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<br />(THESE SPECIFICATIONS ARE IN ADDITION TO AND DO NOT EXCLUDE
<br />ANY FOUND IN THE GENERAL SPECIFICATIONS FOR THE PROJECT)
<br />1. CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING OF
<br />STRUCTURE DURING CONSTRUCTION. FOUNDATION WALLS WHICH ARE TIED TO SLABS
<br />OR FLOOR/ROOF FRAMING SHALL BE BRACED AGAINST BACKFILL MOVEMENT UNTIL
<br />SLAB/FRAMING (WTIH DECK ATTACHMENT) IS COMPLETED. CONTRACTOR SHALL
<br />PROVIDE ALL TEMPORARY SAFETY ENCLOSURES TO PROTECT ALL PERSONNEL
<br />INVOLVED IN PROJECT.
<br />2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND
<br />SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE
<br />WORK. KEYSTONE STRUCTURAL ENGINEERING, P.C., IS NOT RESPONSIBLE FOR THE
<br />MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY PRECAUTIONS
<br />AND PROGRAMS.
<br />3. SHOP DRAWINGS AND SUBMITTALS:
<br />A. CONTRACTOR SHALL FURNISH COMPLETE AND DETAILED SHOP DRAWINGS. ALL SHOP
<br />DRAWINGS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL
<br />ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.
<br />B. CONTRACTOR SHALL REVIEW AND VERIFY ALL DIMENSIONS AND STAMP ALL SHOP
<br />DRAWINGS PRIOR TO SUBMITTING DRAWINGS TO ARCH/ENG. FOR REVIEW.
<br />CONTRACTOR IS RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE
<br />PREPARATION OF SHOP DRAWINGS SUCH AS, MEMBER SIZES, DETAILS AND DIMENSIONS
<br />SPECIFIED IN THE CONSTRUCTION DOCUMENTS.
<br />C. SHOP DRAWINGS SHALL SHOW MEMBERS SIZES, LOCATION, TYPE AND EXTENT OF
<br />ALL MEMBERS, BOLTS AND WELDS.
<br />D. CONTRACTOR SHALL HAVE AN APPROVED SHOP DRAWINGS AND PROOF OF WELDER
<br />CERTIFICATION AT JOB SITE AT ALL TIMES.
<br />E. PROVIDE SETTING DRAWINGS, TEMPLATES AND DIRECTIONS FOR INSTALLATION OF
<br />ANCHOR BOLTS AND OTHER ANCHORAGES TO BE INSTALLED BY OTHERS.
<br />F. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
<br />4. DESIGN LOADS:
<br />THE BUILDING STRUCTURE DESCRIBED IN THESE PLANS SHALL BE CONSTRUCTED IN
<br />COMPLIANCE WITH THE 2017 FLORIDA BUILDING CODE
<br />A. GRAVITY LOADS
<br />DEAD LOADS:
<br />ROOF/ATTIC: 20 PSF
<br />FLOOR: 60 PSF
<br />LIVE LOADS:
<br />ROOF:
<br />20 PSF
<br />ATTIC:
<br />40 PSF
<br />FLOOR:
<br />125 PSF
<br />STAIRS/CORRIDOR:
<br />100 PSF
<br />B: SNOW LOADS:
<br />GROUND SNOW LOAD (Pg): 0.0 PSF
<br />FLAT ROOF SNOW LOAD (Pt): 0.0 PSF
<br />SNOW EXPOSURE FACTOR (Ce): 1.0
<br />SNOW IMPORTANCE FACTOR (Is): 1.0
<br />THERMAL FACTOR (Ct): 1.0 --�
<br />C. WIND LOADS
<br />BASIC WIND SPEED (3 SEC. GUST): ult 156 MPH
<br />RISK CATEGORY: 11
<br />EXPOSURE CATEGORY: B
<br />INTERNAL PRESSURE (GCpi): +-.18
<br />D. SEISMIC DESIGN CRITERIA:
<br />SEISMIC IMPORTANCE FACTOR (le): 1.0
<br />RISK CATEGORY: 11
<br />MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss: 0.0675g S1: 0.0344g
<br />SITE CLASS: D
<br />S(DS): 0.072
<br />S(D1): 0.055
<br />SEISMIC DESIGN CATEGORY: A
<br />BASIC SEISMIC FORCE RESISTING SYSTEM:
<br />LIGHT FRAMED WALLS SHEATHED WITH STEEL SHEETS
<br />SEISMIC RESPONSE COEFFICIENT (Cs):.0100
<br />RESPONSE MODIFICATION FACTORS (R): 6.5
<br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />FOUNDATION NOTES:
<br />1. SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR BUILDING LOCATION AND ORIENTATION.
<br />COORDINATE ALL DIMENSIONS WITH ARCH. DRAWINGS. DO NOT SCALE DRAWING
<br />3. SEE ARCHITECTURAL DRAWINGS FOR SIDE WALK EXTENTS, PLANTER, AND PAVER
<br />LOCATIONS AND DETAILS.
<br />4. COORDINATE FINISHED FLOOR ELEVATIONS (F.F.E.) WITH ARCH. AND CIVIL DRAWINGS.
<br />5. REFERENCE FFE = SEE PLANS
<br />6. ALL FOOTINGS HAVE BEEN DESIGNED BASED UPON A SOIL BEARING PRESSURE OF 2500
<br />PSF. FOLLOW ALL RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL ENGINEERING
<br />REPORT BY ECS FLORIDA, LLC., ECS PROJECT NUMBER 41:2804, DATED 07/30/2020.
<br />7. ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY THE GEOTECHNICAL
<br />ENGINEER OR TESTING AGENCY PRIOR TO POURING ANY FOUNDATION CONCRETE.
<br />CONTACT STRUCTURAL ENGINEER IF SOIL BEARING PRESSURE IS LESS THAN 2500 PSF.
<br />B. ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 1'- 6" BELOW F.F.E. AND A MINIMUM
<br />OF 1'- 6" BELOW ADJACENT EXTERIOR FINISH GRADE (TYP. UNO)
<br />9. TOP OF INTERIOR FOOTINGS SHALL BE A MINIMUM OF 1'- 0" BELOW F.F.E. (UNO)
<br />10. PRIOR TO COMMENCING ANY FOUNDATION WORK, COORDINATE WORK WITH ANY
<br />EXISTING OR NEW UTILITIES. LOWER FOUNDATION AS REQUIRED TO AVOID
<br />INTERFERENCE WITH UTILITIES.
