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GENERAL TES
<br />STRUCTURAL_NOTES (CONTINUATIO
<br />FIBER_ ---REINFORCED P STIC E P)
<br />1.
<br />ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS AND
<br />6. MATERIAL CONFORMANCE:
<br />1.
<br />ALL CONNECTIONS SHALL BE 5/8" DIAMETER FIBER BOLTS, U.N.O. (PULTEX 1625 OR
<br />CURRENT GOVERNING CODES AND SPECIFICATIONS.
<br />A. WIDE FLANGE STEEL SECTIONS PER ASTM A572 OR A992 WITH Fy = 50 KSI
<br />EQUIVALENT) AND ALL HOLES UNLESS NOTED OTHERWISE SHALL BE PUNCHED OR
<br />B. PIPES SECTIONS PER ASTM A501 WITH Fy = 36 KSI
<br />DRILLED 1 /16" LARGER IN DIAMETER THAN THE BOLTS THEY RECEIVE.
<br />2.
<br />THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB
<br />C. TUBE STEEL SECTIONS PER ASTM A500 WITH Fy = 46 KSI
<br />SITE AND SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND
<br />D. COLD FORMED STEEL PER ASTM A653 WITH Fy = 50 KSI
<br />2.
<br />ALL CONTACT SURFACES OF FRP STRUCTURAL SHAPES AND/OR HYBRID POLYMER
<br />CONDITIONS OF ALL WORK AND MATERIALS INCLUDING THOSE FURNISHED BY
<br />E. WELDING ELECTRODES PER AWS CODE, E70XX UNLESS NOTED OTHERWISE ON PLANS
<br />COMPOSITE ARCHITECTURAL PANELS SHALL BE BONDED PER MANUFACTURER'S
<br />SUBCONTRACTORS. ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE
<br />F. ALL OTHER MISCELLANEOUS STEEL SHALL BE ASTM A36 WITH Fy = 36 KSI UNLESS
<br />STRUCTURAL ENGINEER IMMEDIATELY AND SHALL BE RESOLVED BEFORE PROCEEDING WITH
<br />NOTED OTHERWISE ON THE PLANS
<br />RECOMMENDATIONS. USE 1/4" FRP SCREEN SKIN AND EPDXY GLUE SKIN TO FRAMING
<br />THE WORK.
<br />MEMBERS WITH 3/8" DIAMETER FIBER BOLTS AT 24" O.C. EIFS SHALL MATCH BUILDING
<br />AND BE ATTACHED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<br />3.
<br />STRUCTURAL DRAWINGS SHALL WORK IN CONJUNCTION WITH ARCHITECTURAL, MECHANICAL
<br />ADHESIVE / MECHANICAL ANCHORS
<br />AND ELECTRICAL DRAWINGS.
<br />3.
<br />ALL LIQUID NAILS MULTI -PURPOSE CONSTRUCTION ADHESIVE SHALL BE PER MACCO OR
<br />1. ALL POST -INSTALLED ANCHORS SHALL BE PER SIMPSON OR HILTI MANUFACTURING AS
<br />APPROVED EQUIVALENT. BONDING SURFACE SHALL BE CAREFULLY PREPARED TO ENSURE
<br />4.
<br />DESIGN, MATERIALS, EQUIPMENT, AND PRODUCTS 01-HER THAN THOSE DESCRIBED OR
<br />INDICATED ON THE PLANS.
<br />A GOOD ADHESIVE BOND BY WIPING THE SURFACE WITH A STERILIZING SOLVENT,
<br />INDICATED ON THE DRAWINGS MAY BE CONSIDERED FOR USE PROVIDED PRIOR APPROVAL
<br />REMOVING SURFACE GLOSS BY LIGHT SANDING, APPLY ADHESIVE, AND FASTEN OR CLAMP
<br />IS OBTAINED FROM THE STRUCTURAL ENGINEER.
<br />2. MECHANICAL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
<br />BONDING SURFACES UNTIL CURED.
<br />APPROVAL CODES:
<br />5.
<br />ALL CONDITIONS SHOWN OR NOTED AS EXISTING ARE BASED ON THE BEST INFORMATION
<br />FOR HILTI KWIK BOLT TZ2 ANCHORS, INSTALLATION SHALL COMPLY WITH ICC-ES
<br />4.
<br />ALL EXPOSED JOINTS AT ARCHITECTURAL PANELS AHD SHAPES (EDGES, CORNERS, ETC.)
