J3 C8601-D Sheets 31-45 of 134.pdf

A Joint Venture

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NOTES:

1. STANDARD DRAWINGS ARE PROVIDED FOR INFORMATION ONLY.

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AutoCAD SHX Text A. DESIGN INFORMATION DESIGN INFORMATION 1. CODES CODES a. DESIGN CONFORMS TO INTERNATIONAL BUILDING CODE (IBC) 2018. DESIGN CONFORMS TO INTERNATIONAL BUILDING CODE (IBC) 2018. b. AMERICAN CONCRETE INSTITUTE (ACI) - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", AMERICAN CONCRETE INSTITUTE (ACI) - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318-14. c. AMERICAN CONCRETE INSTITUTE (ACI) - “BUILDING CODE REQUIREMENTS FOR MASONRY AMERICAN CONCRETE INSTITUTE (ACI) - “BUILDING CODE REQUIREMENTS FOR MASONRY BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”, ACI 530-13. , ACI 530-13. d. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) - "SPECIFICATION FOR STRUCTURAL STEEL AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) - "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", AISC 360-16. e. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) - "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) - "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", ASCE 7-16. f. AMERICAN WELDING SOCIETY (AWS) - "STRUCTURAL WELDING CODE - STEEL", AWS D1.1-2015. AMERICAN WELDING SOCIETY (AWS) - "STRUCTURAL WELDING CODE - STEEL", AWS D1.1-2015. g. AMERICAN FOREST AND PAPER ASSOCIATION (AF & PA)-" NATIONAL DESIGN SPECIFICATIONS FOR WOOD AMERICAN FOREST AND PAPER ASSOCIATION (AF & PA)-" NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION" NDS-18. 2. LOADS LOADS a. FLOOR LIVE LOAD FLOOR LIVE LOAD GROUND & MEZZANINE FLOORS (LIGHT STORAGE): 125 PSF ELEVATED OFFICE FLOORS (INCLUDING PARTITIONS): 65 PSF STAIRS AND LANDINGS: 100 PSF b. ROOF LIVE LOAD: 20 PSF ROOF LIVE LOAD: 20 PSF c. GROUND SNOW LOAD, Pg: 10 PSF GROUND SNOW LOAD, Pg: 10 PSF g: 10 PSF : 10 PSF FLAT ROOF SNOW LOAD, Pf: 10 PSF f: 10 PSF : 10 PSF SNOW EXPOSURE FACTOR, Ce: 0.8 e: 0.8 : 0.8 SNOW IMPORTANCE FACTOR, Is: 1.0 s: 1.0 : 1.0 THERMAL FACTOR, Ct: 1.1 t: 1.1 : 1.1 d. WIND LOADS WIND LOADS ULTIMATE DESIGN WIND SPEED, Vult: 145 MPH ult: 145 MPH : 145 MPH NOMINAL DESIGN WIND SPEED, Vasd: 112 MPH asd: 112 MPH : 112 MPH RISK CATEGORY: II WIND EXPOSURE CATEGORY: D INTERNAL PRESSURE COEFFICIENT: +/- 0.18 e. SEISMIC LOADS SEISMIC LOADS RISK CATEGORY: II SEISMIC IMPORTANCE FACTOR, Ie: 1.0 e: 1.0 : 1.0 PROJECT LATITUDE: 34.696606 N PROJECT LONGITUDE: -76.680795 W 0.2 SEC SPECTRAL RESPONSE, Ss: 0.09 s: 0.09 : 0.09 1.0 SEC SPECTRAL RESPONSE, S1: 0.046 SOIL SITE CLASS: D SITE COEFFICIENT SHORT PERIOD, Fa: 1.6 a: 1.6 : 1.6 SITE COEFFICIENT LONG PERIOD, Fv: 2.4 v: 2.4 : 2.4 SEISMIC DESIGN CATEGORY: B ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE (TYPICAL, UNLESS NOTED) PUBLIC WORKS SHED SPECIFIC CRITERIA: BASIC SEISMIC-FORCE RESISTING SYSTEM: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. DESIGN BASE SHEAR: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. SEISMIC RESPONSE COEFFICIENT: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. RESPONSE MODIFICATION FACTOR, R: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. DEFLECTION AMPLIFICATION FACTOR, Cd: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. BASIC SEISMIC-FORCE RESISTING SYSTEM: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. ANALYSIS PROCEDURE USED: - TO BE DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. B. FOUNDATIONS FOUNDATIONS 1. FOUNDATION DESIGN IS BASED ON THE MINIMUM PRESUMPTIVE LOAD-BEARING VALUES PROVIDED IN IBC FOUNDATION DESIGN IS BASED ON THE MINIMUM PRESUMPTIVE LOAD-BEARING VALUES PROVIDED IN IBC 2018 SECTION 1806. SHALLOW FOUNDATION SYSTEMS (ISOLATED SPREAD OR CONTINUOUS STRIP FOOTING) HAVE BEEN ASSUMED TO BE ADEQUATE FOR USE ON THIS PROJECT BASED ON THE MAXIMUM ANTICIPATE COLUMN AND/OR WALL LOADS. FOUNDATIONS HAVE BEEN PROPORTIONED FOR AN ALLOWABLE BEARING PRESSURE OF 1,500 PSF. 2. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL ENGAGE (I.E. SUB-CONTRACT) A GEOTECHNICAL PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL ENGAGE (I.E. SUB-CONTRACT) A GEOTECHNICAL ENGINEER TO CONFIRM THE ASSUMED SHALLOW FOUNDATION SYSTEMS AND ALLOWABLE BEARING PRESSURE USED FOR DESIGN IS SUITABLE FOR THE PROJECT SITE(S). 3. ALL EARTHWORK AND FOUNDATION WORK SHALL CONFORM TO THE INFORMATION AND RECOMMENDATIONS ALL EARTHWORK AND FOUNDATION WORK SHALL CONFORM TO THE INFORMATION AND RECOMMENDATIONS PROVIDED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER. ALL CONTRACTORS PERFORMING, SUPERVISING OR APPROVING EARTHWORK AND FOUNDATION CONSTRUCTION SHALL COORDINATE WITH THE CONTRACTOR'S GEOTECHNICAL ENGINEER. 4. ALL FOUNDATIONS SHALL BE CONSTRUCTED ON DRY SOIL. ALL EXCAVATIONS SHALL BE ADEQUATELY ALL FOUNDATIONS SHALL BE CONSTRUCTED ON DRY SOIL. ALL EXCAVATIONS SHALL BE ADEQUATELY DE-WATERED PRIOR TO PLACING CONCRETE. 5. ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS AND/OR PIERS ABOVE, UNLESS NOTED. ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS AND/OR PIERS ABOVE, UNLESS NOTED. 6. PROVIDE DOWELS IN FOUNDATION FOR ALL WALLS, COLUMNS AND PIERS. DOWEL QUANTITY AND SIZE SHALL PROVIDE DOWELS IN FOUNDATION FOR ALL WALLS, COLUMNS AND PIERS. DOWEL QUANTITY AND SIZE SHALL MATCH THE VERTICAL REINFORCEMENT ABOVE, UNLESS NOTED. 