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GENERAL
<br />A. ALL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE
<br />2014, AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATION.
<br />B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS
<br />AND CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT/ENGINEER
<br />OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION
<br />SHOWN ON THE DRAWINGS BEFORE PROCEEDING WITH WORK.
<br />C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT
<br />THE COMPLETE DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE
<br />MEANS AND METHODS OF CONSTRUCTION UNLESS SO STATED OR NOTED.
<br />THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT
<br />THE WORKERS, OR THEIR PERSONS DURING CONSTRUCTION.
<br />D. OBSERVATION VISITS TO THE SITE BY FOR OR REPRESENTATIVES OF THE FOR
<br />MAY BE MADE DURING CONSTRUCTION. ANY SUPPORT SERVICES
<br />PERFORMED HEREIN SHALL BE DISTINGUSHED FROM INSPECTION AND.OR
<br />TESTING SERVICES PERFORMED BY OTHERS, AND ARE NOT TO BE
<br />CONSTRUED AS SUPERVISION AND/OR MANAGEMENT OF CONSTRUCTION.
<br />E. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND
<br />SHORING OF ALL STRUCTRUAL MEMBERS AS REQUIRED FOR STABILITY OF
<br />THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR
<br />SHALL IMMEDIATELY NOTIFY THE ARCHITECT/ENGINEER OF ANY CONDITION
<br />WHICH, IN HIS OPINION, MIGHT ENDANGER THE STAILITY OF THE STRUCTURE
<br />OR CAUSE DISTRESS WITHIN THE STRUCTURE.
<br />F. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN
<br />EXCESS OF THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL
<br />NOTES. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT
<br />THE SUBCONTRACTORS ARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT
<br />REQUIREMENT. IMPACT SHALL BE AVOIDED WHEN PLACING MATERIALS ON
<br />FLOORS OR ROOFS.
<br />G. DRAWINGS ARE NOT TO BE SCALED.
<br />H. FOR ACTUAL ELEVATION ON FIRST FLOOR (REF. ELEV. 0'4" HEREIN), SEE SITE
<br />PLAN.
<br />J. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.
<br />WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF
<br />SIMILAR CHARACTER TO THE DETAILS PRESENTED,SIMILAR DETAILS SHALL BE
<br />USED SUBJECT TO THE REVIEW OF ENGINEER OF RECORD.
<br />K. SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY
<br />PROPOSED CHANGE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.
<br />SPLICING, CUTTING, NOTCHING OR OTHER ALTERATIONS TO STRUCTURAL
<br />MEMBERS ARE NOT PERMITTED WITHOUT WRITTEN AUTHORIZATION OF THE
<br />ENGINEER. ANY UNAUTHORIZED DEVIATION FROM THE CONTRACT
<br />DOCUMENTS, AND CORRECTION THEREOF, IS THE RESPONSIBILITY OF THE
<br />CONTRACTOR. SUBSEQUENT DOCUMENTATION/REQUESTS TO BUILDING
<br />ENGINEERING OF RECORD FROM GC SHALL INCLUDE EVALUATION OF
<br />DEVIATIONS BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF
<br />FLORIDA.
<br />L. THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN
<br />SPECIFICATIONS, STANDARDS, CODES AND DRAWINGS.
<br />M. DESIGN DATA
<br />ROOF LIVE LOADS: 20 PSF
<br />ROOF DEAD LOADS: 20 PSF
<br />WIND LOADING
<br />1. ULTIMATE DESIGN WIND SPEED, V_ULT: 137 MPH
<br />2. NOMINAL WIND SPEED, V_ASD: 107 MPH
<br />3. RISK CATEGORY (TABLE 1.5-1, ASCE7): 11
<br />4. WIND EXPOSURE: C
<br />5. ENCLOSURE CLASSIFICATION: ENCLOSED (+/- 0.18)
<br />6. COMPONENT AND CLADDING: SEE CHARTS THIS SHEET
<br />SUBMITTALS
<br />A. SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE
<br />DESIGN CONCEPT. CORRECTIONS OR COMMENTS MADE ON THIS REVIEW
<br />DO NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY FOR ERRORS
<br />AND OMMISIONS, AND FROM COMPLIANCE WITH THE PLANS AND
<br />SPECIFICATIONS. CORRECTIONS OR COMMENTS DO NOT AUTHORIZE AN
<br />INCREASE IN THE CONSTRUCTION BUDGET.
<br />B. APPROVAL OF SHOP DRAWINGS DOES NOT INDICATE ACCEPTANCE OF
<br />DEVIATIONS FROM CONTRACT DOCUMENTS OR PREVIOUS SHOP
<br />DRAWING REVIEW, UNLESS SPECIFICALLY NOTED THEREIN BY ENGINEER
<br />OF RECORD.
<br />C. ANY CHANGES TO THE DESIGN CONCEPT SHOWN IN CONTRACT
<br />DOCUMENTS SHALL BE SUBMITTED IN WRITING AND APPROVED BY THE
<br />ARCHITECT AND ENGINEER PRIOR TO SUBMITTING SHOP DRAWINGS. ALL
<br />SUCH CHANGES SHALL BE "BUBBLED" ON THE SHOP DRAWINGS AND
<br />REFERENCED TO THE PROPER R.F.I.
<br />D. SUBMITTALS SHALL CONFORM TO THE REQUIREMENTS OF THE
<br />CONTRACT DRAWINGS (REFERENCE ITEM C ABOVE FOR EXCEPTION).
<br />NON -CONFORMING OR NON -REVIEWED SUBMITTALS WILL BE RETURNED
<br />WITHOUT REVIEW.
<br />1. SHOP DRAWINGS SHALL BE "APPROVED", SIGNED AND DATED BY
<br />THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO
<br />ENGINEER AND ARCHITECT OF RECORD.
<br />2. SHOP DRAWINGS SHALL NOT CONTAIN REPRODUCTIONS OF
<br />THE CONTRACT DRAWINGS.