<br />AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS
<br />ESR-4561 FOR ANCHORAGE TO MASONRY AND ICC-ES ESR-4266 FOR ANCHORAGE
<br />SHALL BE CAULKED WITH AN APPROVED FLEXIBLE POLYURETHANE SEALANT/CAULK.
<br />IMPLIED TO THEIR ACCURACY. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS.
<br />TO CONCRETE.
<br />SHOULD CONDITIONS BECOME APPARENT THAT DIFFER FROM THE CONDITIONS SHOWN,
<br />5.
<br />ALL OPEN ENDS OR GAPS OF SCREEN FRAMING WHERE WATER SUSCEPTIBLE TO WATER
<br />THEY SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE PROFESSIONAL
<br />ADHESIVE ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
<br />INFILTRATION SHALL BE WEATHER CAPPED OR SEALED BY THE GENERAL CONTRACTOR.
<br />ENGINEER. PROFESSIONAL ENGINEER WILL THEN PREPARE ADDITIONAL DRAWINGS AS MAY
<br />APPROVAL CODES:
<br />BE NEEDED TO ACCOMMODATE THE CONDITIONS AS BROUGHT TO THEIR ATTENTION.
<br />FOR SIMPSON SET-XP EPDXY ANCHORS, INSTALLATION SHALL BE IN ACCORDANCE
<br />6.
<br />ALL FRP MATERIAL SHALL CONFORM TO ASTM D-638, 695, 790, 2344, 732,
<br />WITH ICC-ES ESR-2508 FOR ANCHORAGE TO CONCRETE, IAPMO UES ER-265 FOR
<br />ADDITIONALLY WITH BOLTS CONFORMING TO ASTM B-565. ALL FRP MATERIAL SHALL
<br />6.
<br />MECHANICAL EQUIPMENT MUST BE FIRMLY ATTACHED TO -THE STRUCTURE. ISOLATORS,
<br />ANCHORAGE TO MASONRY.
<br />HAVE THE FOLLOWING MINIMUM PROPERTIES FOR ALLOWABLE STRESS DESIGN (BASED ON
<br />FASTENERS, AND OTHER ELEMENTS PROVIDING STABILITY FOR MECHANICAL EQUIPMENT
<br />FOR HILTI HIT-HY 200 EPDXY ANCHORS, INSTALLATION SHALL BE IN ACCORDANCE
<br />A SAFETY FACTOR OF 7). VALUES ARE REPRESENTED IN KSI.
<br />SHALL BE CAPABLE OF TRANSMITTING CODE REQUIRED LOADS, BUT IN NO EVENT LESS
<br />WITH ICC ESR-3187 FOR ANCHORAGE TO CONCRETE.
<br />THAN A SHEAR LOAD EQUIVALENT TO 0.45 TIMES THE OPERATING WEIGHT OF THE
<br />MECHANICAL PROPERTY LENGTHWISE CROSSWISE
<br />EQUIPMENT.
<br />3. ALLOW A MINIMUM OF 72 HOURS AFTER NEW CONCRETE IS PLACED PRIOR TO LOCATING
<br />TENSILE STRESS Ft 4.3 1.0
<br />MECHANICAL OR ADHESIVE ANCHORS. ALL MECHANICAL/ADHESIVE ANCHORS REQUIRE
<br />COMPRESSIVE STRESS Fc 4.3 2.1
<br />7.
<br />WATERPROOFING: SEE ARCHITECTURAL DRAWINGS.
<br />SPECIAL STRUCTURAL INSPECTION PER THE BUILDING CODE.
<br />FLEXURAL STRESS Fy 4.3 1.4
<br />MODULUS OF ELASTICITY E 2.8X10_6 --
<br />8.
<br />THE FOUNDATION DESIGN IS BASED ON 2018 IBC TABLE 1806.2. ALLOWABLE SOIL
<br />SHEAR Fv 0.6 --
<br />BEARING VALUE IS 1500.
<br />BOLT SHEAR 1.2 --
<br />9.
<br />THE NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL
<br />MASONRY
<br />STRUCTURAL NOTES AND TYPICAL DETAILS.
<br />1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, MEDIUM WEIGHT, GRADE N
<br />10.
<br />TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED
<br />WITH Fm = 1500 PSI.
<br />OTHERWISE.