<br />INDICATES FOOTING STEP. SEE PLANS
<br />SPECIALTY ENGINEERED PRODUCTS:
<br />1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OF
<br />SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN
<br />ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED. IT IS THE GENERAL
<br />CONTRACTOR'S RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP
<br />DRAWINGS ARE SUBMITTED IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND
<br />RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEERED PRODUCTS SHALL BE DESIGNED
<br />FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDING UPLIFT AND LATERAL
<br />LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR LATERAL LOADS TO ASSURE
<br />STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL BE, BUT ARE NOT LIMITED TO, THE
<br />FOLLOWING:
<br />A. LIGHT GAUGE METAL FRAMING INCLUDING, BUT NOT LIMITED TO, SOFFITS, CLADDING,
<br />CEILINGS, ETC.
<br />B. MISCELLANEOUS METALS INCLUDING STEEL STAIRS, MECHANICAL EQUIPMENT SUPPORTS,
<br />FRAMES THAT SUPPORT MACHINES, PIPES OR OTHER STRUCTURAL METAL USED FOR
<br />SUPPORT OF MECHANICAL SYSTEMS.
<br />C. MISCELLANEOUS HANGARS, METAL FRAMES, LADDERS, RIGGING, HANGING WALLS, METAL
<br />RAILINGS,
<br />GLAZING FRAMES, CLADDING SUCH AS STONE, PRECAST, ALUMINUM, METAL PANELS, CABLE
<br />BARRIER SYSTEMS, ETC. OR ANY OTHER MISCELLANEOUS PRODUCT REQUIRED BY THE
<br />ARCHITECTURAL OR MECHANICAL CONSTRUCTION DOCUMENTS.
<br />CONCRETE SLAB ON GRADE NOTES:
<br />1. FLOOR SLABS ON GRADE SHALL BE 7" THICK 3000 PSI MINIMUM COMPRESSIVE STRENGTH
<br />NORMAL WEIGHT CONCRETE. REINFORCED w/ #4's @ 10" o.c. EACH WAY UNLESS NOTED
<br />OTHERWISE, LOCATE 2" FROM BASE OF SLAB -ON -GRADE. SEE CIVIL PLANS FOR FINISHED
<br />FLOOR ELEVATIONS. COORDINATE VAPOR BARRIER REQUIREMENTS w/ ARCHITECTURAL AND
<br />GEOTECHNICAL ENGINEER REQUIREMENTS, PROVIDE 15 MIL (MIN) POLYETHYLENE VAPOR
<br />BARRIER WITH JOINTS LAPPED 6" AND TAPED UNDER ALL INTERIOR SLABS. REFER TO
<br />GEOTECHNICAL ENGINEER FOR BELOW SLAB ON GRADE, SUBGRADE PREPARATION
<br />REQUIREMENTS..
<br />2. CONTROUCONSTRUCTION JOINTS SHALL BE LOCATED SUCH THAT NO AREA EXCEEDS 150
<br />SQUARE FEET NOR SHALL THE LENGTH EXCEED 1.5 TIMES THE WIDTH. CONSTRUCTION
<br />JOINTS MY BE SUBSTITUTED FOR CONTROL JOINTS. METAL " KEYHOLD" JOINTS SHALL BE
<br />USED AT ALL CONSTRUCTION JOINTS. LOCATE ALL CONTROL JOINT EQUAL DISTANCE
<br />BETWEEN LOAD BEARING WALL AND 5'-0" MIN FROM THE END OF LOAD BEARING WALLS
<br />(INCLUDING OPENINGS ETC.)
<br />3. CONDUITS AND PIPES EMBEDDED IN SLABS:
<br />SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE-THIRD THE OVERALL THICKNESS
<br />OF THE SLAB. SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS OR WIDTHS ON
<br />CENTER. A MINIMUM SLAB THICKNESS OF 41/2" MUST BE MAINTAINED OVER THE EMBEDDED
<br />CONDUITS OR PIPES.
<br />6/S3.1
<br />4. THICKEN SLAB AT LOCATIONS INDICATED ON FOUNDATION PLAN SEE
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<br />STEEL NOTES:
<br />1. STRUCTURAL STEEL:
<br />A. SHALL CONFORM TO THE LATEST STANDARDS OF ASTM:
<br />WIDE FLANGE BEAMS: A992
<br />MISC. STRUCTURAL STEEL SHAPES, PLATES AND BARS: AW
<br />HOLLOW STRUCTURAL STEEL SECTIONS (ROUND AND RECTANGULAR):
<br />A500 GRADE B
<br />STRUCTURAL STEEL PIPE: A53 GRADE B
<br />B. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN
<br />ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE AMERICAN
<br />INSTITUTE OF STEEL CONSTRUCTION (AISC 360-05) USING ALLOWABLE STRESS
<br />DESIGN.
<br />C. PROVIDE 1" (MINIMUM) NON -SHRINK GROUT UNDER ALL BASE PLATES.
<br />D. SHOP OR FIELD SPLICES BETWEEN SUPPORTS THAT ARE NOT REQUIRED BY
<br />DESIGN WILL NOT BE ALLOWED. ANY MEMBERS CONTAINING SUCH SPLICES
<br />FOUND IN THE FIELD SHALL BE REMOVED AND REPLACED WITH UNSPLICED
<br />MEMBERS AT THE FABRICATOR'S EXPENSE.
<br />2. STEEL CONNECTIONS:
<br />A. WHERE BEAM REACTIONS OR DETAILS ARE NOT SHOWN IN THE CONSTRUCTION
<br />DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR ONE-HALF THE MAXIMUM
<br />(SIMPLE SPAN) UNIFORM LOAD WHICH THE MEMBER WILL SUPPORT FOR THE
<br />SPAN SHOWN ON THE DRAWINGS.
<br />B. BOLTS SHALL BE HIGH STRENGTH A-325 BOLTS OF SAME SIZE AND NUMBER
<br />AS SHOWN ON DRAWINGS. CONNECTIONS SHALL CONFORM TO THE
<br />SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS.