7. PLACE AND COMPACT ALL STRUCTURAL BACK FILL AND LOAD BEARING FILL IN ACCORDANCE WITH THE PLACE AND COMPACT ALL STRUCTURAL BACK FILL AND LOAD BEARING FILL IN ACCORDANCE WITH THE REQUIREMENTS PROVIDED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER. 8. PRIOR TO COMMENCEMENT OF WORK, THE CONTRACTOR SHALL CONTACT THE PRIOR TO COMMENCEMENT OF WORK, THE CONTRACTOR SHALL CONTACT THE APPROPRIATE “CALL-BEFORE-YOU-DIG” AGENCIES FOR LOCATION OF UNDERGROUND UTILITIES. CALL-BEFORE-YOU-DIG” AGENCIES FOR LOCATION OF UNDERGROUND UTILITIES. AGENCIES FOR LOCATION OF UNDERGROUND UTILITIES. 9. PROPERLY GUARD AND PROTECT EXCAVATIONS SO AS TO PREVENT THEM FROM BECOMING DANGEROUS TO PROPERLY GUARD AND PROTECT EXCAVATIONS SO AS TO PREVENT THEM FROM BECOMING DANGEROUS TO PERSON OR PROPERTY. PROPERLY SLOPE SIDES OF EXCAVATION OR PROVIDE EXCAVATION BRACING TO PREVENT CAVING OR EROSION OF SIDES OF EXCAVATION AS PER OSHA AND BUILDING CODE REQUIREMENTS. 10. DEWATERING DURING CONSTRUCTION INCLUDING THE SELECTION OF THE METHOD AND ASSOCIATED DEWATERING DURING CONSTRUCTION INCLUDING THE SELECTION OF THE METHOD AND ASSOCIATED CALCULATIONS, IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL OBTAIN APPROVAL FOR SELECTED METHOD FROM THE CONTRACTING OFFICER REPRESENTATIVE PRIOR TO THE START OF CONSTRUCTION. 11. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT EXISTING ADJACENT STRUCTURES/FOUNDATIONS IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT EXISTING ADJACENT STRUCTURES/FOUNDATIONS OR NEWLY CONSTRUCTED ADJACENT FOUNDATIONS ARE NOT DISTURBED AND UNDERMINED DURING ALL CONSTRUCTION AND EXCAVATION OPERATIONS. CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO TEMPORARILY SUPPORT AND/OR PROVIDE UNDERPINNING FOR THE EXISTING STRUCTURES/FOUNDATIONS AS REQUIRED. SUBMIT DETAILS, AND CALCULATIONS OF TEMPORARY SUPPORT AND UNDERPINNING TO THE CONTRACTING OFFICER REPRESENTATIVE FOR REVIEW. THE DETAILS AND CALCULATIONS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN A STATE OR POSSESSION OF THE UNITED STATES. C. CONCRETE CONCRETE 1. MATERIALS: MATERIALS: a. CONCRETE, 28 DAY COMPRESSIVE STRENGTH (MIN) CONCRETE, 28 DAY COMPRESSIVE STRENGTH (MIN) f'c = 4,000 PSI FOUNDATIONS (NORMAL WT, AIR ENTRAINED) f'c = 4,000 PSI EXTERIOR SLABS-ON-GRAD (NORMAL WT, AIR ENTRAINED) f'c = 4,000 PSI INTERIOR SLABS-ON-GRADE (NORMAL WT) f'c = 1,000 PSI LEAN CONCRETE, BACKFILL FOR OVER EXCAVATED AREAS EXTERIOR EXPOSED CONCRETE SHALL BE AIR ENTRAINED. CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT CONTAIN AN AIR ENTRAINING AGENT. TOTAL AIR CONTENT SHALL NOT EXCEED 3%. b. REINFORCING STEEL: REINFORCING STEEL: BAR REINFORCING - ASTM A615 GRADE 60 WELDED WIRE REINFORCEMENT (WWR) - ASTM A1064 (FLAT SHEET) c. CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS (UNLESS NOTED): CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS (UNLESS NOTED): FOOTINGS AND SLABS CAST AGAINST GROUND - 3” CONCRETE TO BE IN CONTACT WITH GROUND OR WEATHER: AT BARS LARGER THAN #5 - 2” AT #5 BARS AND SMALLER - 1 1/2” CONCRETE NOT TO BE EXPOSED TO GROUND OR WEATHER: BEAMS, GIRDERS, OR COLUMNS - 1 1/2” SLABS AND WALLS - 3/4” PROVIDE CHAIRS FOR SUPPORT OF ALL REINFORCEMENT. LIFTING OF BARS OR MESH DURING PLACEMENT OF CONCRETE IS NOT PERMITTED. 2. CONCRETE CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR STRUCTURAL CONCRETE”, ACI 301-10. CONCRETE CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR STRUCTURAL CONCRETE”, ACI 301-10. SPECIFICATIONS FOR STRUCTURAL CONCRETE”, ACI 301-10. , ACI 301-10. 3. SHOP DRAWINGS SHALL CONFORM TO ACI DETAILING MANUAL, ACI SP-66-04. SHOP DRAWINGS SHALL CONFORM TO ACI DETAILING MANUAL, ACI SP-66-04. 4. PROVIDE SUPPLEMENTARY REINFORCING AT ALL SLAB-ON-GRADE RE-ENTRANT CORNERS ON DETAIL SHEETS. PROVIDE SUPPLEMENTARY REINFORCING AT ALL SLAB-ON-GRADE RE-ENTRANT CORNERS ON DETAIL SHEETS. 5. LOCATION OF CONSTRUCTION JOINTS NOT SHOWN ON DRAWINGS SHALL BE SUBMITTED TO THE CONTRACTING LOCATION OF CONSTRUCTION JOINTS NOT SHOWN ON DRAWINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER REPRESENTATIVE FOR REVIEW PRIOR TO SUBMISSION OF REINFORCING DETAILS. ALL CONSTRUCTION JOINTS SHALL BE CLEARLY SHOWN IN REBAR DETAIL DRAWINGS. ADDITIONAL REINFORCING AT CONSTRUCTION JOINTS MAY BE REQUIRED. 6. CHAMFER EDGES OF ALL EXPOSED CONCRETE, UNLESS NOTED. CHAMFER EDGES OF ALL EXPOSED CONCRETE, UNLESS NOTED. 7. THE CONTRACTOR SHALL SUPPLY AND INSTALL FLOOR LEVELING MATERIAL AND/OR IMPLEMENT OTHER THE CONTRACTOR SHALL SUPPLY AND INSTALL FLOOR LEVELING MATERIAL AND/OR IMPLEMENT OTHER CORRECTIVE MEASURES IN AREAS WHERE FLOOR FINISH PROVISIONS EXCEED THE FLATNESS AND LEVELNESS REQUIREMENTS. 8. SUBMIT MIX DESIGNS, ADMIXTURES, CURING COMPOUNDS, ETC. FOR APPROVAL PRIOR TO PLACING CONCRETE. SUBMIT MIX DESIGNS, ADMIXTURES, CURING COMPOUNDS, ETC. FOR APPROVAL PRIOR TO PLACING CONCRETE. 9. SEE THE CONCRETE REINFORCING DEVELOPMENT LENGTH TABLE ON SHEET S-002 FOR SEE THE CONCRETE REINFORCING DEVELOPMENT LENGTH TABLE ON SHEET S-002 FOR DIMENSIONS “Ld” AND LAP SPLICE LENGTHS. Ld” AND LAP SPLICE LENGTHS. AND LAP SPLICE LENGTHS. 