<br />3. SUBMITTAL REQUIREMENTS:
<br />SHOP DRAWINGS/DATA TO BE SUBMITTED FOR APPROVAL
<br />CONCRETE MIX DESIGNS (INDICATE INTENDED USE OF
<br />EACH)
<br />REINFORCING STEEL
<br />STRUCTURAL STEEL (INCLUDING JOISTS & JOIST GIRDERS)
<br />METAL DECK
<br />SHOP DRAWINGS/DATA TO BE SUBMITTED FOR APPROVAL.
<br />SUBMITTALS SHALL BE SIGNED AND SEALED BY A
<br />REGISTERED PROFESSIONAL ENGINEER LISCENCED IN THE
<br />STATE OF THE PROJECT
<br />LIGHT GAUGE TRUSS SYSTEMS
<br />RTU TIE DOWNS
<br />E. PROVIDE COPIES OF MANUFACTURERS LITERATURE FOR ALL MATERIALS
<br />AND PRODUCTS USED IN CONSTRUCTION ON THE PROJECT.
<br />FOUNDATIONS/SITE WORK
<br />A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOILS RFPORT-
<br />NO REPORT PROVIDED:
<br />PRIOR TO CONSTRUCTION, CONTRACTOR SHALL RETAIN THE SERVICES OF A
<br />QUALIFIED GEOTECHNICAL ENGINEER. THE GENERAL CONTRACTOR HEREIN
<br />IS RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN
<br />STRICT ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS.
<br />IF THE FOUNDATION RECOMMENDATIONS AN/OR DESIGN VALUES DIFFER
<br />FROM THAT ASSUMED, MODIFICATIONS TO THE DRAWINGS MAY BE
<br />REQUIRED.
<br />DO NOT PLACE CONCRETE PRIOR TO GEOTECHNICAL APPROVAL.
<br />B. ALLOWABLE IL PRESSURE
<br />SO SSU E ASSUMED TO BE 2000 PSF (REF A., ABOVE).
<br />SHALLOW FOUNDATION SYSTEM IS ASSUMED TO BE ADEQUATE.
<br />ESTIMATED SETTLEMENT ASSUMED TO BE NO GREATER THAN 1" OVERALL
<br />AND 1/2" DIFFERENTIAL SETTLEMENT. IT IS ASSUMED THAT ALL
<br />PROBLEMATIC SOILS (ORGANIC, EXPANSIVE, ETC.) WILL BE REMOVED AND
<br />REPLACED WITH SUITABLE STRUCTURAL FILL.
<br />C. ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED
<br />GRADE IN STRUCTURAL AREAS SHALL BE AS INDICATED BY GEOTECHNICAL
<br />ENGINEER. THE FILL SHALL BE PLACED IN LEVEL LIFTS NOT EXCEED 12
<br />INCHES LOOSE THICKNESS AND COMPACTED TO A MINIUM OF 95% OF THE
<br />SOIL'S MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY
<br />ASTM SPECIFICATION D-1557.
<br />D. IN -PLACE DENSITY TESTS SHALL BE PERFORMED BY AN EXPERIENCED
<br />ENGINEERING TECHNICIAN. TESTS SHALL BE PERFORMED FOR EACH 2,000
<br />SQUARE FEET, IN EVERY COLUMN FOOTING LOCATION AND EACH 50 FEET
<br />ALONG WALL FOOTINGS. COPIES OF THE TEST REPORTS SHALL BE
<br />FURNISHED TO THE STRUCTURAL ENGINEER.
<br />E. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE.
<br />F. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTING
<br />EQUIPMENT NEAR THE EXISTING STRUCTURE TO AVOID THE RISK OF
<br />DAMAGE TO THE STRUCTURE.
<br />G. REFER TO ARCHITECTURE DRAWINGS FOR ANY NECESSARY
<br />WATERPROOFING REQUIREMENTS.
<br />REINFORCED CONCRETE
<br />A. CONCRETE WORK SHALL CONFORM TO ACI SPECIFICATIONS, CODES AND
<br />STANDARDS.
<br />B. CAST -IN -PLACE CONCRETE, UNLESS OTHERWISE NOTED (U.O.N.):
<br />PORTLAND CEMENT PER ASTM C150
<br />PROPORTIONED FOR MAX. ALLOWABLE UNIT SHRINKAGE OF 0.03%
<br />25% MAXIMUM FLYASH BY WEIGHT
<br />SLABS
<br />4000 PSI 28-DAY COMPRESSIVE STRENGTH, NORMAL WEIGHT,
<br />MAXIMUM AGGREGATE SIZE OF 1", 0.55 MAX. W/C, 4"-5" SLUMP
<br />FOOTINGS
<br />4000 PSI 28-DAY COMPRESSIVE STRENGTH, NORMAL WEIGHT,
<br />MAXIMUM AGGRETGATE SIZE OF 1", 0.55 MAX. W.C, 3" 4" SLUMP
<br />C. CONCRETE COVER OVER REINFORCEMENT:
<br />FOOTINGS
<br />3"
<br />SLABS COLUMNS AND BEAMS EXPOSED TO EARTH OR WEATHER
<br />2" (#6 TO #18 BARS), 1 1/2" (3# TO #5 BARS)
<br />SLABS NOT EXPOSED TO EARTH OR WEATHER
<br />3/4" (#3 TO #11 BARS)
<br />BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER
<br />1 1/2" (#3 TO #18 BARS)
<br />D. REINFORCING UNLESS OTHERWISE NOTED
<br />S O ED (U.O.N.):
<br />1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
<br />2. WELDED WIRE FABRIC SHALL CONFORM TO ASTMA185. WIRE FABRIC SHALL
<br />BE CONTINUOUS, LAPPED ONE CROSS WIRE SPACING PLUS 2" MIN.
<br />3. WHERE CONTINUOUS REINFORCING IS SPECIFIED, SUCH REINFORCING MAY
<br />BE SPLICED WHERE APPROVED IN WRITTING BY THE ENGINEER OF RECORDS.
<br />4. AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS, AND FOOTINGS,
<br />PROVIDE CORNER BARS OF SAME SIZE, QUANTITY AND SPACING AS
<br />HORIZONTAL STEEL.