<br />SPECIAL STRUCTURAL INSPECTION STRUCTURAL UCT L ONLY
<br />2. MORTAR TYPE S, Fm = 1800 PS{
<br />CONCRETE
<br />3. PROVIDE EXPANSION JOINTS IN MASONRY WALLS EVERY 24'-0" O.C.
<br />1.
<br />SPECIAL STRUCTURAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN
<br />1.
<br />ALL POURED -IN -PLACE CONCRETE SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH OF
<br />ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION. SPECIAL
<br />3000 PSI AT 28 DAYS. UNLESS OTHERWISE NOTED, CEMENT TO BE TYPE-8 FROM
<br />4. VERTICAL REINFORCING SHALL BE 1 #5 VERTICAL IN CENTER OF GROUTED CELL
<br />STRUCTURAL INSPECTION IS REQUIRED FOR THE FOLLOWING:
<br />TESTED STOCK PER ASTM C-150.
<br />CONTINUOUS FULL HEIGHT OF WALL AT ALL CORNERS, INTERSECTIONS, WALL ENDS, BEAM
<br />VERIFICATION AND INSPECTION TYPE REFERENCE STANDARD
<br />BEARINGS, JAMBS, EACH SIDE OF CONTROL JOINTS AND AT INTERVALS NOT TO EXCEED
<br />INSPECTION CONTINUOUS PERIODIC
<br />2.
<br />CONCRETE FORM TOLERANCES SHALL BE WITHIN THE STANDARDS SET BY THE AMERICAN
<br />48" O.C. UNLESS NOTED OTHERWISE ON THE PLANS. TIE AT 8'-0" O.C. VERTICALLY
<br />CONCRETE INSTITUTE.
<br />WITH SINGLE WIRE LOOP TIE BY AA WIRE PRODUCTS COMPANY OR EQUTALENT. DOWEL
<br />STEEL CONSTRUCTION
<br />VERTICAL REINFORCING TO FOUNDATION WITH DOWELS TO MATCH VERTICAL REINFORCING.
<br />WELDING
<br />3.
<br />ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS OR OTHER INSERTS SHALL BE
<br />AT FLOOR AND ROOF AWS D1.3
<br />SECURED IN POSITION AND INSPECTED BY THE LOCAL BUILDING DEPARTMENT INSPECTOR
<br />5. HORIZONTAL REINFORCING SHALL CONSIST OF 2 #5 CONTINUOUS AT ELEVATED FRAMING
<br />DECK WELDS
<br />PRIOR TO THE POURING OF ANY CONCRETE.
<br />ASSEMBLIES. 1 #5 CONTINUOUS AT TOP OF PARAPETS AND FREESTANDING WALLS.
<br />FOR REINFORCING STEEL AWS D1.4, ACI 318
<br />4.
<br />NO PIPES OR DUCTS SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY
<br />PLACE THESE BARS CONTINUOUS THROUGH CONTROL JOINTS. INSTALL BENT BARS TO
<br />FOR STRUCTURAL STEEL
<br />DETAILED. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL
<br />MATCH HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS TO MAINTAIN BOND
<br />DRAWINGS FOR LOCATIONS.
<br />BEAM CONTINUITY. STANDARD WEIGHT (NO. 9 GAGE WIRE) DUR-O-WALL OR
<br />HIGH STRENGTH BOLTING X AISC 360-16, 2014 RCSC
<br />DUR-O-WIRE (OR EQUIVALENT) LADDER TYPE JOINT REINFORCING AT 16" O.C. LAP
<br />5.
<br />FORM EXPOSED CORNERS OF COLUMNS, BEAMS, WALLS, ETC. WITH 3/4" CHAMFERS
<br />LADDER TYPE JOINT REINFORCING 12" MINIMUM.
<br />CONCRETE CONSTRUCTION
<br />REINFORCING STEEL ACI 318
<br />UNLESS DETAILED OTHERWISE.
<br />6. LAP SPLICES FOR VERTICAL AND HORIZONTAL REINFORCING SHALL BE PER TYPICAL
<br />POST -INSTALLED ANCHORS X ACI 318
<br />6.
<br />PROVIDE LIGHT BROOM FINISH ON ALL EXPOSED CONCRETE UNLESS NOTED OTHERWISE.
<br />DETAILS. DO NOT SPLICE WITHIN 8'-0" OF CONTROL JOINTS.