10. MECHANICAL BAR SPLICING IS PERMITTED PROVIDED THAT MANUFACTURER'S LITERATURE INDICATES A MECHANICAL BAR SPLICING IS PERMITTED PROVIDED THAT MANUFACTURER'S LITERATURE INDICATES A CAPACITY EQUAL TO 125% OF THE FULL TENSION LAP SPLICE CAPACITY. D. MASONRY MASONRY 1. MATERIALS MATERIALS a. HOLLOW CONCRETE MASONRY UNITS (CMU): HOLLOW CONCRETE MASONRY UNITS (CMU): - ASTM C90, TYPE 1 NORMAL WEIGHT (UNLESS NOTED) ASTM C90, TYPE 1 NORMAL WEIGHT (UNLESS NOTED) - UNIT STRENGTH - 1,900 PSI ON NET AREA UNIT STRENGTH - 1,900 PSI ON NET AREA b. MORTAR: MORTAR: - ASTM C270, TYPE S ASTM C270, TYPE S - MORTAR STRENGTH - 1,800 PSI (28 DAY STRENGTH) MORTAR STRENGTH - 1,800 PSI (28 DAY STRENGTH) c. GROUT GROUT - ASTM C476, f'g=3,000 PSI (28 DAY STRENGTH) ASTM C476, f'g=3,000 PSI (28 DAY STRENGTH) d. REINFORCING STEEL REINFORCING STEEL - ASTM A615, GRADE 60 ASTM A615, GRADE 60 e. HORIZONTAL JOINT REINFORCING HORIZONTAL JOINT REINFORCING - ASTM A1064, W1.7, GALV ASTM A1064, W1.7, GALV f. COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE - f'm=1,900 PSI (UNLESS NOTED) f'm=1,900 PSI (UNLESS NOTED) 2. MASONRY CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR MASONRY STRUCTURES” ACI 530.1-13 MASONRY CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR MASONRY STRUCTURES” ACI 530.1-13 SPECIFICATIONS FOR MASONRY STRUCTURES” ACI 530.1-13 ACI 530.1-13 3. MINIMUM SPLICES SHALL BE AS FOLLOWS: MINIMUM SPLICES SHALL BE AS FOLLOWS: #3 TO #5 40 BAR DIA 40 BAR DIA #6 TO #7 52 BAR DIA 52 BAR DIA #8 TO #11 60 BAR DIA 60 BAR DIA 4. HORIZONTAL REINFORCING SHALL BE LADDER TYPE AND SHALL BE PLACED IN EVERY OTHER COURSE HORIZONTAL REINFORCING SHALL BE LADDER TYPE AND SHALL BE PLACED IN EVERY OTHER COURSE UNLESS NOTED. 5. ALL BLOCK SHALL BE PLACED IN RUNNING BOND. ALL BLOCK SHALL BE PLACED IN RUNNING BOND. 6. ALL CORES CONTAINING VERTICAL REINFORCING SHALL BE GROUTED SOLID. ALL CORES CONTAINING VERTICAL REINFORCING SHALL BE GROUTED SOLID. 7. ALL CMU COURSES BELOW GRADE SHALL BE GROUTED SOLID. ALL CMU COURSES BELOW GRADE SHALL BE GROUTED SOLID. 8. ALL VERTICAL REINFORCING SHALL EXTEND TO WITHIN 2” OF TOP OF WALLS. ALL VERTICAL REINFORCING SHALL EXTEND TO WITHIN 2” OF TOP OF WALLS. OF TOP OF WALLS. 9. ALL CMU SHALL BE LAID IN FACE SHELL BED OF MORTAR, EXCEPT AT GROUTED CELL LOCATIONS. CMU ALL CMU SHALL BE LAID IN FACE SHELL BED OF MORTAR, EXCEPT AT GROUTED CELL LOCATIONS. CMU SHALL BE PLACED IN FULL BED OF MORTAR AT GROUTED CELL LOCATIONS. E. STRUCTURAL STEEL STRUCTURAL STEEL 1. MATERIALS MATERIALS a. STRUCTURAL STEEL - ASTM A992, UNLESS NOTED STRUCTURAL STEEL - ASTM A992, UNLESS NOTED b. ANGLES, CHANNELS AND PLATES - ASTM A36, UNLESS NOTED ANGLES, CHANNELS AND PLATES - ASTM A36, UNLESS NOTED c. ANCHOR RODS - ASTM F1554, GRADE 36 ANCHOR RODS - ASTM F1554, GRADE 36 d. HIGH STRENGTH BOLTS - ASTM F3125, UNLESS NOTED HIGH STRENGTH BOLTS - ASTM F3125, UNLESS NOTED e. WELDING ELECTRODES - AWS A5.1 (E70XX) WELDING ELECTRODES - AWS A5.1 (E70XX) f. PIPE - ASTM A53, GRADE B PIPE - ASTM A53, GRADE B g. HOLLOW STRUCTURAL SECTIONS (HSS) - ASTM A500, GRADE C HOLLOW STRUCTURAL SECTIONS (HSS) - ASTM A500, GRADE C h. SAG RODS - ASTM A36 SAG RODS - ASTM A36 i. BASE PLATE GROUT (FLOWABLE) - 6,500 PSI BASE PLATE GROUT (FLOWABLE) - 6,500 PSI 2. STEEL CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR STRUCTURAL STEEL FOR STEEL CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR STRUCTURAL STEEL FOR SPECIFICATIONS FOR STRUCTURAL STEEL FOR BUILDINGS” AISC 360. AISC 360. 3. WELDING SHALL CONFORM TO “STRUCTURAL WELDING CODE” AWS D1.1. WELDING SHALL CONFORM TO “STRUCTURAL WELDING CODE” AWS D1.1. STRUCTURAL WELDING CODE” AWS D1.1. AWS D1.1. 4. PROVIDE 3/4” DIAMETER ASTM F3125 GRADE A325X FASTENERS AT ALL SHEAR TAB CONNECTIONS. PROVIDE 3/4” DIAMETER ASTM F3125 GRADE A325X FASTENERS AT ALL SHEAR TAB CONNECTIONS. DIAMETER ASTM F3125 GRADE A325X FASTENERS AT ALL SHEAR TAB CONNECTIONS. 5. STEEL EXPOSED TO THE EXTERIOR ENVIRONMENT SHALL BE HOT-DIPPED GALVANIZED. STEEL EXPOSED TO THE EXTERIOR ENVIRONMENT SHALL BE HOT-DIPPED GALVANIZED. 6. PROVIDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS SUPPORTING COLUMNS OR RUNNING PROVIDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS. BEAMS SUPPORTING STAIR STRUTS AND STAIR HANGERS, ETC. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8”, FLANGE THICKNESS OF COLUMN ABOVE OR BELOW BEAM, OR , FLANGE THICKNESS OF COLUMN ABOVE OR BELOW BEAM, OR BEAM WEB THICKNESS, WHICHEVER IS GREATER. 7. STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING OF THE STEEL FRAME REQUIRED STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING OF THE STEEL FRAME REQUIRED TO MAINTAIN PLUMBNESS AND STABILITY DURING CONSTRUCTION. 8. PROVIDE AND SET ALL ANGLES SUPPORTING MASONRY AS SHOWN ON ARCHITECTURAL AND/OR STRUCTURAL PROVIDE AND SET ALL ANGLES SUPPORTING MASONRY AS SHOWN ON ARCHITECTURAL AND/OR STRUCTURAL DRAWINGS. ANGLES SUPPORTING MASONRY THAT ARE NOT INDICATED AS CONTINUOUS SHALL BE 1/2” SHORTER THAN THE MASONRY OPENING. SHORTER THAN THE MASONRY OPENING. 9. SEE ARCHITECTURAL DRAWINGS FOR LOOSE LINTELS OVER OPENINGS IN EXTERIOR OR INTERIOR MASONRY SEE ARCHITECTURAL DRAWINGS FOR LOOSE LINTELS OVER OPENINGS IN EXTERIOR OR INTERIOR MASONRY WALLS, INCLUDING DOOR OPENINGS. 10. ALL LINTELS AND RELIEF/SHELF ANGLES WITHIN EXTERIOR WALLS SHALL BE HOT-DIPPED GALVANIZED. ALL LINTELS AND RELIEF/SHELF ANGLES WITHIN EXTERIOR WALLS SHALL BE HOT-DIPPED GALVANIZED. 11. FOR MISCELLANEOUS STEEL CONSTRUCTION NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL FOR MISCELLANEOUS STEEL CONSTRUCTION NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. 12. NO PENETRATIONS ARE PERMITTED THROUGH STRUCTURAL STEEL MEMBERS UNLESS INDICATED ON NO PENETRATIONS ARE PERMITTED THROUGH STRUCTURAL STEEL MEMBERS UNLESS INDICATED ON STRUCTURAL DRAWINGS OR APPROVED BY THE ENGINEER. 