<br />E. CONTRACTOR SHALL EMPLOY A 3rd PARTY TESTING & INSPECTION AGENCY
<br />RETAINED BY WAWA. G.C. TO COORDINATE ALL TESTING & INSPECTIONS. AGENCY
<br />SHALL PREPARE ONE SET OF FOUR TEST CYLINDERS PER DAY OR ONE SET FOR
<br />EACH 50 CUBIC YARDS POURED, MAXIMUM. LABORATORY REPORT SHALL BE
<br />FURNISHED TO THE STRUCTURAL ENGINEER SHOWING STRENGTH OF
<br />CONCRETE AT 7 (1 CYLINDER) AND 28 (2 CYLINDERS) DAYS. FINAL CYLINDER
<br />SHALL BE HELD IN RESERVE.
<br />F. THERE SHALL BE NO HORIZONTAL JOINTS IN ANY CONCRETE POURS UNLESS
<br />SHOWN ON THE STRUCTURAL DRAWINGS. THE ENGINEER OF RECORD SHALL
<br />APPROVE ALL DEVIATIONS OR ADDITIONAL JOINTS IN WRITING.
<br />G. SAW CUT CONTROL JOINTS SHALL BE LOCATED @ 12' O.G. MAXIMUM, U.O.N. WITH
<br />LENGTH TO WIDTH RATIO NOT TO EXCEED 1.5:1. (INDICATED ON PLAN) JOINTS IN
<br />TERRAZO FINISH FLOOR MUST ALIGN WITH CONCRETE CONTROL JOINTS.
<br />H. FINISH CONCRETE SLAB ON GRADE SURFACE TO THE FOLLOWING TOLERANCES,
<br />ACCORDING TO ASTM E 1155: SPECIFIED OVERALL VALUES OF FLOOR FLATNESS,
<br />F(F) 20, MINIMUM LOCAL VALUES OF FLOOR FLATNESS, F(F) 15, SPECIFIED
<br />OVERALL VALUES OF FLOOR LEVELNESS, F(L) 15, MINIMUM LOCAL VALUES OF
<br />FLOOR LEVELNESS, F(L) 10.
<br />I. LIQUID MEMBRANE FORMING CURING COMPOUNDS ARE PROHIBITED FROM USE
<br />ON THE BUILDING SLAB ON GRADE AS THEY MAY ADVERSELY AFFECT THE
<br />PERFORMANCE OF THE CONCRETE TERRAZO TOPPING. PROVIDE FOR CURING
<br />OF THE SLAB VIA ALTERNATE OR TRADITIONAL METHODS. REFER TO ACI 308.1
<br />FOR ADDITIONAL INFORMATION.
<br />J. ALL EPDXY ANCHORS USED AT REINFORCED CONCRETE SHALL BE HILT[ HIT WY
<br />150 OR HIT HY 200, U.O.N.
<br />K. POWDER ACTUATED FASTNERS (PAFS) NOT PERMITTED AT CONCRETE.
<br />CONCRETE MASONRY UNITS (CMU)
<br />A. ALL MASONRY WORK SHALL CONFORM TO ACI SPECFICATIONS FOR MASONRY
<br />STRUCTURES (ACI 530).
<br />B. CONCRETE BLOCK SHALL CONFORM TO ASTM C90, TYPE 11, WITH A MIN. NET
<br />COMPRESSIVE STRENGTH AT 28-DAYS OF 1900 PSI (F'M = 1500 PSI). NORMAL
<br />WEIGHT UNITS U.O.N.
<br />C. BELOW GRADE, MORTAR SHALL BE TYPE M. ABOVE GRADE, M OR S. GROUT TO
<br />CONFORM TO ASTM C270.
<br />D. ALL MASONRY LOCATED BELOW GRADE SHALL BE GROUTED SOLID.
<br />E. GROUT FOR FILLED CELLS SHALL CONFORM TO ASTM C476, AND SHALL HAVE A
<br />SLUMP OF BETWEEN 8" AND 10". GROUT COMPRESSIVE STRENGTH SHALL BE
<br />3000 PSI AT 28 DAYS. ALL GROUTING SHALL BE LOW LIFT. MAXIMUN GROUT POUR
<br />HEIGHT = 5'-0".
<br />F. PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. PROVIDE
<br />COMPLETE COVERAGE FACE SHELL MORTAR BEDDING, HORIZONTAL AND
<br />VERTICAL. PROVIDE FULL MORTAR WEBS IN ALL COURSE OF GROUTED CELLS
<br />AND CELLS ADJACENT TO GROUTED CELLS.
<br />G. PROVIDE 8" DEEP PRECAST CONCRETE REINFORCED N CO C LINTELS OVER
<br />R ALL MASONRY
<br />OPENINGS NOT SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM END BEARING
<br />SHALL BE 8". LINTEL WIDTH TO MATCH MASONRY WIDTH.
<br />H. ALL EPDXY ANCHORS USED IN MASONRY SHALL OCCUR AT GROUTED,
<br />REINFORCED CELLS.
<br />J. REINFORCING, UNLESS OTHERWISE NOTED IN PLANS:
<br />1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
<br />2. ALL OPENINGS IN CMU SHALL BE REINFORCED WITH AT LEAST (1) #5 BAR AT
<br />THE TOP, BOTTOM AND BOTH SIDES OF THE OPENING
<br />3. BOND BEAM AT ROOF LEVEL SHALL BE DOUBLE COURSE K.O. / LINTEL
<br />BLOCK WITH (2) #5 CONT. BARS EACH COURSE, AND BOND BEAM AT
<br />PARAPET LEVEL SHALL BE SINGLE COURSE K.O. / LINTEL BLOCK WITH (2) #5
<br />CONT. BARS.
<br />4. LAP SPLICES SHALL BE AS FOLLOWS:
<br />48 X BAR DIAMETERS, U.O.N.
<br />5. HORIZONTAL WALL REINFORCING SHALL BE 9 GA. GALVANIZED LADDER
<br />TYPE @16" O.C. VERT.
<br />6. ALL REINFORCING HOOKS AND BENDS SHALL BE STANDARD ACI TYPE.
<br />7. ALL WALL DOWELS SHALL MATCH REINFORCING SIZE AND QTY.
<br />L. POWER ACTUATED FASTENERS (PAFS) NOT PERMITTED AT MASONRY.