<br />CONNECTIONS ARE BEARING TYPE.
<br />C. BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION UNLESS
<br />OTHERWISE NOTED ON THE DRAWINGS.
<br />3. WELDS:
<br />A. MINIMUM SIZE OF WELD IS 3/16" AND (E70XX) UNLESS NOTED OTHERWISE.
<br />B. ALL WELDING SHALL CONFORM TO THE LATEST "STRUCTURAL WELDING CODE"
<br />BY THE AMERICAN WELDING SOCIETY. ALL WORK SHALL BE PERFORMED BY
<br />CERTIFIED WELDERS EXPERIENCED IN THE TYPE OF CONSTRUCTION INVOLVED.
<br />PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE.
<br />4. PROVIDE ALL SUPPORTING STEEL NOT INDICATED ON PLAN AS REQUIRED FOR
<br />THE INSTALLATION OF MECHANICAL EQUIPMENT AND MATERIALS, INCLUDING
<br />ANGLES, CHANNELS, BEAMS, HANGERS, ETC. DO NOT SUPPORT EQUIPMENT OR
<br />PIPING FROM METAL DECKING.
<br />5. STEEL STAIRS:
<br />ENGINEERED CONCRETE FILLED STEEL STAIR SYSTEM AND ALL CONNECTIONS OF
<br />THE SAME TO THIS STRUCTURE SHALL BE DESIGNED BY AN ENGINEER
<br />REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED. SUBMIT SHOP
<br />DRAWINGS BEARING THE SEAL AND THE SIGNATURE OF THE ENGINEER FOR
<br />REVIEW PRIOR TO FABRICATION. THE CONFIGURATION OF THE STEEL STAIR
<br />SYSTEM SHALL BE SHOWN ON THE ARCHITECTURAL DRAWINGS. STEEL STAIR
<br />SYSTEM AND ALL CONNECTIONS SHALL BE DESIGNED FOR ALL APPLICABLE
<br />LOADS AS INDICATED ON THE PLANS AND IN ALL APPLICABLE BUILDING CODES.
<br />THE LOADS SHALL BE CLEARLY INDICATED ON ALL SHOP DRAWINGS. SHOP
<br />DRAWINGS SHALL SHOW AND SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE
<br />STEEL STAIR SYSTEM AS WELL AS CONNECTIONS TO AND LOADS IMPOSED UPON
<br />THE STRUCTURAL SYSTEM SHOWN OF THESE PLANS.
<br />COLD FORMED METAL FRAMING NOTES:
<br />1. METAL FRAMING;
<br />NON-STANDARD SSMA METAL FRAMING MEMBER (CEE (C), TRACK, ZEE (Z) & HAT
<br />CHANNELS) DIMENSIONS, CONFIGURATIONS AND SECTION PROPERTIES SHALL
<br />COMPLY WITH THE 2013 AISI, COLD -FORMED STEEL DESIGN SPECIFICATIONS
<br />2. USE STEEL TO FORM ZINC COATED (GALVANIZED) NON-STANDARD SSMA METAL
<br />FRAMING MEMBERS TO MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM
<br />A653, GRADE 55 (FY=55 KSI), AND G60 COATING DESIGNATION AS DESCRIBED IN ASTM
<br />A 924
<br />3. USE STEEL TO FORM PRIMED NON-STANDARD SSMA METAL FRAMING MEMBERS
<br />TO MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A1011, GRADE 55 (FY=
<br />55 KSI).
<br />4. SUBMIT SHOP DRAWING INDICATING MEMBER DIMENSIONS, CONFIGURATIONS,
<br />SECTION PROPERTIES, COATING, DETAIL OF FABRICATION, DETAILS OF ATTACHMENT
<br />TO ADJOINING WORK AND DETAILS OF ALL FASTENERS INCLUDING LOCATION AND
<br />SPACING OF ALL FASTENERS ATTACHING FRAMING TO ITSELF.
<br />5. SHOP DRAWING SUBMITTAL TO INCLUDE PLANS, ELEVATIONS, SECTIONS AND
<br />DETAILS
<br />6. SUBMIT SHOP DRAWINGS INCLUDING CALCULATIONS PREPARED, SIGNED AND
<br />SEALED BY A ENGINEER LICENSED WITH AND ACTIVE REGISTRATION IN THE STATE
<br />WHERE THE PROJECT IS LOCATED.
<br />7. SCREWS SHALL BE SELF DRILLING TYPE SCREWS OF THE OF THE MINIMUM
<br />DIAMETER INDICATED ON PLANS AND DETAILS WITH A MIN PENETRATION THROUGH
<br />JOINED MATERIAL OF NOT LESS THAN (3) EXPOSED THREADS.
<br />8. SCREW SPACING AND EDGE DISTANCES SHALL BE (3) SCREW DIAMETERS WITH A
<br />MIN 1/2" DIMENSION.
<br />9. SCREW SHALL HAVE A PROTECTIVE COATING OF NOT LESS THAN THE JOINED
<br />MEMBER PROTECTIVE COATING.
<br />10. ALL BOLTS FOR CONNECTIONS SHALL CONFORM TO ASTM A325
<br />11. DO NOT ALTER, CUT OR REMOVE MEMBERS OR CONNECTIONS OF MEMBERS
<br />WITH PRIOR WRITTEN APPROVAL OF ENGINEER.
<br />12. FIELD TOUCH UP ALL FIELD WELDS AND ABRASIONS OF GALVANIZED MATERIALS
<br />WITH ZINC RICH PAINT IN ACCORDANCE WITH ASTM A 780, ANNEX A2. TOUCH UP
<br />WORK SHALL BE COMPLETED PRIOR TO ATTACHMENT OF THE WORK OF ANY OTHER
<br />SECTIONS TO THE LIGHT GAUGE STEEL FRAMING.
<br />13. STANDARD SSMA METAL STUD AND TRACK FRAMING
<br />A. METAL STUD STRENGTH CRITERIA:
<br />1. 18 MIL TO 43 MIL - 33 KSI MIN. YIELD STRESS
<br />2. 54 MIL TO 97 MIL - 50 KSI MIN. YIELD STRESS
<br />3. RUNNER TRACK - 33 KSI MIN. YIELD STRESS (UNO)
<br />DO NOT USE STUDS LESS THAN 43 MIL FOR ANY EXTERIOR WALL USED TO
<br />BACK-UP BRICK VENEER.