13. GRATING SHALL BE NON-SERRATED HOT-DIP GALVANIZED STEEL WITH 1 1/4" X 3/16" BEARING BARS AT GRATING SHALL BE NON-SERRATED HOT-DIP GALVANIZED STEEL WITH 1 1/4" X 3/16" BEARING BARS AT 1 3/16" ON CENTER w/CROSS BARS AT 4" ON CENTER AND CONFORM TO ASTM A569. 14. STAIR TREADS SHALL BE 1-1/4"x3/16" WELD FORGED STEEL BAR SERRATED GRATING WITH STAIR TREADS SHALL BE 1-1/4"x3/16" WELD FORGED STEEL BAR SERRATED GRATING WITH SHALL BE 1-1/4"x3/16" WELD FORGED STEEL BAR SERRATED GRATING WITH CHECKERED PLATE NOSING. 15. ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. F. WOOD FRAMING WOOD FRAMING 14. ALL STRUCTURAL WOOD FRAMING SHALL BE No. 2 SOUTHERN YELLOW PINE (SYP) MINIMUM, STRESS GRADE ALL STRUCTURAL WOOD FRAMING SHALL BE No. 2 SOUTHERN YELLOW PINE (SYP) MINIMUM, STRESS GRADE LUMBER, OR APPROVED EQUAL, WITH THE FOLLOWING MINIMUM ALLOWABLE PROPERTIES: a. MEMBER SIZE: 2x4 MEMBER SIZE: 2x4 - Fb = 1,100 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fb = 1,100 PSI - Fv = 175 PSI - E = 1,400,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fv = 175 PSI - E = 1,400,000 PSI - E = 1,400,000 PSI E = 1,400,000 PSI - Fc,par = 1,450 PSI - Fc,perp = 565 PSI - Ft = 675 PSI Fc,par = 1,450 PSI - Fc,perp = 565 PSI - Ft = 675 PSI - Fc,perp = 565 PSI - Ft = 675 PSI Fc,perp = 565 PSI - Ft = 675 PSI - Ft = 675 PSI Ft = 675 PSI b. MEMBER SIZE: 2x6 MEMBER SIZE: 2x6 - Fb = 1,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fb = 1,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fv = 175 PSI - E = 1,400,000 PSI - E = 1,400,000 PSI E = 1,400,000 PSI - Fc,par = 1,400 PSI - Fc,perp = 565 PSI - Ft = 600 PSI Fc,par = 1,400 PSI - Fc,perp = 565 PSI - Ft = 600 PSI - Fc,perp = 565 PSI - Ft = 600 PSI Fc,perp = 565 PSI - Ft = 600 PSI - Ft = 600 PSI Ft = 600 PSI c. MEMBER SIZE: 2x8 MEMBER SIZE: 2x8 - Fb = 925 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fb = 925 PSI - Fv = 175 PSI - E = 1,400,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fv = 175 PSI - E = 1,400,000 PSI - E = 1,400,000 PSI E = 1,400,000 PSI - Fc,par = 1,350 PSI - Fc,perp = 565 PSI - Ft = 550 PSI Fc,par = 1,350 PSI - Fc,perp = 565 PSI - Ft = 550 PSI - Fc,perp = 565 PSI - Ft = 550 PSI Fc,perp = 565 PSI - Ft = 550 PSI - Ft = 550 PSI Ft = 550 PSI d. MEMBER SIZE: 2x10 MEMBER SIZE: 2x10 - Fb = 800 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fb = 800 PSI - Fv = 175 PSI - E = 1,400,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fv = 175 PSI - E = 1,400,000 PSI - E = 1,400,000 PSI E = 1,400,000 PSI - Fc,par = 1,300 PSI - Fc,perp = 565 PSI - Ft = 475 PSI Fc,par = 1,300 PSI - Fc,perp = 565 PSI - Ft = 475 PSI - Fc,perp = 565 PSI - Ft = 475 PSI Fc,perp = 565 PSI - Ft = 475 PSI - Ft = 475 PSI Ft = 475 PSI e. MEMBER SIZE: 2x12 MEMBER SIZE: 2x12 - Fb = 750 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fb = 750 PSI - Fv = 175 PSI - E = 1,400,000 PSI - Fv = 175 PSI - E = 1,400,000 PSI Fv = 175 PSI - E = 1,400,000 PSI - E = 1,400,000 PSI E = 1,400,000 PSI - Fc,par = 1,250 PSI - Fc,perp = 565 PSI - Ft = 400 PSI Fc,par = 1,250 PSI - Fc,perp = 565 PSI - Ft = 400 PSI - Fc,perp = 565 PSI - Ft = 400 PSI Fc,perp = 565 PSI - Ft = 400 PSI - Ft = 400 PSI Ft = 400 PSI 2. ALL WOOD SILLS IN CONTACT WITH CONCRETE OR GROUTED MASONRY SHALL BE PRESSURE TREATED ALL WOOD SILLS IN CONTACT WITH CONCRETE OR GROUTED MASONRY SHALL BE PRESSURE TREATED (MCA 19% KDAT). 3. ALL CONNECTIONS FOR WOOD MEMBERS NOT SPECIFICALLY NOTED ON THE DRAWINGS SHALL UTILIZE THE ALL CONNECTIONS FOR WOOD MEMBERS NOT SPECIFICALLY NOTED ON THE DRAWINGS SHALL UTILIZE THE MINIMUM NUMBER AND SIZE OF NAILS AS SPECIFIED IN THE GOVERNING BUILDING CODE. 4. ALL WOOD FRAMING AND WOOD FRAMING CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES ALL WOOD FRAMING AND WOOD FRAMING CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES AS SPECIFIED BELOW: a. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER CONSTRUCTION MANUAL. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER CONSTRUCTION MANUAL. b. NATIONAL FOREST AND PAPER ASSOCIATION/AMERICAN WOOD COUNCIL: NATIONAL DESIGN SPECIFICATION NATIONAL FOREST AND PAPER ASSOCIATION/AMERICAN WOOD COUNCIL: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. c. APA-THE ENGINEERED WOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATIONS AND PANEL DESIGN APA-THE ENGINEERED WOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATIONS AND PANEL DESIGN SPECIFICATIONS. d. AMERICAN WOOD-PRESERVERS ASSOCIATIONS STANDARDS. AMERICAN WOOD-PRESERVERS ASSOCIATIONS STANDARDS. e. NATIONAL LUMBER MANUFACTURERS ASSOCIATION: NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE NATIONAL LUMBER MANUFACTURERS ASSOCIATION: NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENINGS. 5. ALL WOOD FRAMING CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. PROVIDE STAINLESS ALL WOOD FRAMING CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. PROVIDE STAINLESS STEEL FASTENERS, ANCHORS, AND CONNECTORS WHEN CONNECTING TO TREATED WOOD. TOE-NAILING IS NOT PERMITTED UNLESS NOTED IN THE GOVERNING BUILDING CODE. SUBMIT MANUFACTURER'S DATA FOR REVIEW. FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE OR APPROVED EQUAL. 6. NAIL PLIES OF BUILT-UP HEADERS, BEAMS, AND STUDS/POSTS TOGETHER WITH TWO ROWS OF 10D NAILS NAIL PLIES OF BUILT-UP HEADERS, BEAMS, AND STUDS/POSTS TOGETHER WITH TWO ROWS OF 10D NAILS AT 12” SPACING, UNLESS NOTED. SPACING, UNLESS NOTED. 