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<br />STRUCTURALSTEEL
<br />A. ALL WORK SHALL CONFORM TO AISC SPECIFICATIONS FOR STRUCTURAL
<br />STEEL BUILDINGS (AISC 360).
<br />B. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:
<br />W SECTIONS ASTM A992
<br />STRUCTURAL STEEL PLATES, ANGLES, CHANNELS ASTM A36
<br />THREADED ROD ANCHOR BOLTS ASTM F1554 GRADE 55-Sl
<br />HEADED ANCHOR BOLTS ASTM F1554 GRADE 55-Sl
<br />PIPE SECTIONS ASTM A53, GRADE B.
<br />TUBE SECTIONS ASTM A500, GRADE B.
<br />C. WELDING, UNLESS OTHERWISE NOTED (U.O.N.):
<br />1. ALL SHOP AND FIELD WELDING SHALL CONFORM TO AWS STRUCTURAL
<br />WELDING CODE, ANSI/AWS D1.1
<br />2. ALL WELDING IN THE SHOP AND IN THE FIELD SHALL BE PERFORMED BY
<br />CERTIFIED WELDERS ONLY.
<br />3. WELDING ELECTRODES SHALL BE E70XX LOW HYDROGEN.
<br />D. CONNECTIONS, UNLESS OTHER WISE NOTED (U.O.N.):
<br />1. TIGHTEN BOLTS BY THE "SNUG -TIGHT" METHOD.
<br />2. FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIA. MIN. HIGH -STRENGTH
<br />BEARING TYPE BOLTS (A325N) WITH THREADS ASSUMED TO BE INCLUDED
<br />IN SHEAR PLANES.
<br />3. ALL BEAM TO BEAM AND BEAM TO COLUMN CONNECTIONS SHALL
<br />INCORPORATE THE MAXIMUM PERMISSIBLE 3/4" A325N BOLTS IN A SINGLE
<br />ROW BASED ON AVAILABLE WEB DEPTH.
<br />4. CONNECTIONS SHALL BE SINGLE PLATE TYPE, U.O.N. ANGLE AND EXTENDED
<br />PLATE CONNECTIONS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY
<br />DETAILED AS SUCH HEREIN.
<br />E. SHOP DRAWINGS (SEE SUBMITTALS) SHALL INCLUDE COMPLETE DETAILING OF
<br />STRUCTURAL STEEL MEMBERS AND CONNECTIONS AS REQUIRED TO
<br />FABRICATE AND ERECT ALL STRUCTURAL STEEL FRAMING.
<br />F. GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON -SHRINK TYPE
<br />WITH A COMPRESSIVE STRENGTH OF AT LEAST 6000 PSI WHEN BEARING ON
<br />3000 PSI CONCRETE AND 8000 PSI WHEN BEARING ON 4000 PSI CONCRETE.
<br />G. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIP GALVANIZED OR
<br />OTHERWISE PROTECTED.
<br />H. ALL STEEL EXPOSED TO SOIL SHALL BE ENCASED IN CONCRETE OR
<br />COATED PER ASPHALIC BASED CORROSION NOTE.
<br />STEEL JOISTS AND STEEL GIRDERS
<br />A. ALL STEEL JOISTS, JOIST GIRDERS AND ASSOCIATED PARTS SHALL CONFORM TO
<br />THE STANDARDS OF THE STEEL JOIST INSTITUTE.
<br />B. ALL JOISTS AND GIRDERS SHOWN IN THE PLANS ARE MINIMUM SIZES. DEPTH
<br />CANNOT BE DECREASED OR INCREASED WITHOUT WRITTEN APPROVAL BY
<br />ARCHITECT/ENGINEER.
<br />C. CONTRACTOR TO FOLLOW SJI REQUIREMENTS AS A MINIMUM.
<br />D. PROVIDE BRIDGING AND X-BRACING AS PER THE REQUIREMENTS OF SJI. SHOULD
<br />PLANS INDICATE BRIDGING AND X-BRACING IN EXCESS OF THAT REQUIRED BY SJI,
<br />PLANS WILL GOVERN.
<br />E. PROVIDE SEATS, HEADER CHORD EXTENTIONS, OR OTHER ELEMENTS AND
<br />FEATURES SHOWN IN THE CONTRACT DOCUMENTS AND THOSE WHICH ARE
<br />REQUIRED FOR PROPER ERECTION AND PERFORMANCE OF STEEL JOISTS.
<br />F. STEEL JOISTS, JOIST GIRDERS, BRIDGING AND X-BRACING SHALL BE DESIGNED
<br />FOR NET UPLIFT. NET UPLIFT, IN NOT PRESENTED IN PLANS SHALL BE BASED ON
<br />THE CLADDING AND COMPONENTS WIND LOADS INDICATED IN THE PLANS PER
<br />APPLICABLE ZONE AND TRIB AREA. LO
<br />AD COMBINATIONS SHALL CONFORM T O O
<br />THE CODES SPECIFIED IN THE PROJECT DOCUMENTS.
<br />G. REF. PLANS FOR CONCENTRATED LOADS AND/OR UNUSUAL LOAD PATTERNS.
<br />H. AT A MINIMUM, PROVIDE BOTTOM CHORD BRACING EVERY OTHER JOIST AT
<br />JOIST -GIRDERS AND SUPPORTING W BEAMS. PROVIDE ADDITIONAL BRACING AS
<br />SPECIFIED HEREIN AS TYPICAL AND AS INDICATED IN PLANS.
<br />L MINIMUM WELDS, U.O.N.:
<br />1. BAR JOIST ENDS 3/16" FILLET. 2" LONG. EACH SIDE
<br />2. JOIST GIRDER ENDS 1/4" FILLET, 3" LONG. EACH SIDE
<br />J. DIAGONAL BRIDGING / BRACING SHALL BE BETWEEN ADJACENT JOISTS WHENEVER
<br />BOTTOM CHORD HORIZONTAL BRIDGING IS DISCONTINUOUS.
<br />STEEL DECK NOTES
<br />A. DECK SHALL CONFORM TO SDI SPECIFICATIONS.
<br />B. SPECIFICATION AND FASTENING REQUIREMENTS, REF. PLANS
<br />C. WELD METAL SHALL PENETRATE ALL LAYERS OF DECK MATERIAL. END LAPS
<br />AND SIDE JOINTS SHALL BE COMPLETELY FUSED TO THE SUPPORTING MEMBERS.