<br />B. ATTACH METAL FRAMING TO PRIMARY STRUCTURE WITH A DEFLECTION TRACK OR
<br />A STEEL NETWORK INC. VERTICAL DEFLECTION CLIPS CAPABLE OF ALLOWING 1" OF
<br />VERTICAL DEFLECTION.
<br />14. METAL STUD FASTENERS:
<br />A. SCREW CONNECTIONS
<br />USE #10-16 KWIK-FLEX SELF -DRILLING SCREWS OR APPROVED EQUAL
<br />UNLESS OTHERWISE NOTED. 4 SCREWS PER CONNECTION MIN., UNLESS
<br />NOTED OTHERWISE OR A PRE-ENGINEERED TRUSS.
<br />B. POWER DRIVEN FASTENERS:
<br />1. FASTENING TO CONCRETE:
<br />USE 0.145" DIA. DOME HEAD NAIL TYPE "X-ZF" BY HILTI OR APPROVED EQUAL
<br />UNLESS NOTED OTHERWISE.
<br />MIN. EMBEDMENT = 1 1/4" MIN. EDGE DISTANCE = 2"
<br />MIN. SPACING = 3" MAX. SPACING =12"
<br />2. FASTENING TO STEEL:
<br />USE 0.145" DIA. DOME HEAD KNURLED SHANK FASTENER TYPE "X-EDNI" BY
<br />HILT[ OR APPROVED EQUAL UNLESS NOTED OTHERWISE.
<br />MIN. EMBEDMENT = FULL PENETRATION
<br />MIN. EDGE DISTANCE = 1/2/1
<br />MIN. SPACING = 1 1/2" MAX. SPACING 12"
<br />15. FASTEN 5/8" PLYWOOD (STRUCTURAL RATED SHEATHING) FOR SIGNAGE
<br />ATTACHMENT TO METAL STUD FRAMED WALL AND PARAPETS WITH #12 SCREWS,
<br />SPACED AT 6" o.c. FOR THE PANEL EDGES AND FIELD ON STUDS SPACED AT 24" o.c..
<br />SEE ARCHITECTURAL DRAWINGS FOR PLYWOOD LOCATIONS AND EXTENT.
<br />ROOF FRAMING NOTES:
<br />1. DESIGN ROOFING FOR A NET UPLIFT PER COMPONENT AND CLADDING SCHEDULE ON
<br />SO. 1. NO 1/3 STRESS INCREASE ALLOWED.
<br />2. STANDING SEAM ROOF (SEE ARCHITECTURAL). COORDINATE FASTENER
<br />REQUIREMENTS AND FLASHING DETAILS WITH MANUFACTURER SELECTED.
<br />3. COORDINATE THE EXACT LOCATION AND EXTENT OF ROOF HATCH OPENINGS WITH
<br />ARCH. DRAWINGS.
<br />FLOOR FRAMING NOTES:
<br />3. FLOOR SLAB SHALL BE 51/2" (TOTAL THICKNESS) WITH NORMAL WEIGHT
<br />CONCRETE (f c=3000 PSI) ON 3" 20 GAUGE COMPOSITE METAL DECK (50 Fy)
<br />(NEW MILLENNIUM 3.0 CD OR EQUAL). REINFORCE SLAB WITH WWR: 6X6-
<br />W1.4XW1.4 LOCATED AT MID -DEPTH OF SLAB.
<br />4. ATTACHMENT OF FLOOR DECK TO SUPPORTS WITH (#12 TEK SCREWS)
<br />IN A 36/4 PATTERN WITH 4 SIDE LAPS PER SPAN (#10 SCREWS).
<br />ATTACHMENT AT PERIMETER OF DECK SHALL BE EQUAL TO ATTACHMENT
<br />AT DECK SIDE LAPS AND DECK SHEET ENDS. ANY PARTIAL OR SKEWED
<br />SHEETS SHALL BE ATTACHED AT EVERY FLUTE REGARDLESS OF
<br />ATTACHMENT PATTERN.
<br />- r 3" TYPE 3.00D 20GA. (.0358")
<br />36/4 11 (3 SPAN MIN.)
<br />(G60 GALVANIZED.)
<br />5. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS AND OTHER
<br />PERMANENT SUSPENDED LOADS SHALL NOT BE SUPPORTED BY THE
<br />METAL DECKING.
<br />6. PROVIDE 51/2"x5" LLV 14GA CONT. POURSTOP ANGLE AT ALL DECK
<br />EDGES AND AROUND ALL OPENINGS IN FLOOR SLAB.
<br />7. PROVIDE 6"x4"x5/16" ANGLE AT ALL DECK EDGES SUPPORTED ON CMU
<br />WALLS.
<br />SPECIAL INSPECTIONS:
<br />A. THE SPECIAL INSPECTOR SHALL BE ENGAGED BY THE OWNER. SPECIAL
<br />INSPECTOR SHALL BE FULLY QUALIFIED, APPROVED BY THE BUILDING OFFICIAL,
<br />REGISTERED BY APPLICABLE REGISTRATION BOARD IF REQUIRED BY THE
<br />LOCAL BUILDING OFFICIAL, AND SHALL BE ACCEPTABLE TO THE ARCHITECT.
<br />B. THE SPECIAL INSPECTOR SHALL PROVIDE VERIFICATION OF CONSTRUCTION
<br />QUALITY CONTROL INSPECTIONS AND TESTING. THE SPECIAL INSPECTOR SHALL
<br />CERTIFY THAT ALL WORK REQUIRING INSPECTION IS PERFORMED IN COMPLIANCE
<br />WITH ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS, BUILDING CODE
<br />REQUIREMENTS AND LOCAL BUILDING DEPARTMENT REQUIREMENTS.