7. SHEATHING MUST CONFORM WITH THE FOLLOWING REQUIREMENTS: SHEATHING MUST CONFORM WITH THE FOLLOWING REQUIREMENTS: a. ROOF SHEATHING SHALL BE 5/8” APA RATED SHEATHING, STRUCTURAL I, 32/16 SPAN ROOF SHEATHING SHALL BE 5/8” APA RATED SHEATHING, STRUCTURAL I, 32/16 SPAN APA RATED SHEATHING, STRUCTURAL I, 32/16 SPAN RATING, EXPOSURE 1 OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB). b. WALL SHEATHING SHALL BE 5/8” APA RATED SHEATHING, STRUCTURAL I, EXPOSURE 1 T&G OR WALL SHEATHING SHALL BE 5/8” APA RATED SHEATHING, STRUCTURAL I, EXPOSURE 1 T&G OR APA RATED SHEATHING, STRUCTURAL I, EXPOSURE 1 T&G OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB) c. FLOOR SHEATHING SHALL BE 3/4” APA RATED STURD-I-FLOOR, EXPOSURE 1 T&G OR SIMILARLY RATED FLOOR SHEATHING SHALL BE 3/4” APA RATED STURD-I-FLOOR, EXPOSURE 1 T&G OR SIMILARLY RATED APA RATED STURD-I-FLOOR, EXPOSURE 1 T&G OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB). FOR REPLACEMENT OF DAMAGED SHEATHING, WHERE INDICATED ON PLANS AND DETAILS, PROVIDE NEW SHEATHING OF SAME THICKNESS AS EXISTING, ADJACENT SHEATHING. CONTRACTOR SHALL FIELD VERIFY THE EXISTING, ADJACENT SHEATHING PRIOR TO REMOVING DAMAGED SHEATHING. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE IF THE EXISTING, ADJACENT SHEATHING THICKNESS IS LESS THAN THE MINIMUM INDICATED. ALL JOINTS IN SHEATHING SHALL BE STAGGERED. ALL EDGES OF FLOOR SHEATHING SHALL BE TONGUE AND GROOVE. FOR ROOF SHEATHING, USE PANEL CLIPS, TONGUE AND GROOVE EDGES OR LUMBER BLOCKING EDGE SUPPORTS AS RECOMMENDED BY APA. NAILING SHALL COMPLY WITH REQUIREMENTS FOR PLYWOOD FLOOR/ROOFING DIAPHRAGMS. G. POST INSTALLED ANCHORS POST INSTALLED ANCHORS 1. THE BASIS OF DESIGN FOR POST-INSTALLED ANCHORS IS AS FOLLOWS, UNLESS NOTED: THE BASIS OF DESIGN FOR POST-INSTALLED ANCHORS IS AS FOLLOWS, UNLESS NOTED: a. EXPANSION BOLTS INTO CONCRETE: EXPANSION BOLTS INTO CONCRETE: - HILTI KWIK BOLT TZ. HILTI KWIK BOLT TZ. b. SCREW ANCHOR INTO CONCRETE: SCREW ANCHOR INTO CONCRETE: - HILTI KWIK HUS-EZ. HILTI KWIK HUS-EZ. c. ADHESIVE ANCHOR INTO CONCRETE: ADHESIVE ANCHOR INTO CONCRETE: - HILTI HIT-HY 200 SAFESET WITH HOLLOW DRILL BIT WITH HILTI HAS THREADED ROD (GR. 36); HILTI HIT-HY 200 SAFESET WITH HOLLOW DRILL BIT WITH HILTI HAS THREADED ROD (GR. 36); CONCRETE SHALL HAVE A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR INSTALLATION. d. EXPANSION ANCHOR INTO GROUT-FILLED CMU: EXPANSION ANCHOR INTO GROUT-FILLED CMU: - HILTI KWIK BOLT 3. HILTI KWIK BOLT 3. e. SCREW ANCHOR INTO GROUT-FILLED CMU: SCREW ANCHOR INTO GROUT-FILLED CMU: - HILTI KWIK HUS-EZ. HILTI KWIK HUS-EZ. f. ADHESIVE ANCHOR INTO GROUT-FILLED CMU: ADHESIVE ANCHOR INTO GROUT-FILLED CMU: - HILTI HIT-HY 270 SYSTEM WITH HILTI HAS THREADED ROD (GR. 36). HILTI HIT-HY 270 SYSTEM WITH HILTI HAS THREADED ROD (GR. 36). g. ADHESIVE ANCHOR INTO HOLLOW CMU: ADHESIVE ANCHOR INTO HOLLOW CMU: - HILTI HIT-HY 270 SYSTEM WITH HILTI HAS THREADED ROD (GR. 36) AND APPROPRIATED SCREEN HILTI HIT-HY 270 SYSTEM WITH HILTI HAS THREADED ROD (GR. 36) AND APPROPRIATED SCREEN TUBE. h. ADHESIVE DOWELING FOR ANCHORING REINFORCING BARS INTO CONCRETE: ADHESIVE DOWELING FOR ANCHORING REINFORCING BARS INTO CONCRETE: - HILTI HIT-HY 200 SAFE SET SYSTEM WITH HOLLOW DRILL BIT. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HOLLOW DRILL BIT. 2. SUBSTITUTION REQUESTS FOR ALTERNATIVE ANCHORING SYSTEMS MUST BE APPROVED IN WRITING BY THE SUBSTITUTION REQUESTS FOR ALTERNATIVE ANCHORING SYSTEMS MUST BE APPROVED IN WRITING BY THE CONTRACTING OFFICER REPRESENTATIVE PRIOR TO USE. IF THE CONTRACTOR REQUESTS THE USE OF AN ALTERNATIVE ANCHORING SYSTEM, THE CONTRACTOR SHALL SUBMITT SIGNED AND SEALED CALCULATIONS DEMONSTRATING THAT THE ULTIMATE SHEAR AND TENSION CAPACITY OF THE ALTERNATIVE SYSTEM EQUALS OR EXCEEDS THE CAPACITY OF THE SPECIFIED SYSTEM. THE CONTRACTOR SHALL SUBMIT THE ICC ESR REPORT DEMONSTRATING THAT THE ALTERNATIVE SYSTEM COMPLIES WITH THE RELEVANT BUILDING CODE. ALL ANCHOR SIZES AND EMBEDMENT DEPTHS MUST BE EVALUATED AND COMPARED TO THE SPECIFIED ANCHOR PRODUCT IN ORDER FOR THE ALTERNATIVE SYSTEM TO BE REVIEWED AND APPROVED. 3. REINFORCING BARS SHALL BE EMBEDDED TO DEVELOP THE YIELD STRENGTH OF THE BAR. REINFORCING BARS SHALL BE EMBEDDED TO DEVELOP THE YIELD STRENGTH OF THE BAR. 4. DESIGN OF ALL POST-INSTALLED ANCHORS SHALL BE BASED ON THE CRACKED CONCRETE DESIGN DESIGN OF ALL POST-INSTALLED ANCHORS SHALL BE BASED ON THE CRACKED CONCRETE DESIGN CONDITION, UNLESS NOTED. 5. ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. 6. THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ON SITE THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ON SITE INSTALLATION TRAINING FOR ALL OF THE ANCHORS SPECIFIED. 7. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO THE EDGE OF CONCRETE OR MASONRY. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. 8. LOCATE BY NON-DESTRUCTIVE MEANS AND AVOID ALL EXISTING REINFORCEMENT PRIOR TO THE INSTALLATION LOCATE BY NON-DESTRUCTIVE MEANS AND AVOID ALL EXISTING REINFORCEMENT PRIOR TO THE INSTALLATION OF ANCHORS. IF THE EXISTING REINFORCING LAYOUT PROHIBITS THE INSTALLATION OF ANCHORS AS INDICATED ON THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE IMMEDIATELY. 9. POST-INSTALLED ANCHORS SHALL BE INSTALLED, AS A MINIMUM, TO THE EMBEDMENT DEPTH NOTED IN POST-INSTALLED ANCHORS SHALL BE INSTALLED, AS A MINIMUM, TO THE EMBEDMENT DEPTH NOTED IN SECTIONS/DETAILS UNLESS NOTED. 