<br />USE PROPER SIZE WELDING ELECTRODE AND WELDING MACHINE CURRENT, SO
<br />THAT WELDS ARE ADEQUATE PENETRATION AND FREE FROM "BURN -THROUGH".
<br />D. METAL DECK SHALL BE ERECTED CONTINUOUS FOR A MINIMUM OF THREE (3)
<br />SPANS AND SHALL LAP AT THE CENTERLINE OF SUPPORTS A MINIMUM OF TWO
<br />(2") INCHES. PROVIDE A MINIMUM END BEARING OF 2" OVER SUPPORTS.
<br />E. PROVIDE SUPPORTS FOR METAL DECK AS REQUIRED WHERE METAL DECK IS
<br />CUT OUT. WELD DECK TO SUPPORTS SAME AS EDGE CONDITION.
<br />F. DO NOT HANG OR ATTACH DUCTWORK, CONDUIT, PIPING, EQUIPMENT, CEILINGS,
<br />ETC. FROM METAL DECKING.
<br />G. PROVIDE STL. SHIMS AND EMBEDS AS REQUIRED TO SUPPORT DECK ON
<br />"TYPICAL" BAY SPACING.
<br />ASPHALTIC BASED CORROSION RESISTANCE COATING
<br />A. REFER TO SPECIFICATIONS FOR GENERAL REQUIREMENTS, PRODUCTS, AND
<br />EXECUTION OF WORK.
<br />B. ASPHALTIC BASED CORROSION RESISTANCE COATING SHALL BE MADE WITH
<br />AN ASPHALT -BASE EMULSION COATING SYSTEM PER ASTM D 1187.
<br />C. APPLY A MINIMUM 1/16-INCH THICK COATING IN TWO APPLICATIONS.
<br />f D. COATING TO BE APPLIED ON ALL SIDES OF MEMBERS - TO INCLUDE STEEL TO
<br />BE ADJACENT TO CAST -IN -PLACE CONCRETE.
<br />E. COAT STRUCTURAL, ANCHOR BOLTS, WELDS, AND ALL COMPONENTS IN THE
<br />EFFECTED AND DEFINED AREA.
<br />F. ALL STEEL AND STEEL COMPONENTS (I.E., BASE PLATES AND ANCHOR BOLTS)
<br />EXPOSED TO SOIL SHALL BE COATED FROM THE FOUNDATION (LOWEST
<br />LEVEL) UP TO 6-INCHES ABOVE THE SLAB OR FINAL GRADE - WHICHEVER IS
<br />GREATER.
<br />STRUCTURAL PLYWOOD / CDX
<br />5/8" MIN. THICKNESS & DENSGLASS
<br />(REF. ARCH.)
<br />-ZONES 1, 2, AND 4 (REF. S1) #10
<br />BUGLEHEAD SCREWS @ 4" O.C.
<br />EDGES AND 6" FIELD
<br />-ZONES 3, AND 5 (REF. S1) #10
<br />BUGLEHEAD SCREWS @ 4" O.C.
<br />EDGES AND 4" FIELD
<br />Sheathing Fastener Requirementsl
<br />LIGHT GAUGE FRAMING. TRUSSES & SYSTEMS
<br />A. ALL LIGHT GAUGE STEEL FRAMING SHALL CONFORM TO THE
<br />"SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STRUCTURAL STEEL
<br />MEMBERS," AISI."
<br />B. ALL STUDS SHALL BE EQUAL TO A MINIMUM OF 6-INCH 54 MIL THICK, U.O.N.
<br />C. ALL STUDS SHALL BE "C" SHAPE, U.O.N.
<br />D. MATERIALS, U.O.N.:
<br />54,68 AND 97 MIL STUDS 50 KSI
<br />27, 33, AND 43 MIL STUDS 33 KSI
<br />RUNNERS AND ACCESSORIES 33 KSI
<br />E. RIGID CLIP ANGLES SHALL BE COLD FORMED TO SHAPE FROM SHEET STEEL IN
<br />COMPLIANCE WITH THE REQUIREMENTS OF ASTM A653/ A653M WITH
<br />STRUCTURAL STEEL (SS) GRADE 50 CLASS 1 FOR MEMBERS WITH A DESIGN
<br />THICKNESS OF 0.0566 (16G) OR GREATER.
<br />F. ALL PARTS AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60
<br />GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A525 / ASTM
<br />A653.
<br />G. ALL FRAMING SCREWS SHALL BE A MINIMUM OF #10-16 DIAMETER EXCEPT
<br />WHERE LARGER SCREWS ARE NOTED AND SHALL BE SELF -DRILLING TAPPING
<br />SCREWS CONFORMING TO SAE J78. A MINIMUM OF THREE EXPOSED THREADS
<br />SHALL EXTEND THROUGH THE STEEL BEYOND ALL FRAMING COMPONENTS
<br />CONNECTED. SCREWS SHALL PENETRATE THE INDIVIDUAL FRAMING
<br />COMPONENTS OR CONNECTION MATERIAL WITHOUT CAUSING PERMANENT
<br />SEPARATION BETWEEN COMPONENTS. SCREWS SHALL BE INSTALLED SUCH
<br />THAT NEITHER THREADS NOR HOLES ARE STRIPPED. ALL FRAMING SCREWS
<br />SHALL BE GRABBER HEX HEAD SELF DRILLING TAPING SCREWS OR ITW
<br />BUILDEX TEKS SELF DRILLING TAPING SCREWS. HILTI KWIK-PRO SELF DRILLING
<br />SCREWS ARE ALSO ACCEPTABLE. SCREW DRILLING POINT ACCORDING TO
<br />MANUFACTURER SPECIFICATIONS, UNLESS NOTED OTHERWISE ON DRAWINGS.
<br />ALL SCREWS SHALL HAVE A CORROSION RESISTANT COATING ACCORDING TO
<br />THE PROJECT SPECIFICATION.
<br />H. WELDING OF LIGHT -GAUGE STEEL MEMBERS SHALL CONFORM TO THE
<br />REQUIREMENTS OF AWS D1.3: STRUCTURAL WELDING CODE - SHEET STEEL.
