF LEVEL
JOIST REINFORCING AT CONCENTRATED LOADJOIST REINFORCING AT CONCENTRATED LOADJOIST REINFORCING AT CONCENTRATED LOADJOIST REINFORCING AT CONCENTRATED LOAD
JOIST PANEL POINTJOIST PANEL POINTJOIST PANEL POINTJOIST PANEL POINT
CONCENTRATED LOADCONCENTRATED LOADCONCENTRATED LOADCONCENTRATED LOADL2x2x1/4 WELDED TO TOPL2x2x1/4 WELDED TO TOPL2x2x1/4 WELDED TO TOPL2x2x1/4 WELDED TO TOP
TYPICAL WIDE FLANGE SPLICE DETAILTYPICAL WIDE FLANGE SPLICE DETAILTYPICAL WIDE FLANGE SPLICE DETAILTYPICAL WIDE FLANGE SPLICE DETAILNOTE:NOTE:NOTE:NOTE: 1.1.1.1. SUBMIT WELDER'S CERTIFICATIONS PER SPECIFICATIONSSUBMIT WELDER'S CERTIFICATIONS PER SPECIFICATIONSSUBMIT WELDER'S CERTIFICATIONS PER SPECIFICATIONSSUBMIT WELDER'S CERTIFICATIONS PER SPECIFICATIONS
PRIOR TO WELDING COMMENCEMENT.PRIOR TO WELDING COMMENCEMENT.PRIOR TO WELDING COMMENCEMENT.PRIOR TO WELDING COMMENCEMENT.
2.2.2.2. PROVIDE CONTINUOUS INSPECTION AND ULTRASONICPROVIDE CONTINUOUS INSPECTION AND ULTRASONICPROVIDE CONTINUOUS INSPECTION AND ULTRASONICPROVIDE CONTINUOUS INSPECTION AND ULTRASONIC
TESTING REPORTS FOR ALL FULL PENETRATION WELDS.TESTING REPORTS FOR ALL FULL PENETRATION WELDS.TESTING REPORTS FOR ALL FULL PENETRATION WELDS.TESTING REPORTS FOR ALL FULL PENETRATION WELDS.
W12 OR W14W12 OR W14W12 OR W14W12 OR W14 W16 OR W18W16 OR W18W16 OR W18W16 OR W18 W21 OR W24W21 OR W24W21 OR W24W21 OR W24
3/163/163/163/16TYP.TYP.TYP.TYP.
JOIST/BEAMJOIST/BEAMJOIST/BEAMJOIST/BEAM
(SEE PLAN)(SEE PLAN)(SEE PLAN)(SEE PLAN)
L4x4x1/4L4x4x1/4L4x4x1/4L4x4x1/4
JOIST/BEAMJOIST/BEAMJOIST/BEAMJOIST/BEAM
(SEE PLAN)(SEE PLAN)(SEE PLAN)(SEE PLAN)
L4x4x1/4L4x4x1/4L4x4x1/4L4x4x1/4
L4x4x3/8 X 8" LG.L4x4x3/8 X 8" LG.L4x4x3/8 X 8" LG.L4x4x3/8 X 8" LG.
TYPICALTYPICALTYPICALTYPICAL
PLANPLANPLANPLAN
0" @ WF BEAM0" @ WF BEAM0" @ WF BEAM0" @ WF BEAM
1" @ K JOIST1" @ K JOIST1" @ K JOIST1" @ K JOIST
1/2"
1/2"
1/2"
1/2"
3/163/163/163/16TYP.TYP.TYP.TYP.
L4x4x3/8 X 8" LG.L4x4x3/8 X 8" LG.L4x4x3/8 X 8" LG.L4x4x3/8 X 8" LG.
BASED ON ACTUAL EQUIPMENT PURCHASED AND SHALL COORDINATEBASED ON ACTUAL EQUIPMENT PURCHASED AND SHALL COORDINATEBASED ON ACTUAL EQUIPMENT PURCHASED AND SHALL COORDINATEBASED ON ACTUAL EQUIPMENT PURCHASED AND SHALL COORDINATE
FIRE SAFING (SEE ARCH.)FIRE SAFING (SEE ARCH.)FIRE SAFING (SEE ARCH.)FIRE SAFING (SEE ARCH.)1 1/2" METAL DECK1 1/2" METAL DECK1 1/2" METAL DECK1 1/2" METAL DECK
L4x4x1/4 X CONT. W/ 1/2" DIA. X 6" LG.L4x4x1/4 X CONT. W/ 1/2" DIA. X 6" LG.L4x4x1/4 X CONT. W/ 1/2" DIA. X 6" LG.L4x4x1/4 X CONT. W/ 1/2" DIA. X 6" LG.