10. PROOF LOADING, IF REQUIRED, SHALL BE IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. SEE ANCHOR PROOF LOADING, IF REQUIRED, SHALL BE IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. SEE ANCHOR PROOF LOAD SCHEDULES FOR LOAD REQUIREMENTS. 11. POST-INSTALLED ANCHORS SHALL BE INSPECTED DURING INSTALLATION PER IBC CHAPTER 17, TABLE 1705.3. POST-INSTALLED ANCHORS SHALL BE INSPECTED DURING INSTALLATION PER IBC CHAPTER 17, TABLE 1705.3. 12. ADHESIVE ANCHORS THAT ARE INSTALLED HORIZONTALLY OR UPWARDLY INCLINED, AND THAT ARE REQUIRED ADHESIVE ANCHORS THAT ARE INSTALLED HORIZONTALLY OR UPWARDLY INCLINED, AND THAT ARE REQUIRED TO RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION PER ACI 318-14. 13. INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL TRAINED AND QUALIFIED TO INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL TRAINED AND QUALIFIED TO INSTALL ADHESIVE ANCHORS. 14. FOR INSTALLATION OF HORIZONTAL AND UPWARDLY INCLINED ADHESIVE ANCHORS, THE INSTALLER SHALL BE FOR INSTALLATION OF HORIZONTAL AND UPWARDLY INCLINED ADHESIVE ANCHORS, THE INSTALLER SHALL BE CERTIFIED BY AN ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT. H. PRE-ENGINEERED METAL BUILDINGS/COMPONENTS PRE-ENGINEERED METAL BUILDINGS/COMPONENTS 1. DESIGN AND FABRICATION DESIGN AND FABRICATION a. PRE-ENGINEERED BUILDINGS/COMPONENTS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER PRE-ENGINEERED BUILDINGS/COMPONENTS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN A STATE OR POSSESSION OF THE UNITED STATES. THE PRE-ENGINEERED BUILDING SUPPLIER SHALL SUBMIT SIGNED AND SEALED CALCULATIONS, INCLUDING FRAME REACTIONS AND ANCHOR ROD REQUIREMENTS/LAYOUT, TO THE CONTRACTING OFFICER REPRESENTATIVE FOR COORDINATION OF THE FINAL SIZE, LOCATION AND REINFORCING REQUIREMENTS OF THE BUILDING FOUNDATIONS. b. THE PRE-ENGINEERED BUILDING MANUFACTURER SHALL BE THE ENGINEER-OF-RECORD FOR THE THE PRE-ENGINEERED BUILDING MANUFACTURER SHALL BE THE ENGINEER-OF-RECORD FOR THE SUPERSTRUCTURE AND SHALL BE RESPONSIBLE FOR ITS DESIGN. THE PRE-ENGINEERED BUILDING MANUFACTURER SHALL PROVIDE THE COMPLETE SUPERSTRUCTURE ENVELOPE, INCLUDING BUT NOT LIMITED TO, ANCHOR ROD DIAMETER, CONFIGURATION AND STEEL GRADE, GIRTS, CRANE RAIL SUPPORT, AND OTHER MISCELLANEOUS STRUCTURAL STEEL RELATED TO THE BUILDING SUPERSTRUCTURE. STV INCORPORATED IS ONLY RESPONSIBLE FOR THE STRUCTURAL DESIGN OF THE FOUNDATIONS, GROUND FLOOR SLAB AND ANCHOR ROD EMBEDMENT. c. THE PRE-ENGINEERED BUILDING MANUFACTURER SHALL PROVIDE A SUBMITTAL CONTAINING THE THE PRE-ENGINEERED BUILDING MANUFACTURER SHALL PROVIDE A SUBMITTAL CONTAINING THE FINAL FOUNDATION REACTIONS, UTILIZING THE CODE REQUIRED LOAD COMBINATIONS AND FINAL ERECTION AND ANCHOR ROD LAYOUTS WHICH SHOW THE LOCATIONS OF WHERE THE FOUNDATION REACTIONS ARE GIVEN. THE PRE-ENGINEERED BUILDING SUPPLIER SHALL ALSO PROVIDE SIGNED AND SEALED STRUCTURAL STEEL PLANS AND SPECIFICATIONS AS PART OF THEIR SUBMITTAL FOR REVIEW. 2. THE CONTRACTOR IS TO REFER TO THE PRE-ENGINEERED BUILDING MANUFACTURER'S DOCUMENTS THE CONTRACTOR IS TO REFER TO THE PRE-ENGINEERED BUILDING MANUFACTURER'S DOCUMENTS FOR FRAMING OF THE SUPERSTRUCTURE AND INSTALLATION OF THE ANCHOR RODS. 3. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ROOF DECKING, WALL SIDING, INTERIOR SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ROOF DECKING, WALL SIDING, INTERIOR WALL PANELS, ACCESS DOORS, WINDOWS, LOUVERS, AND MISCELLANEOUS ITEMS. 4. THE FOUNDATIONS, INCLUDING WALLS, PIERS, FOOTINGS, GRADE BEAMS, PILE CAPS, ETC. SHALL NOT THE FOUNDATIONS, INCLUDING WALLS, PIERS, FOOTINGS, GRADE BEAMS, PILE CAPS, ETC. SHALL NOT BE PLACED UNTIL THE FINAL DESIGN LOADS AND ANCHOR ROD SIZES AND LAYOUT HAVE BEEN SUBMITTED AND APPROVED. 5. THE PRE-ENGINEERED METAL BUILDING SUPPLIER SHALL ACCOUNT FOR ALL MECHANICAL (HVAC) THE PRE-ENGINEERED METAL BUILDING SUPPLIER SHALL ACCOUNT FOR ALL MECHANICAL (HVAC) UNITS AND ASSOCIATED DUCTWORK, CEILING SYSTEMS AND OTHER MISCELLANEOUS ITEMS SUPPORTED BY THE BUILDING IN THE DESIGN. 6. PERFORMANCE REQUIREMENTS: PERFORMANCE REQUIREMENTS: a. DESIGN LOADS: SEE PROJECT DRAWINGS AND SPECIFICATIONS FOR REQUIREMENTS. DESIGN LOADS: SEE PROJECT DRAWINGS AND SPECIFICATIONS FOR REQUIREMENTS. b. DRIFT AND DEFLECTION: SEE PROJECT SPECIFICATIONS FOR REQUIREMENTS. DRIFT AND DEFLECTION: SEE PROJECT SPECIFICATIONS FOR REQUIREMENTS. I. MISCELLANEOUS MISCELLANEOUS 1. DIMENSIONS OF EQUIPMENT OPENINGS, SUPPORTS, PADS, SLAB DEPRESSIONS, FOUNDATIONS, DIMENSIONS OF EQUIPMENT OPENINGS, SUPPORTS, PADS, SLAB DEPRESSIONS, FOUNDATIONS, ANCHORAGES, ETC. HAVE BEEN DETERMINED USING SPECIFIC MANUFACTURER'S EQUIPMENT. FINAL DIMENSIONS SHALL BE VERIFIED WITH THE ACTUAL EQUIPMENT PURCHASED. THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE OF ANY VARIATIONS. DIMENSIONS SHALL NOT BE CHANGED WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER REPRESENTATIVE. 2. SEE ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL SHEETS FOR ADDITIONAL OPENINGS, SEE ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL SHEETS FOR ADDITIONAL OPENINGS, SLEEVES, EMBEDDED ITEMS, UNDERGROUND PIPING, AND ELECTRICAL GROUNDING NOT SHOWN ON STRUCTURAL SHEETS. 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS PRIOR TO CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS PRIOR TO PROCEEDING WITH THE WORK. VARIATIONS BETWEEN THE INFORMATION SHOWN ON THE DRAWINGS AND THE ACTUAL EXISTING CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER REPRESENTATIVE PRIOR TO PROCEEDING WITH THE WORK. 4. IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE IMMEDIATELY. 