<br />WELDERS AND WELDING PROCEDURES SHALL BE QUALIFIED AS SPECIFIED IN
<br />AWS D1.3. ALL WELDS SHALL BE TOUCHED -UP USING A ZINC -ENRICHED PAINT.
<br />WELDING ELECTRODES SHALL BE E60XX U.N.O. DO NOT BURN THROUGH
<br />MEMBERS. MEMBERS WITH DAMAGE RELATED TO WELDING SHALL BE
<br />REPLACED AND NOT RE -USED, UNLESS OTHERWISE APPROVED IN WRITING BY
<br />BOWEN ENGINEERING CORPORATION.
<br />I. ALL STUDS SHEATHED TO BOTH SIDES SHALL HAVE LATERAL BRACING AT 4'-0"
<br />ON CENTER (VERT.) MAXIMUM. REFER TO 7/S10. ALL STUDS SHEATHED ONLY ON
<br />ONE SIDE OR LESS SHALL HAVE FULL DEPTH BLOCKING AT 4'-0" ON CENTER.
<br />J. SPLICING OF STUDS, TRACKS AND OTHERS STRUCTURAL MEMBERS SHALL
<br />NOT BE PERFORMED WITHOUT AN APPROVED SPLICE DESIGN AND DETAIL.
<br />K. COPING, CUTTING OR NOTCHING OF FLANGES AND EDGE STIFFENERS IS NOT
<br />PERMITTED FOR STRUCTURAL MEMBERS WITHOUT AN APPROVED DESIGN
<br />AND DETAIL.
<br />L. TRUSS DELIVERY, HANDLING, BRACING AND INSTALLATION BY AISI S214-07.
<br />M. TRUSS SYSTEM
<br />TOP CHORD DEAD LOAD: 15 PSF
<br />BOTTOM CHORD DEAD LOAD: 5 PSF
<br />N. LIGHT GAUGE FRAMING SYSTEMS INCLUDING TR
<br />USS SYSTEMS SHALL INCLUDE
<br />ALL NECESSARY PARTS AND ACCESORIES, TEMPORARY AND PERMANENT, AS
<br />REQUIRED TO FORM A COMPLETE SYSTEM, INCLUDING ANCHORAGES TO
<br />SUPPORT STRUCTURE.
<br />STRUCTURAL INSPECTION
<br />A. THE CONTRACTOR OR OWNER SHALL EMPLOY A QUALIFIED INDEPENDENT
<br />INSPECTION AGENCY. THIS AGENCY (REFERRED TO AS INSPECTOR HEREIN)
<br />SHALL BE RESPONSIBLE FOR VERIFYING THAT PROJECT STRUCTURAL WORK IS
<br />ACCOMPLISHED IN CONFORMANCE WITH THE CONTACT DOCUMENTS.
<br />B. DURATION AND FREQUENCY OF JOB VISITS SHALL BE SUFFICIENT FOR THE
<br />INSPECTOR TO STATE AT THE COMPLETION OF THE PROJECT THAT THE
<br />STRUCTURAL WORK IS ACCOMPLISHED, AND ITS RELATED ELEMENTS HAVE
<br />BEEN ERECTED IN ACCORDANCE WITH THE CONTACT DOCUMENTS. SPECIFIC
<br />SYSTEMS TO BE INSPECTED INCLUDE:
<br />FOUNDATION
<br />CONCRETE (GENERAL, SLAB ON GRADE)
<br />STRUCTURAL STEEL (INCLUDING JOISTS & JOIST GIRDERS)
<br />METAL DECK
<br />LIGHT GAUGE FRAMING (INCLUDING TRUSS SYSTEMS)
<br />C. THE FOREGOING LIST IS NOT INTENDED TO BE ALL INCLUSIVE. THE INSPECTOR
<br />SHALL USE HIS PROFESSIONAL JUDGEMENT AND HIS KNOWLEDGE OF THE JOB
<br />SITE CONDITIONS AND THE OFFICIAL CONTRACT DOCUMENTS. THE INSPECTOR
<br />WILL NOT REPLACE THE QUALITY CONTROL PERSONNEL OF THE CONTRACTOR.
<br />D. THE INSPECTOR DOES NOT RELIEVE THE CONTRACTORS CONTRACTUAL OR
<br />STATUTORY OBLIGATIONS. THE CONTRACTOR HAS THE SOLE RESPONSIBILITY
<br />FOR ANY DEVIATIONS FROM THE OFFICAL CONTRACT DOCUMENTS. THE
<br />INSPECTOR WILL NOT REPLACE THE QUALITY CONTROL PERSONNEL OF THE
<br />CONTRACTOR.
<br />E. ALL INSPECTION REPORTS SHALL BE FORWARD BY THE INSPECTOR TO THE
<br />ENGINEER AND ARCHITECT OF RECORD.
<br />M
<br />NO
<br />cM
<br />O
<br />04
<br />04
<br />O
<br />cz
<br />O
<br />O
<br />as
<br />O
<br />�O
<br />O
<br />O�
<br />MO M
<br />a
<br />TOWER
<br />(140 MPH) ALLOWABLE
<br />(ASD) WIND PRESSURES (ASCE 7-10) FOR COMPONENTS AND CLADDING
<br />EFFECTIVE
<br />ZONE 1
<br />ZONE 2
<br />ZONE 3
<br />ZONE 4
<br />ZONE 5
<br />AREA
<br />(SOFT)
<br />POS. (PSF)
<br />NEG. (PSF)
<br />POS. (PSF)
<br />NEG. (PSF)
<br />POS. (PSF)
<br />NEG. (PSF)
<br />POS. (PSF)
<br />NEG. (PSF)
<br />POS. (PSF)
<br />NEG. (PSF)
<br />10
<br />17.1
<br />-27.2
<br />17.1
<br />-47.4
<br />17.1
<br />-70.0
<br />29.7
<br />-32.3
<br />29.7
<br />-39.8
<br />20
<br />15.6
<br />-26.4
<br />15.6
<br />-43.5
<br />15.6
<br />-65.5
<br />28.4
<br />-31.0
<br />23.4
<br />-37.1
<br />50
<br />13.7
<br />-25.5
<br />13.7
<br />-38.6
<br />13.7
<br />-59.5
<br />26.6
<br />-29.2
<br />21.6
<br />-33.6
<br />A > 100
<br />12.1
<br />-24.7
<br />12.1
<br />-34.8
<br />12.1
<br />-54.9
<br />25.3
<br />-27.8
<br />25.3
<br />-30.9
<br />NOTES:
<br />1. ROOF OVERHANG PRESSURES:
<br />a. ZONE 2 OR +16 PSF AND -77.1 PSF
<br />b. ZONE 3 OR +16 PSF AND -100.0 PSF
<br />2. "A" DENOTES EDGE STRIP = 3'- 0".