<br />C. SPECIAL INSPECTIONS ARE REQUIRED FOR THE ITEMS NOTED IN THE STATEMENT
<br />OF SPECIAL INSPECTIONS AND THE 2012 IBC CHAPTER 17. THE CONTRACTOR
<br />SHALL OBTAIN A COPY OF THE STATEMENT OF SPECIAL INSPECTIONS AND
<br />NOTIFY THE SPECIAL INSPECTOR WHEN WORK IS READY TO BE INSPECTED.
<br />D. FAILURE TO NOTIFY THE SPECIAL INSPECTOR PRIOR TO OBSCURING AN ITEM
<br />REQUIRING INSPECTION MAY RESULT IN THE CONTRACTOR REMOVING OTHER
<br />WORK TO ALLOW INSPECTION. THIS WORK WILL BE REMOVED AND REPLACED
<br />AT THE CONTRACTORS EXPENSE. FAILURE TO HAVE REQUIRED ITEMS INSPECTED
<br />IS REASON FOR REJECTION OF THE WORK.
<br />E. PREMATURE NOTIFICATION FOR INSPECTIONS WILL RESULT IN ADDITIONAL
<br />INSPECTION WITH ALL EXPENSES AND FEES PAID FOR BY THE CONTRACTOR.
<br />SHEAR WALL AND WALL PANEL NOTES
<br />1. 26 GAUGE PBU WALL PANELS WHERE NOTED, ALL OTHER PANELS SHALL BE 29
<br />GAUGE PBU WALL PANELS. ALL WALL PANELS SHALL BE GRADE 80
<br />2. ATTACH ALL PBU PANEL ENDS TO SUPPORTS WITH #12 TEK SCREWS AT 6" o.c.
<br />AND TO INTERMEDIATE SUPPORTS AT 12" o.c.
<br />3. SIDELAP ATTACHMENT FOR WALLS DESIGNATED AS SHEAR WALLS ON THE
<br />PLANS SHALL BE #12 TEK SCREWS AT 12" o.c. (20" o.c. FOR ALL OTHER WALL). FOR
<br />WALLS DESIGNATED AS SHEAR WALLS ON THE PLANS, FASTEN BOTTOM EDGE OF
<br />PANEL TO BOTTOM TRACK WITH #12x3/4" TEK SCREW PANEL FASTENERS @ 12" o.c.
<br />(20" o.c. FOR ALL OTHER WALL).
<br />4. ALL PERIMETER PANELS SHALL BE FULL HEIGHT 29 GAUGE PBU WALL PANELS
<br />OVER RATED GYPSUM WALL BOARD (SEE ARCH.).
<br />5. ALL INTERIOR PANELS SHALL BE 9'- 0" HIGH. COORDINATE EXACT PANEL HEIGHT
<br />WITH ARCHITECTURAL.
<br />6. THERE SHALL BE A DOUBLE STUD AT EACH END OF EACH SHEAR WALL AT THE
<br />LEVEL OF THE SHEAR WALL AND ALL LEVELS BELOW WITH THE EXCEPTION OF
<br />SHEAR WALLLS AT THE ROOF LEVEL. THE DOUBLE STUD SIZE, TYPE AND GAUGE
<br />SHALL BE EQUAL TO THE SHEAR WALL FRAMING MEMBERS AT EACH LEVEL.
<br />7. SCREWS SHALL BE SELF DRILLING TYPE SCREWS WITH A MIN PENETRATION
<br />THROUGH JOINED MATERIAL OF NOT LESS THAN (3) EXPOSED THREADS.
<br />8. SHEAR WALLS DESIGNATED ON A LEVEL ARE THE WALLS BELOW THAT LEVEL.
<br />SW-1 29 GAUGE PBU PANEL ON ONE SIDE OF WALL TO 9'- 0" MINIMUM WITH
<br />STRAP BRACES ABOVE TOP OF PANEL
<br />SW-2 26 GAUGE PBU PANEL ON ONE SIDE OF WALL TO 9'- 0" MINIMUM WITH
<br />STRAP BRACES ABOVE TOP OF PANEL
<br />HEADER CONNECTION
<br />SCHEDULE
<br />TOP TCK,
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<br />GAUGE (SEE
<br />PLAN)
<br />-
<br />(2) C4 x 2 1/2'. x 16 GA
<br />----
<br />(2) ROWS (3) #12 SCREWS (6 TOTAL)
<br />(2) C4 x 2" x 12 GA
<br />(2) ROWS (3) #12 SCREWS (6 TOTAL)
<br />DOUBLE „C„-
<br />STUDS, BACK
<br />(2) ROWS (4) #12 SCREWS (8 TOTAL)
<br />(2) C6 x 21/2" x 14 GA
<br />(2) C8 x 2 1/2" x 12 GA
<br />(2) ROWS (5) #12 SCREWS (1.0 TOTAL)
<br />TO BACK, SEE
<br />PLAN.
<br />(2) C10 x 2 1/2" x 12 GA
<br />(2) ROWS (7) #12 SCREWS (14 TOTAL)
<br />(2) C12 x 4" x 12 GA
<br />(2) ROWS (7) #12 SCREWS (14 TOTAL)
<br />0.2h
<br />0.6h
<br />(2
<br />(3)
<br />REINFORCED MASONRY NOTES:
<br />IMPORTANT:
<br />SPECIAL INSPECTION IS REQUIRED FOR ALL MASONRY CONSTRUCTION.
<br />1. ALL MASONRY WALLS SHALL HAVE CELLS REINFORCED AND DOWELED INTO
<br />FOUNDATION AS NOTED ON THE DRAWINGS. ALL MASONRY BELOW GRADE SHALL
<br />BE GROUTED SOLID.
<br />2. REINFORCED CELLS WITH GROUT SHALL BE CONTINUOUS FROM FOUNDATION
<br />TO THE TOP OF THE WALL.
<br />3. FILL REINFORCED CELLS WITH MECHANCIALLY MIXED GROUT (2,500 PSI MIN.).
<br />A. GROUT SHALL CONFORM TO ASTM C-476 (PROPORTION SPECIFICATION).
<br />B. GROUT SHALL BE MIXED FOR AT LEAST 5 MINUTES IN MECHANICAL MIXER
<br />AND PLACED WITHIN 1 1/2 HOURS FROM THE INITIAL INTRODUCTION OF
<br />WATER AND PRIOR TO INTIAL SET.