5. SEE OTHER DISCIPLINE DRAWINGS FOR LOCATION OF CURBS, CONCRETE PADS, FLOOR DEPRESSIONS, SEE OTHER DISCIPLINE DRAWINGS FOR LOCATION OF CURBS, CONCRETE PADS, FLOOR DEPRESSIONS, ROOF AND FLOOR DRAINS. 6. VERIFY FRAMING FOR SUPPORT OF MECHANICAL EQUIPMENT AND ANY MECHANICAL OPENINGS WITH VERIFY FRAMING FOR SUPPORT OF MECHANICAL EQUIPMENT AND ANY MECHANICAL OPENINGS WITH MECHANICAL TRADES PRIOR TO SUBMISSION OF SHOP DRAWINGS. 7. NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED. FOR NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED. FOR CONDITIONS NOT SPECIFICALLY SHOWN, PROVIDE DETAILS OF A SIMILAR NATURE. VERIFY APPLICABILITY BY SUBMITTING SHOP DRAWINGS FOR REVIEW. 8. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH OTHER DISCIPLINES DRAWINGS. IF STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH OTHER DISCIPLINES DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE PRIOR TO PERFORMING THE WORK. 9. SEE OTHER DISCIPLINES DRAWINGS AND SPECIFICATIONS FOR WATERPROOFING/DAMPROOFING, AND SEE OTHER DISCIPLINES DRAWINGS AND SPECIFICATIONS FOR WATERPROOFING/DAMPROOFING, AND FIREPROOFING DETAILS AND REQUIREMENTS. 10. ALL REFERENCES TO WATER/DAMPROOFING, FIREPROOFING AND UTILITIES ON THE STRUCTURAL ALL REFERENCES TO WATER/DAMPROOFING, FIREPROOFING AND UTILITIES ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. SEE ARCHITECTURAL DRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPROOFING, FIREPROOFING AND UTILITY DETAILS AND REQUIREMENTS. 11. THE STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE THE STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE CONSTRUCTION OF THE STRUCTURE HAS BEEN COMPLETED. THE STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. THIS RESPONSIBILITY INCLUDES ALL RELATED ASPECTS OF CONSTRUCTION ACTIVITY INCLUDING BUT NOT LIMITED TO, ERECTION METHODS, ERECTION SEQUENCE, TEMPORARY BRACING, FORMS, SHORING, USE OF EQUIPMENT, AND SIMILAR CONSTRUCTION PROCEDURES. 12. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS, WITH THE EXCEPTION ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS, WITH THE EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE THE RESULT OF THE REQUIREMENTS OF OTHER DISCIPLINES. ANY DIMENSIONS OR ELEVATIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE OBTAINED FROM OTHER DISCIPLINES DRAWINGS. 13. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION. 14. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE INCLUDING THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE INCLUDING MEANS AND METHODS OF CONSTRUCTION, AND SAFETY OF PERSONS AND PROPERTY. THE ENGINEERS PRESENCE OR REVIEW OF WORK AT THE JOB SITE IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY AND IS NOT TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION, AND/OR SAFETY METHODS. 15. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND PROTECTING THE COMPLETED OR UNCOMPLETED STRUCTURE FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADS. J. DEMOLITION DEMOLITION 1. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS (NEW AND EXISTING) AND NOTIFY THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS (NEW AND EXISTING) AND NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE OF ANY DISCREPENCIES PRIOR TO STARTING DEMOLITION. 2. THE CONTRACTOR SHALL COORDINATE ALL DEMOLITION ACTIVITIES WITH THE CONTRACTING OFFICER THE CONTRACTOR SHALL COORDINATE ALL DEMOLITION ACTIVITIES WITH THE CONTRACTING OFFICER REPRESENTATIVE. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ANY SHORING CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ANY SHORING REQUIRED TO FACILITATE THE DEMOLITION ACTIVITIES. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND INSTALLATION OF ALL TEMPORARY DUST CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND INSTALLATION OF ALL TEMPORARY DUST PROOFING AND WATERPROOFING REQUIRED TO PREVENT DEBRIS OR WATER FROM ENTERING AREAS OF THE FACILITY THAT ARE NOT INCLUDED WITHIN THE WORK. THE CONTRACTOR SHALL COORDINATE THE LOCATION AND INSTALLATION OF THE TEMPORARY DUST PROOFING AND WATERPROOFING WITH THE CONTRACTING OFFICER REPRESENTATIVE. 5. DAMAGE TO ANY EXISTING BUILDING ELEMENTS TO REMAIN, AS A RESULT OF OR ASSOCIATED WITH DAMAGE TO ANY EXISTING BUILDING ELEMENTS TO REMAIN, AS A RESULT OF OR ASSOCIATED WITH THE DEMOLITION ACTIVITIES, SHALL BE REPAIRED OR REPLACED AT THE CONTRACTORS EXPENSE. 6. ALL MATERIALS FROM DEMOLITION SHALL BE REMOVED FROM THE SITE AND PROPERLY DISPOSED OF ALL MATERIALS FROM DEMOLITION SHALL BE REMOVED FROM THE SITE AND PROPERLY DISPOSED OF BY THE CONTRACTOR. K. STRUCTURAL SPECIAL INSPECTIONS STRUCTURAL SPECIAL INSPECTIONS 1. IN ACCORDANCE WITH SECTION 1704 AND 1705 OF THE 2018 INTERNATIONAL BUILDING CODE AND IN ACCORDANCE WITH SECTION 1704 AND 1705 OF THE 2018 INTERNATIONAL BUILDING CODE AND ALL APPLICABLE STATE AND LOCAL REQUIREMENTS, AN INDEPENDENT APPROVED AGENCY SHALL MAKE PERIODIC AND/OR CONTINUOUS INSPECTIONS OF THE CONSTRUCTION PROGRESS IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS: FABRICATED ITEMS SECTION 1704.2.5 SECTION 1704.2.5 STEEL CONSTRUCTION SECTION 1705.2 AISC CHAPTER N CONCRETE CONSTRUCTION SECTION 1705.3, TABLE 1705.3 SECTION 1705.3, TABLE 1705.3 MASONRY CONSTRUCTION SECTION 1705.4, ACI 530 CHAPTER 3 SECTION 1705.4, ACI 530 CHAPTER 3 SOILS SECTION 1705.6, TABLE 1705.6SECTION 1705.6, TABLE 1705.6