<br />USE OF REQUIRED DESIGN MIX ACI 318
<br />REINFORCING
<br />STEEL
<br />WOOD
<br />MASONRY CONSTRUCTION TMS 402 AND 602/
<br />ACI 530
<br />1.
<br />REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 U.N.O.
<br />1. IN STUD WALLS, UNLESS NOTED OTHERWISE, INSTALL DOUBLE STUDS AT ALL JAMBS,
<br />REINFORCING STEEL
<br />CORNERS, INTERSECTIONS AND AT ISOLATED BEARING POINTS OF FRAMING MEMBERS
<br />GROUT PLACEMENT
<br />ABOVE. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON
<br />CLEANOUTS PRIOR TO CLOSURE
<br />2.
<br />BARS SHALL BE CLEAN OF MUD, OIL, OR OTHER COATINGS LIKELY TO IMPAIR BONDING.
<br />H3 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS
<br />POST -INSTALLED ANCHORS
<br />NAILED DIRECTLY TO THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT
<br />3.
<br />ALL REINFORCING SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE OR
<br />MID -HEIGHT OF BEARING STUD WALLS.
<br />2.
<br />THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN THAT IT
<br />GROUTING MASONRY. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER
<br />CONFORMS TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL
<br />CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM
<br />2. SAWN LUMBER FRAMING SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING
<br />INSPECTOR IS NOT AUTHORIZED TO APPROVE DEVIATIONS FROM THE DESIGN DRAWINGS OR
<br />MOISTURE/CORROSION BY USE OF A PLASTIC OR CONCRETE CHAIR. DUCT -TAPE IS NOT
<br />RULES OF THE WWPA OR THE WCLIB. ALL SAWN LUMBER SHALL BE STAMPED WITH THE
<br />SPECIFICATIONS AND ALL DEVIATIONS MUST BE APPROVED BY THE ENGINEER OF RECORD
<br />AN ACCEPTABLE MOISTURE/CORROSION PROTECTION.
<br />GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE MINIMUM
<br />PRIOR TO PROCEEDING WITH THE WORK. ALL REQUESTS FOR DEVIATIONS SHALL BE
<br />PROPERTIES WHICH MEET OR EXCEED THE FOLLOWING WOOD TYPES:
<br />INITIATED BY THE CONTRACTOR VIA A WRITTEN REQUEST FOR INFORMATION.
<br />4.
<br />REINFORCING STEEL SHALL BE SPLICED AS SHOWN OR NOTED. SPLICES AT OTHER
<br />LOCATIONS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER. ALL VERTICAL WALL
<br />MEMBER WOOD TYPE
<br />3.
<br />THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL
<br />REINFORCEMENT SHALL BE CONTINUOUS BETWEEN SPLICE LOCATIONS SHOWN IN THE
<br />AND TO THE ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE
<br />DRAWINGS.
<br />JOISTS
<br />IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED TO
<br />2X4 (PANELIZED) D.F. SELECT
<br />THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL.
<br />5.
<br />ALL GRADE 60 REINFORCING TO BE WELDED SHALL BE ASTM A706.
<br />2X4 D.F. #2
<br />2X6 OR LARGER D.F. #2
<br />4.
<br />CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE SPECIAL INSPECTOR ACCESS TO ALL
<br />6.
<br />CLEAR CONCRETE COVERAGE IS AS FOLLOWS:
<br />BEAMS
<br />ITEMS REQUIRING SPECIAL INSPECTION. INSPECTOR IS NOT AUTHORIZED TO OPERATE
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
<br />WIDTH OF 4" OR LESS D.F. #1
<br />CONTRACTOR'S EQUIPMENT.
<br />EXPOSED TO EARTH OR WEATHER
<br />#6 OR LARGER 2"
<br />WIDTH GREATER THAN 4" D.F. SELECT
<br />LEDGERS AND TOP PLATES D.F.#2
<br />5.
<br />FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, CONTACT THE
<br />#5 AND SMALLER 1-1 /2"
<br />ENGINEER OF RECORD PRIOR TO START OF CONSTRUCTION.