<br />3. POSITIVE & NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARDS AND AWAY FROM THE BUILDING SURFACES,
<br />RESPECTIVELY (FULL HEIGHT, U.N.O.).
<br />4. WIND PRESSURES INDICATED ABOVE ARE ALLOWABLE STRESS DESIGN WIND PRESSURES. DIVIDE THE PRESSURES
<br />BY A FACTOR OF 0.6 TO OBTAIN STRENGTH DESIGN WIND PRESSURES.
<br />LIST OF STRUCTURAL ABBREVIATIONS
<br />AB
<br />ANCHOR BOLTS
<br />MATL
<br />MATERIAL
<br />ADDL
<br />ADDITIONAL
<br />MAX
<br />MAXIMUM
<br />ALT
<br />ALTERNATE
<br />MB
<br />MASONRY BEAM
<br />ANCH
<br />ANCHOR
<br />MC
<br />MOMENT CONNECTION
<br />APPROX
<br />APPROXIMATE
<br />MCU
<br />MASONRY COLUMN UNIT
<br />ARCH
<br />ARCHITECT/ARCHITECTURAL
<br />MCJ
<br />MASONRY CONTROL JOINT
<br />BB
<br />BOND BEAM
<br />MECH
<br />MECHANICAL
<br />BLDG
<br />BUILDING
<br />MEZZ
<br />MEZZANINE
<br />BM
<br />BEAM
<br />MFR
<br />MANUFACTURE/
<br />BO
<br />BOTTOM OF
<br />MANUFACTURERS
<br />BOT/BTM
<br />BOTTOM
<br />MIN
<br />MINIMUM
<br />BP
<br />BASE PLATE/BEARING PLATE
<br />MISC
<br />MISCELLANEOUS
<br />BRG
<br />BEARING
<br />MTL
<br />METAL
<br />BTW
<br />BETWEEN
<br />NIC
<br />NOT IN CONTRACT
<br />CANT
<br />CANTILEVER
<br />NOM
<br />NOMINAL
<br />CB
<br />CONCRETE BEAM
<br />NTS
<br />NOT TO SCALE
<br />CC
<br />CONCRETE COLUMN
<br />OC
<br />C ON ENTER
<br />CIP
<br />CAST IN PLACE
<br />OPNG
<br />OPENING
<br />CJ
<br />CONSTRUCTION JOINT
<br />OPP
<br />OPPOSITE
<br />CL
<br />CENTERLINE
<br />PB
<br />PARAPET BEAM (MASONRY)
<br />CLR
<br />CLEAR/CLEARANCE
<br />PCC
<br />PRECAST CONCRETE
<br />COL
<br />COLUMN
<br />PL
<br />PLATE
<br />CONC
<br />CONCRETE
<br />PLF
<br />POUNDS PER LINEAR FOOT
<br />CONNX
<br />CONNECTION
<br />PLY
<br />PLYWOOD
<br />CONSTR
<br />CONSTRUCTION
<br />PRE-ENG
<br />PRE-ENGINEERED
<br />CONT
<br />CONTINUOUS
<br />PEMB
<br />PRE-ENGINEERED METAL
<br />CORR
<br />CORRUGATED
<br />BUILDING
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />PRE-FAB
<br />PRE -FABRICATED
<br />DET
<br />DETAIL
<br />PRELIM
<br />PRELIMINARY
<br />DIA/DIAM
<br />DIAMETER
<br />PROJ
<br />PROJECTION
<br />DIM
<br />DIMENSION
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />DIST
<br />DISTANCE
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />DN
<br />DOWN
<br />PT
<br />PRESSURE TREATED
<br />DR
<br />DRAIN
<br />PT
<br />POST TENSION(ING) (ED)
<br />DWG
<br />DRAWING
<br />PW
<br />PANEL WIDTH
<br />DWL
<br />DOWEL
<br />RAID
<br />RADIUS
<br />EA
<br />EACH
<br />RB
<br />ROOF BEAM (MASONRY)
<br />EE
<br />EACH END
<br />RCP
<br />REINFORCED CONCRETE PIPE
<br />EF
<br />EACH FACE
<br />RD
<br />ROOF DRAIN
<br />EJ
<br />EXPANSION JOINT
<br />REF
<br />REFERENCE
<br />EL/ELEV
<br />ELEVATION
<br />REINF
<br />REINFORCING
<br />ELECT
<br />ELECTRICAL
<br />REQ'D
<br />REQUIRED
<br />EMB
<br />EMBEDMENT
<br />REV
<br />REVISION
<br />ENGR
<br />ENGINEER
<br />RTU
<br />ROOF TOP UNIT
<br />EQ
<br />EQUAL
<br />RW
<br />RETAINING WALL
<br />EQUIP
<br />EQUIPMENT
<br />SECT
<br />SECTION
<br />EQUIV
<br />EQUIVALENT
<br />SCH/SCHED
<br />SCHEDULE
<br />ES
<br />EACH SIDE
<br />SIM
<br />SIMILAR
<br />EXIST
<br />EXISTING
<br />SP/SPC
<br />SPACE(S)
<br />EXP
<br />EXPANSION
<br />SPECS
<br />SPECIFICATIONS
<br />EXT
<br />EXTERIOR
<br />SQ
<br />SQUARE
<br />EW
<br />EACH WAY
<br />SS
<br />STAINLESS STEEL
<br />FAB
<br />FABRICATE
<br />STD
<br />STANDARD
<br />FD
<br />FLOOR DRAIN
<br />ST/STL
<br />STEEL
<br />FDN
<br />FOUNDATION
<br />STRUC
<br />STRUCTURAL
<br />FF
<br />FINISHED FLOOR
<br />SYM
<br />SYMMETRICAL
<br />FIN
<br />FINISH(ED)