<br />C. BETWEEN GROUT POURS, A HORIZONTAL CONSTRUCTION JOINT SHALL
<br />BE FORMED BY STOPPING ALL CMU AT THE SAME ELEVATION AND WITH
<br />THE GROUT STOPPING A MINIMUM OF 1 1/2" BELOW A MORTAR JOINT,
<br />EXCEPT AT THE TOP OF THE WALL. WHERE BOND BEAMS OCCUR, THE
<br />GROUT POUR SHALL BE STOPPED A MINIMUM OF 1/2" BELOW THE TOP OF
<br />THE MASONRY.
<br />D. CMU WALLS SHALL BE CONSTRUCTED USING LOW -LIFT GROUTING (5'-0"
<br />MAX. POUR HEIGHTS).
<br />E. ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS ARE MARKED ON
<br />THE PLANS AS (SW). SEE SCHEDULE ON THIS SHEET FOR REINFORCEMENT.
<br />4. ALL CONCRETE MASONRY SHALL HAVE A MINIMUM NET AREA COMPRESSIVE
<br />STRENGTH (f m) OF 1500 PSI. (MSJC S1.46.26 TABLE 2).
<br />5. MORTAR SHALL BE TYPE S-(ASTM 270 TABLE 1 MORTAR PROPORTION
<br />SPECIFICATION REQUIREMENTS).
<br />A. THICKNESS OF BED JOINTS SHALL BE 3/8" EXCEPT THAT THE THICKNESS
<br />OF THE BED JOINT OF THE STARTING COURSE PLACED OVER
<br />FOUNDATIONS SHALL NOT BE LESS THAN 1/4" AND NOT MORE THAT 3/4".
<br />B. MORTAR SHALL BE MIXED UNTIL MIXTURE IS UNIFORM THOUGHOUT.
<br />C. UNUSED MORTAR SHALL BE DISCARDED WITHIN 21/2 HOURS AFTER
<br />INITIAL MIXING.
<br />6. ALL MASONRY UNITS SHALL CONFORM TO ASTM C-90 AND HAVE A NET AREA
<br />COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS EQUAL TO 1900 PSI
<br />(MSJC S1.46.213 TABLE 2)
<br />A. ALL WALLS SHALL BE CONSTRUCTED USING RUNNING BOND (U.N.0).
<br />7. REINFORCING STEEL SHALL CONFORM TO ASTM A615-GRADE 60. FOR WELDED
<br />REINFORCING USE ASTM A706-GRADE 60.
<br />8. ALL MASONRY WALLS SHALL HAVE STANDARD HORIZONTAL (9 GA.) LADDER TYPE
<br />REINFORCING @ 16" o.c. JOINT REINFORCEMENT SHALL CONFORM TO ASTM A951.
<br />9. COORDINATE REQUIRED TYPE, SIZE, GAUGE, AND SPACING OF STEEL ANCHORS
<br />FOR ATTACHMENT OF MASONRY VENEER WITH ARCH. DRAWINGS.
<br />10. CONTROL JOINTS IN CONCRETE MASONRY SHALL HAVE A MAXIMUM SPACING
<br />OF 25'-0" o.c. (UNO). COORDINATE THE LOCATION OF BRICK EXPANSION JOINTS
<br />WITH ARCH. DWGS.
<br />11. SLEEVE ALL PLUMBING OR FIRE PROTECTION PIPING THRU CMU WALLS.
<br />12. REINFORCING BARS FOR VERTICAL FILLED CELLS SHALL BE LAPPED
<br />ACCORDING TO MASONRY LAP LENTH TABLE 1, SEE THIS SHEET.
<br />13. COORDINATE EXACT LOCATION AND EXTENT OF ALL OPENINGS IN MASONRY
<br />WALLS WITH ARCH. DRAWINGS.
<br />14. MINIMUM MASONRY COVER FOR REINFORCING STEEL:
<br />A. MASONRY EXPOSED TO WEATHER OR EARTH:
<br />2" FOR BARS LARGER THAN #5
<br />11/2" FOR #5 AND SMALLER BARS
<br />B. MASONRY NOT EXPOSED TO WEATHER OF EARTH: 11/2"
<br />REINFORCED CONCRETE NOTES:
<br />1. STRUCTURAL MEMBERS OF REINFORCED CONCRETE SHALL BE CONSTRUCTED IN
<br />ACCORDANCE WITH AC1318.
<br />2. ALL CONCRETE SHALL HAVE A SLUMP OF 4" (+/-1") AND A MINIMUM 28 DAY COMPRESSIVE
<br />STRENGTH:
<br />A. FOOTINGS: 3000 PSI (0.50 MAXIMUM WATER/CEMENT RATIO).
<br />B. WALLS: 3000 PSI (0.50 MAXIMUM WATER/CEMENT RATIO).
<br />C. SLAB ON GRADE: 3000 PSI (540 LBS/CUBIC YARD MINIMUM CEMENTITIOUS MATERIAL)
<br />(0.50 MAXIMUM WATER/CEMENT RATIO).
<br />3. ALL STEEL REINFORCEMENT SHALL BE ASTM 615-GRADE 60. ALL WELDED STEEL
<br />REINFORCEMENT SHALL BE ASTM A706-GRADE 60. WELDED WIRE REINFORCEMNET SHALL BE
<br />ASTM A185. ALL WELDED REINFORCEMENT SHALL BE IN ACCORDANCE WITH AWS D1.4.
<br />4. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: (UNO)
<br />A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
<br />B. CONCRETE EXPOSED TO EARTH AND WEATHER:
<br />#5 REBAR AND SMALLER: 1 1/2"
<br />#6 REBAR AND LARGER: 2"
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH.
<br />SLABS, WALLS, AND JOISTS:
<br />#14 OR #18 REBARS: 1 1/2"
<br />#11 REBAR AND SMALLER: 3/4"
<br />BEAMS AND COLUMNS: 1 1/2"
<br />5. UNLESS NOTED OTHERWISE, CAST IN PLACE CONCRETE SHALL HAVE THE
<br />FOLLOWING STEEL ADDED AROUND ALL OPENINGS:
<br />245 (LENGTH OF OPENING+ 48") ALONG EACH SIDE OF OPENING AND
<br />TWO (2)-#5x5'-O" DIAGONALLY AT EACH CORNER.