<br />COLUMNS (TO TIES) 1-1 /2"
<br />STUDS
<br />BEAMS (TO STIRRUPS) 1-1/2"
<br />2X4 D.F. STD
<br />2X6 OR LARGER D.F. #2
<br />FLAT SLABS 3/4"
<br />POSTS
<br />WALLS SEE SCHEDULE AND OR DETAILS
<br />4X4 D.F. #2
<br />ALL OTHER PER LATEST EDITION OF ACI 318
<br />6X6 OR LARGER D.F. SELECT
<br />STRUCTURAL STEEL
<br />3. GLU-LAMINATED BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400
<br />PSI, Fy = 240 PSI, E = 1,800,000 PSI. BEAMS CANTILEVERING OVER SUPPORTS SHALL
<br />1.
<br />THE LABOR, MATERIALS AND EXECUTION REQUIRED FOR ALL CONCRETE WORK AS
<br />HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEAMS SHALL BE
<br />INDICATED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH THOSE APPLICABLE
<br />FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC
<br />PORTIONS OF CHAPTER 22 OF THE LATEST ADOPTED EDITION OF THE CALIFORNIA
<br />AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITO STAMP AND
<br />BUILDING CODE.
<br />CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. IN THE ABSENCE OF CAMBER SHOWN
<br />ON THE PLAN, PROVIDE STANDARD CAMBER. STANDARD CAMBER IS DEFINED AS A
<br />2.
<br />STRUCTURAL STEEL NOT ENCASED IN CONCRETE SHALL BE SHOP PAINTED WITH
<br />RADIUS OF CURVATURE EQUAL TO 2500 FEET.
<br />TNEMEC99 METAL PRIMER OR APPROVED EQUIVALENT.
<br />4. PLYWOOD SHALL BE APA "CDX" RATED SHEATHING OR BETTER AND SHALL BEAR THE
<br />STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN
<br />3.
<br />UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE ASTM A307. THIS INCLUDES
<br />PERPENDICULAR TO SUPPORTS. (ON ROOFS WHERE PLYWOOD IS LAYED UP WITH FACE
<br />EXPANSION/ADHESIVE ANCHORS. BOLTED CONNECTIONS SHALL CONFORM TO AISC
<br />GRAIN PARALLEL TO SUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD). STAGGER JOINTS.
<br />SPECIFICATIONS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br />ALL NAILING SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE. WHERE SCREWS ARE
<br />INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD
<br />4.
<br />UNLESS NOTED OTHERWISE ALL WELDS PER THE LATEST EDITIONS OF THE AWS
<br />SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATIO AND SHALL BE
<br />STANDARDS SHALL CONFORM TO AISC SPECIFICATIONS. WELDING SHALL BE PERFORMED
<br />ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE.
<br />BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE
<br />TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. THESE DRAWINGS DO NOT
<br />USE THICKNESS SPAN/INDEX ATTACHMENT INTERMEDIATE
<br />DISTINGUISH BETWEEN SHOP AND FIELD WELDS.
<br />RATIO EDGE
<br />5.
<br />CONTRACTOR IS PERMITTED TO CUT AND WELD ANTENNA SUPPORT ASSEMBLY ARMS AS
<br />ROOF 5/8" 32/16 1Od@6" O.C. 10d@12" O.C.
<br />NECESSARY TO MEET THE LENGTH REQUIREMENTS IN THE FIELD. WELDS SHALL CONSIST
<br />ROOF 3/4" 40/20 1Od@6" O.C. 10012" O.C.
<br />OF A 3/16" FILLET ALL THE WAY AROUND FOR 1/4" THICK STEEL OR LESS AND 3/8"
<br />LESS. SHALL RESTORE
<br />FLOOR 3/4" 40/20 SCREWS@6" O.C. SCREWS@12" O.C.
<br />ffY O �=R� ERE T
<br />FILLET WELD FOR STEEL 1/2" THICK OR CONTRACTOR
<br />SHEAR WALL 3/8" 24/0 8d@6" O.C. 8d@12" O.C.
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<br />CORROSION BARRIER WITH AN APPROVED PAINT IN ACCORDANCE WITH BS 729-1971 AND
<br />REVIEWED �:I��Iu
<br />PREN 1029."
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<br />1855 GATEWAY BLVD. SUITE 900
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<br />NAME:k
<br />MASONICITE 1TE
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<br />CURRENT ISSUE DATE;
<br />04/05/22
<br />A
<br />10/06/2021
<br />90% CONSTRUCTION
<br />BAK
<br />0
<br />03/21 /2022
<br />100% CONSTRUCTION
<br />BAK
<br />A100%
<br />i
<br />04/05/22
<br />CD: REVISED
<br />PER CLIENT RL
<br />ROY
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