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USCG CEU CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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AutoCAD SHX Text 6/26/2020

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35% SUBMITTAL

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AutoCAD SHX Text 10/30/2020

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95% SUBMITTAL

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AutoCAD SHX Text 12/11/2020

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100% SUBMITTAL

AutoCAD SHX Text 10096-06

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BUILDING AND SITE REPAIRS

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CG SFO FORT MACON

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ATLANTIC BEACH

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NC

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A. VOLAK

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M.M. BLACKBURN

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G.P. LODGE

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J.M. HALL, CDR

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AutoCAD SHX Text 8601-D

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NC FIRM LICENSE NO. F-0105

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AutoCAD SHX Text 1:1

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ADS

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JCD

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JAC

AutoCAD SHX Text 1/4" = 1'-0"

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STRUCTURAL

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GENERAL STRUCTURAL NOTES

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GENERAL STRUCTURAL NOTES

DKoons

AutoCAD SHX Text A. DESIGN INFORMATION DESIGN INFORMATION 1. CODES CODES a. DESIGN CONFORMS TO INTERNATIONAL BUILDING CODE (IBC) 2018. DESIGN CONFORMS TO INTERNATIONAL BUILDING CODE (IBC) 2018. b. AMERICAN CONCRETE INSTITUTE (ACI) - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI AMERICAN CONCRETE INSTITUTE (ACI) - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318-14. c. AMERICAN CONCRETE INSTITUTE (ACI) - “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”, ACI 530-13. AMERICAN CONCRETE INSTITUTE (ACI) - “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”, ACI 530-13. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”, ACI 530-13. , ACI 530-13. d. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) - "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) - "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", AISC 360-16. e. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) - "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) - "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", ASCE 7-16. f. AMERICAN WELDING SOCIETY (AWS) - "STRUCTURAL WELDING CODE - STEEL", AWS D1.1-2015. AMERICAN WELDING SOCIETY (AWS) - "STRUCTURAL WELDING CODE - STEEL", AWS D1.1-2015. g. AMERICAN FOREST AND PAPER ASSOCIATION (AF & PA)-" NATIONAL DESIGN SPECIFICATIONS FOR WOOD AMERICAN FOREST AND PAPER ASSOCIATION (AF & PA)-" NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION" NDS-18. 2. LOADS LOADS a. FLOOR LIVE LOAD FLOOR LIVE LOAD GROUND FLOOR (LIGHT STORAGE): 125 PSF ELEVATED FLOORS (INCLUDING PARTITIONS): 65 PSF STAIRS AND LANDINGS: 100 PSF b. ROOF LIVE LOAD: 20 PSF ROOF LIVE LOAD: 20 PSF c. GROUND SNOW LOAD, P : 10 PSF GROUND SNOW LOAD, P : 10 PSF g: 10 PSF FLAT ROOF SNOW LOAD, P : 7 PSF f: 7 PSF SNOW EXPOSURE FACTOR, C : 0.9 e: 0.9 SNOW IMPORTANCE FACTOR, I : 1.0 s: 1.0 THERMAL FACTOR, C : 1.1 t: 1.1 d. WIND LOADS WIND LOADS ULTIMATE DESIGN WIND SPEED, V : 145 MPH ult: 145 MPH NOMINAL DESIGN WIND SPEED, V : 112 MPH asd: 112 MPH RISK CATEGORY: II WIND EXPOSURE CATEGORY: D INTERNAL PRESSURE COEFFICIENT: +/- 0.18 e. SEISMIC LOADS SEISMIC LOADS RISK CATEGORY: II SEISMIC IMPORTANCE FACTOR, I : 1.0 e: 1.0 PROJECT LATITUDE: 34.696606 N PROJECT LONGITUDE: -76.680795 W 0.2 SEC SPECTRAL RESPONSE, S : 0.09 s: 0.09 1.0 SEC SPECTRAL RESPONSE, S : 0.046 1: 0.046 SOIL SITE CLASS: D SITE COEFFICIENT SHORT PERIOD, F : 1.6 a: 1.6 SITE COEFFICIENT LONG PERIOD, F : 2.4 v: 2.4 S : 0.143 MS: 0.143 S : 0.111 M1: 0.111 S : 0.096 DS: 0.096 S : 0.074 D1: 0.074 SEISMIC DESIGN CATEGORY: B BASIC SEISMIC-FORCE-RESISTING SYSTEM: TBD DESIGN BASE SHEAR: XX KIPS SEISMIC RESPONSE COEFFICIENT: TBD RESPONSE MODIFICATION FACTOR, R: TBD DEFLECTION AMPLIFICATION FACTOR, Cd: TBD OVERSTRENGTH FACTOR, Ω: TBD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE B. FOUNDATIONS FOUNDATIONS 1. FOUNDATION DESIGN IS BASED ON THE MINIMUM PRESUMPTIVE LOAD-BEARING VALUES PROVIDED IN IBC 2018 SECTION FOUNDATION DESIGN IS BASED ON THE MINIMUM PRESUMPTIVE LOAD-BEARING VALUES PROVIDED IN IBC 2018 SECTION 1806. SHALLOW FOUNDATION SYSTEMS (ISOLATED SPREAD OR CONTINUOUS STRIP FOOTING) HAVE BEEN ASSUMED TO BE ADEQUATE FOR USE ON THIS PROJECT BASED ON THE MAXIMUM ANTICIPATED COLUMN AND/OR WALL LOADS. FOUNDATIONS HAVE BEEN PROPORTIONED FOR AN ALLOWABLE BEARING PRESSURE OF 2,000 PSF. 2. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL ENGAGE (I.E. SUB-CONTRACT) A GEOTECHNICAL ENGINEER TO PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL ENGAGE (I.E. SUB-CONTRACT) A GEOTECHNICAL ENGINEER TO CONFIRM THE ASSUMED SHALLOW FOUNDATION SYSTEMS AND ALLOWABLE BEARING PRESSURE USED FOR DESIGN IS SUITABLE FOR THE PROJECT SITE(S). 3. ALL EARTHWORK AND FOUNDATION WORK SHALL CONFORM TO THE INFORMATION AND RECOMMENDATIONS PROVIDED BY ALL EARTHWORK AND FOUNDATION WORK SHALL CONFORM TO THE INFORMATION AND RECOMMENDATIONS PROVIDED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER. ALL CONTRACTORS PERFORMING, SUPERVISING OR APPROVING EARTHWORK AND FOUNDATION CONSTRUCTION SHALL COORDINATE WITH THE CONTRACTOR'S GEOTECHNICAL ENGINEER. 4. ALL FOUNDATIONS SHALL BE CONSTRUCTED ON DRY SOIL. ALL EXCAVATIONS SHALL BE ADEQUATELY DE-WATERED ALL FOUNDATIONS SHALL BE CONSTRUCTED ON DRY SOIL. ALL EXCAVATIONS SHALL BE ADEQUATELY DE-WATERED PRIOR TO PLACING CONCRETE. 5. ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS AND/OR PIERS ABOVE, UNLESS NOTED. ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS AND/OR PIERS ABOVE, UNLESS NOTED. 6. PROVIDE DOWELS IN FOUNDATION FOR ALL WALLS, COLUMNS AND PIERS. DOWEL QUANTITY AND SIZE SHALL MATCH PROVIDE DOWELS IN FOUNDATION FOR ALL WALLS, COLUMNS AND PIERS. DOWEL QUANTITY AND SIZE SHALL MATCH THE VERTICAL REINFORCEMENT ABOVE, UNLESS NOTED. 7. PLACE AND COMPACT ALL STRUCTURAL BACK FILL AND LOAD BEARING FILL IN ACCORDANCE WITH THE REQUIREMENTS PLACE AND COMPACT ALL STRUCTURAL BACK FILL AND LOAD BEARING FILL IN ACCORDANCE WITH THE REQUIREMENTS PROVIDED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER. 8. PRIOR TO COMMENCEMENT OF WORK, THE CONTRACTOR SHALL CONTACT THE PRIOR TO COMMENCEMENT OF WORK, THE CONTRACTOR SHALL CONTACT THE APPROPRIATE “CALL-BEFORE-YOU-DIG” AGENCIES FOR LOCATION OF UNDERGROUND UTILITIES. CALL-BEFORE-YOU-DIG” AGENCIES FOR LOCATION OF UNDERGROUND UTILITIES. AGENCIES FOR LOCATION OF UNDERGROUND UTILITIES. 9. PROPERLY GUARD AND PROTECT EXCAVATIONS SO AS TO PREVENT THEM FROM BECOMING DANGEROUS TO PERSON OR PROPERLY GUARD AND PROTECT EXCAVATIONS SO AS TO PREVENT THEM FROM BECOMING DANGEROUS TO PERSON OR PROPERTY. PROPERLY SLOPE SIDES OF EXCAVATION OR PROVIDE EXCAVATION BRACING TO PREVENT CAVING OR EROSION OF SIDES OF EXCAVATION AS PER OSHA AND BUILDING CODE REQUIREMENTS. 10. DEWATERING DURING CONSTRUCTION INCLUDING THE SELECTION OF THE METHOD AND ASSOCIATED CALCULATIONS, IS DEWATERING DURING CONSTRUCTION INCLUDING THE SELECTION OF THE METHOD AND ASSOCIATED CALCULATIONS, IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL OBTAIN APPROVAL FOR SELECTED MOETHOD FROM THE CONTRACTING OFFICER REPRESENTATIVE PRIOR TO THE START OF CONSTRUCTION. 11. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT EXISTING ADJACENT STRUCTURES/FOUNDATIONS OR NEWLY IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT EXISTING ADJACENT STRUCTURES/FOUNDATIONS OR NEWLY CONSTRUCTED ADJACENT FOUNDATIONS ARE NOT DISTURBED AND UNDERMINED DURING ALL CONSTRUCTION AND EXCAVATION OPERATIONS. CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO TEMPORARILY SUPPORT AND/OR PROVIDE UNDERPINNING FOR THE EXISTING STRUCTURES/FOUNDATIONS AS REQUIRED. SUBMIT DETAILS, AND CALCULATIONS OF TEMPORARY SUPPORT AND UNDERPINNING TO THE CONTRACTING OFFICER REPRESNTATIVE FOR REVIEW. THE DETAILS AND CALCULATIONS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN A STATE OR POSSESSION OF THE UNITED STATES. C. CONCRETE CONCRETE 1. MATERIALS: MATERIALS: a.