<br />6. ALL CONCRETE COMPRESSIVE STRENGTH TESTS SHALL BE AVAILABLE AT JOB SITE.
<br />7. ALL LAP SPLICE LENGTHS SHALL BE AS SHOWN IN TABLE 2 THIS SHEET
<br />0.6h.0.6h
<br />t
<br />CD
<br />O
<br />- -{
<br />t
<br />-o
<br />U I c:
<br />l)
<br />ROOF PRESSURE ZONES
<br />WALL PRESSURE ZONESo.sn
<br />COMPONENT
<br />AND
<br />AREA
<br />(SF)
<br />CLADDING
<br />(MAIN
<br />ROOF)
<br />REMARKS
<br />ZONE
<br />ZONE 1'
<br />MAX (+)
<br />(PSF)
<br />MAX (-)
<br />(PSF)
<br />-34.2
<br />10
<br />100
<br />+16.0
<br />+16.0
<br />+16.0
<br />-34.2
<br />-59.6
<br />ZONE 1
<br />10
<br />100
<br />+16.0
<br />-46.5
<br />10
<br />+16.0
<br />-78.5
<br />ZONE 2
<br />-.
<br />100
<br />+16.0
<br />-61.8
<br />10
<br />+16.0
<br />-107.1
<br />ZONE 3
<br />-
<br />----
<br />100
<br />+16.0
<br />-73.5
<br />COMPONENT AND CLADDING (WALLS)
<br />AREA
<br />MAX (+)
<br />MAX (-)
<br />ZONE
<br />REMARKS
<br />(SF)
<br />(PSF)
<br />(PSF)
<br />10
<br />+37.4
<br />-40.5
<br />ZONE 4--
<br />100
<br />+31.8
<br />-35.0
<br />10
<br />+37.4
<br />-50.0
<br />ZONE5
<br />-
<br />-_-_
<br />100
<br />+31.8
<br />-38.9
<br />WIND TABLE NOTES:
<br />1. LOADS BASED ON ASCE 7-16
<br />2. 0.6h=22 FT
<br />REINFORCED CONCRETE
<br />TENSION LAP SPLICE
<br />LENGTHS
<br />TABLE 2
<br />(INCHES)
<br />BAR SIZE
<br />f c=3000 PSI
<br />f c=4000 PSI
<br />#3
<br />25
<br />21.3
<br />#4
<br />33
<br />29
<br />#5
<br />41
<br />36
<br />#6
<br />49
<br />43
<br />#7
<br />72
<br />62
<br />DRAWING INDEX
<br />-
<br />Sheet Number
<br />--- -- . ..
<br />Sheet Name
<br />SO.1
<br />GENERAL NOTES & SCHEDULES
<br />S1.1
<br />FOUNDATION PLAN
<br />S2.1
<br />SECOND FLOOR FRAMING PLAN
<br />..... _._.
<br />S2.2
<br />- - -
<br />THIRD FLOOR FRAMING PLAN
<br />S2.3
<br />ROOF FRAMING PLAN
<br />LIST OF ABBREVIATIONS
<br />FOB: FACE OF BRICK
<br />LO: LOW CONDITION
<br />FOA: FACE OF ANGLE
<br />HI: HIGH CONDITION
<br />FOS: FACE OF STUD
<br />TOW: TOP OF WALL
<br />TOB: TOP OF BEAM
<br />SDS: SELF DRILLING SCREW
<br />BOC: BOTTOM OF CHANNEL
<br />FOC: FACE OF CHANNEL
<br />T&B: TOP AND BOTTOM
<br />TOR TOP OF FOOTING
<br />TOA: TOP OF ANGLE
<br />SIM: SIMILAR CONDITION
<br />BOA: BOTTOM OF ANGLE
<br />W.P.: WORKING POINT
<br />LLV: LONG LEG VERTICAL
<br />UNO.: UNLESS NOTED OTHERWISE
<br />LLH: LONG LEG HORIZONTAL
<br />B.P.: BASE PLATE
<br />SW: MASONRY SHEAR WALL
<br />PAF: POWER ACTUATED FASTENERS
<br />TOS: TOP OF SLAB
<br />S.F: STEP FOOTING
<br />T/COL: TOP OF COLUMN
<br />B/COL: BOTTOM OF COLUMN
<br />FOT: FACE OF TUBE
<br />S2.4
<br />S3.1
<br />S4.1
<br />S4.2
<br />S4.3
<br />S4.4
<br />S5.1
<br />OFFICE FOUNDATION & FRAMING PLANS
<br />FOUNDATION DETAILS
<br />FRAMING DETAILS
<br />FRAMING DETAILS
<br />FRAMING DETAILS
<br />MASONRY DETAILS & SECTIONS
<br />SCHEDULE OF SPECIAL INSPECTIONS
<br />LIGHT -GAUGE CEE MEMBER SCHEDULE (MINIMUM PROPERTIES) 1,2
<br />B MEMBER D B d t AREA Ix MOMENT ly MOMENT
<br />DESIGNATION (IN.) (IN.) (IN.) GAUG (IN.) (IN.-2) OF INERTIA OF INERTIA
<br />o = 4C2xO70 4" 2" 0.799 14 0.07 0.626 1.564 0.371
<br />10
<br />x_____ -- x 4C2xO59 4" 2" 0.773 16 0.059 0.527 1.331 0.314
<br />4C2.5x105 4" 2.5" 0.884 12 0.105 1.043 2.676 0.938
<br />4C2.5xO70 4" 2.5" 0.799 14 0.07 0.696 1.835 0.630
<br />t- -- ------ _ --- .. - - - --
<br />y 4C2.5xO59 4" 2.5" 0.773 16 0.059 0.586 1.560 0.533
<br />4C3.5x105 4" 3.5" 0.884 12 0.105 1.253 3.473 2.112
<br />4C3.5xO70 4" 3.5" 0.799 14 0.07 0.836 2.375 1.414
<br />4C3.5xO59 4" 3.5" 0.773 16 0.059 0_ 704 2.018 1.193
<br />4C4xO70 4" 4" 0.8 14 0.07 0.906 2.646 1.957
<br />6C2.5xO70 6" 2.5" 0.799 14 0.07 0.836 4.687 0.729
<br />6C2.5xO59 6" 2.5" 0.773 16 0.059 0.704 3.971 0.616