<br />T & B
<br />TOP AND BOTTOM
<br />FL/FLR
<br />FLOOR
<br />T & G
<br />TONGUE AND GROOVE
<br />FTG
<br />FOOTING
<br />TE
<br />THICKENED EDGE
<br />GA
<br />GAGE/GUAGE
<br />THK
<br />THICK
<br />GALV/GV
<br />GALVANIZED
<br />THIRD
<br />THREAD(ED)
<br />GC
<br />GENERAL CONTRACTOR
<br />TB
<br />TIE BEAM
<br />HAS
<br />HEADED ANCHOR STUD
<br />TOC
<br />TOP OF CONCRETE
<br />HB
<br />HIGH BEAM (MASONRY)
<br />TOM
<br />TOP OF MASONRY
<br />HORIZ
<br />HORIZONTAL
<br />TOS
<br />TOP OF STEEL
<br />HSB
<br />HIGH STRENGTH BOLTS
<br />TYP
<br />TYPICAL
<br />HSS
<br />HOLLOW STEELSECTION S
<br />T S
<br />TUBE STEEL
<br />HT
<br />HEIGHT
<br />UNO
<br />UNLESS NOTED OTHERWISE
<br />INT
<br />INTERIOR
<br />LION
<br />UNLESS OTHERWISE NOTED
<br />JST
<br />JOIST
<br />VERT
<br />VERTICAL
<br />JT
<br />JOINT
<br />VIF
<br />VERIFY IN FIELD
<br />K
<br />KIPS
<br />W
<br />WIDE FLANGED
<br />KO
<br />KNOCK OUT
<br />WB
<br />WALL BEAM (TILT)
<br />KSF
<br />KIPS PER SQUARE FOOT
<br />WC
<br />WALL COLUMN (TILT)
<br />KSI
<br />KIPS PER SQUARE INCH
<br />W/
<br />WITH
<br />L
<br />ANGLE
<br />W/O
<br />WITHOUT
<br />LB
<br />LOW BEAM (MASONRY)
<br />WD
<br />WOOD
<br />LBS
<br />POUNDS
<br />WGT
<br />WEIGHT
<br />LID
<br />DEVELOPMENT LENGTH
<br />WH
<br />WEEPHOLE
<br />LDH
<br />LONG DIMENSION HORIZONTAL
<br />WP
<br />WORKING POINT
<br />LDV
<br />LONG DIMENSION VERTICAL
<br />WT
<br />STEEL TEE SECTION
<br />LGTH
<br />LENGTH
<br />WWF
<br />WELDED WIRE FABRIC
<br />LLBB
<br />LONG LEG BACK TO BACK
<br />@
<br />AT
<br />LLH
<br />LONG LEG HORIZONTAL
<br />&
<br />AND
<br />LLV
<br />LONG LEG VERTICAL
<br />®
<br />0 co
<br />O
<br />®
<br />O
<br />O
<br />O
<br />0 O
<br />a
<br />WALL PRESSURES
<br />BUILDING
<br />ROOF
<br />PRESSURES
<br />(140 MPH) ALLOWABLE
<br />(ASD) WIND PRESSURES FOR COMPONENTS & CLADDING (ASCE 7-10)
<br />EFFECTIVE AREA
<br />ZONE 1
<br />ZONE 2
<br />ZONE
<br />3
<br />ZONE 4
<br />ZONE 4
<br />PARAPET
<br />ZONE 5
<br />ZONE 5
<br />PARAPET
<br />(SO F)
<br />PRESSURE
<br />SUCTION
<br />PRESSURE
<br />SUCTION
<br />PRESSURE
<br />SUCTION
<br />PRESSURE
<br />SUCTION
<br />CASE A
<br />CASE B
<br />PRESSURE
<br />SUCTION
<br />CASE A
<br />CASE B
<br />10
<br />10.8 PSF
<br />-26.6 PSF
<br />24.3 PSF
<br />-44.6 PSF
<br />24.3 PSF
<br />-44.6 PSF
<br />24.3 PSF
<br />-26.4 PSF
<br />73.0 PSF
<br />53.7 PSF
<br />24.3 PSF
<br />-32.5 PSF
<br />73.0 PSF
<br />60.1 PSF
<br />20
<br />10.2 PSF
<br />-26.0 PSF
<br />23.3 PSF
<br />-39.9 PSF
<br />23.3 PSF
<br />-39.9 PSF
<br />23.3 PSF
<br />-25.3 PSF
<br />23.3 PSF
<br />-30.1 PSF
<br />50
<br />9.6 PSF
<br />-25.1 PSF
<br />21.9 PSF
<br />-33.6 PSF
<br />21.9 PSF
<br />1 -33.6 PSF
<br />21.9 PSF
<br />-23.9 PSF
<br />21.9 PSF
<br />-27.5 PSF
<br />A -100
<br />9.6 PSF
<br />-24.3 PSF
<br />20.8 PSF
<br />-28.8 PSF
<br />20.8 PSF
<br />T -28.8 PSF
<br />20.8 PSF
<br />-22.8 PSF
<br />20.8 PSF
<br />-25_3 PSF
<br />l_
<br />NOTES:
<br />1. PARAPET WIND PRESSURES:
<br />CASE A = PRESSURES TOWARD THE BUILDING.
<br />CASE B = PRESSURES AWAY FROM THE BUILDING.
<br />2. R DENOTES PARAPET PRESSURE VALUES.
<br />3. 'a' DENOTES EDGE STRIP = 6'4'
<br />4. POSITIVE & NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARDS AND AWAY FROM THE
<br />BUILDING SURFACES, RESPECTIVELY (FULL HEIGHT, UNLESS NOTED).
<br />5. WIND PRESSURES INDICATED ABOVE ARE ALLOWABLE STRESS DESIGN WIND PRESSURES.
<br />DIVIDE THE PRESSURES BY A FACTOR OF 0.6 TO OBTAIN STRENGTH DESIGN WIND PRESSURES
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