<br />6C3x105 6" 3" 0.884 12 0.105 1.358 7.821 1.690
<br />6C3xO70 6" 3" 0.799 14 0.07 0.906 5.302 1.130
<br />6C3xO59 6" 3" 0.773 16 0.059 0.763 4.492 0.953
<br />8C2x105 8" 2" 0.884 12 0.105 1.358 12.012 0.697
<br />8C2xO70 8" 2" 0.799 14 0.07 0.906 8.109 0.468
<br />8C2xO59 8" 2" 0.773 16 0.059 0.763 6.861 0.395
<br />8C2.5x105 8" 2.5" 0.884 12 0.105 1.463 13.649 1.196
<br />8C2.5xO70 8" 2.5" 0.799 14 0.07 0.976 9.210 0.800
<br />8C2.5xO59 8" 2.5" 0.773 16 0.059 0.822 7.791 0.675
<br />1OC2x105 10" 2" 0.884 12 0.105 1.568 20.745 0.741
<br />1OC2xO70 10" 2" 0.799 14 0.07 1.046 13.598 0.497
<br />1OC2xO59 10" 2" 0.773 16 0.059 0.881 11.798 0.419
<br />1OC2.5x105 10" 2.5" 0.884 12 0.105 1.673 23316 1.277
<br />1OC2.5xO70 10" 2.5" 0.799 14 0.07 1.116 15.684 0.853
<br />1OC2.5xO59 10" 2.5" 0.773 16 0.059 0.940 13.256 0.719
<br />1OC3x105 10" 3" 0.884 12 0.105 1.778 25.886 1.995
<br />1OC3xO70 10" 3" 0.799 14 0.07 1.186 17.410 1.330
<br />1OC3.5x105 10" 3.5" 0.884 12 0.105 1.883 28.456 2.912
<br />1OC3.5xO70 10" 3.5" 0.799 14 0.07 1.256 19.135 1.939
<br />12C2.5x105 12" 2.5" 0.884 12 0.105 1.883 36.329 1.340
<br />12C2.5xO70 12" 2.5" 0.799 14 0.07 1.256 24.390 0.894
<br />12C3x105 12" 3" 0.884 12 0.105 1.988 40.043 2.099
<br />12C3xO70 12" 3" 0.799 14 0.07 1.326 26.880 1.398
<br />12C3.5x105 12" 3.5" 0.884 12 0.105 2.093 43.758 3.071
<br />12C4x105 12" 4" 0.884 12 0.105 2.198 47.472 4.275
<br />-- - - -- -
<br />NOTES:
<br />1. PRIMED STEEL MEMBERS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A 1011. GRADE 55.
<br />2. ZINC -COATED (GALVANIZED) MEMBERS MEET THE PHYSICAL AND CHEMICAL OF ASTM A 653, GRADE 55 AND
<br />G60 COATING DESIGNATION AS DESCRIBED IN ASTM A 924.
<br />MASONRY LINTEL SCHEDULE
<br />0'- 2 7/8"- 0'- 3 1/2"
<br />0'- 3 7/8" 0'- 3 1/2" 1611 4 16"
<br />X.
<br />MQ 81' - O/1 `.
<br />, r.
<br />-
<br />..
<br />,7
<br />811
<br />OPENING WIDTH
<br />1211 811
<br />12"
<br />MINIMUM
<br />MAXIMUM
<br />LEDGE ANGLE
<br />8" CMU
<br />12" CMU
<br />8" CMU
<br />12" CMU
<br />-
<br />31-411
<br />L3 1/2 x 3 1/2 x 1/4
<br />2 - #4
<br />2 - #4
<br />-
<br />-
<br />3'-4"
<br />51-4"
<br />L3 1/2 x 3 1/2 x 1/4
<br />2 - #5
<br />2 - #5
<br />-
<br />-
<br />51-411
<br />7'-4"
<br />L5 x 3 1/2 x 1/4
<br />-
<br />-
<br />4- #5
<br />4 - #5
<br />71-411
<br />10'-011
<br />L6 x 4 x 3/8
<br />-
<br />-
<br />4-#6
<br />4 - #6
<br />10'-0"
<br />13'-0"
<br />L7 x 4 x 3/11
<br />-
<br />-
<br />-
<br />-
<br />1. EXTEND BOND BEAM REINFORCING 24" or 40 Db BEYOND THE EXTENTS OF THE OPENING.
<br />VERTICAL
<br />REINFORCING AT THE SIDES OF THE OPENING SHALL BE CONTINUOUS
<br />THROUGH THE BOND
<br />BEAM.
<br />PROVIDE KNOCK OUTS IN THE BOTTOM OF THE BOND BEAM BLOCK AS REQUIRED TO ALLOW
<br />REINFORCING TO PASS THROUGH.
<br />2. SEE DETAIL 7/S4.4 FOR ADDITIONAL REINFORCING AT OPENINGS.
<br />3. PROVIDE 8" BEARING FOR STEEL ANGLE LINTELS AT EACH END.
<br />� I I
<br />I ,
<br />� I
<br />Keystone
<br />Structural
<br />Engineering
<br />Residential & 0xi-nner6al
<br />Professional Consultants
<br />531 Roselane Street
<br />Suite 150
<br />Marietta, GA 30060
<br />(404) 483-6921
<br />GENSF
<br />�No. 721V `
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<br />+�O OATEOF
<br />; t0Fi1dP'G���,
<br />REVISIONS
<br />PROJECT
<br />Broward
<br />Development
<br />Climate
<br />Controlled
<br />Storage
<br />ADDRESS
<br />6923 Gall Boulevard
<br />Zephyrhills, FL 33542
<br />CLIENT
<br />Broward
<br />Management,
<br />LLC
<br />ADDRESS
<br />1126 South Federal Highway #375
<br />Fort Lauderdale, FL 33316
<br />SHEET TITLE
<br />GENERAL
<br />NOTES &
<br />SCHEDULES
<br />Date:
<br />01 /20/2022
<br />PROJECT NUMBER
<br />21262
<br />SHEET NUMBER
<br />S001
<br />
|