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<br />R A A Of-%K I MX/
<br />1. MASONRY CONSTRUCTION MATERIALS AND INSPECTIONS SHALL CONFORM TO THE LATEST
<br />EDITION OF ACI BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES
<br />(ACI 530/ASCE5/TMS 402), LATEST EDITION, SPECIFICATIONS FOR MASONRY STRUCTURES
<br />(ACI 530.1/ASCE6/TMS 602), LATEST EDITION, ASTM C476, ASTM C1019, AND NCMA TEK 107.
<br />2. CONCRETE BLOCKS SHALL CONFORM TO ASTM C90 (ftn = 2,000 PSI).
<br />3. MORTAR SHALL COMPLY WITH ASTM C270, TYPE S FOR ALL MASONRY WALLS.
<br />4. BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING.
<br />5� ALL MASONRY CROSS WEBS SHALL BE FULLY BEDDED IN MORTAR AROUND CELLS TO BE
<br />GROUTED.
<br />6. REINFORCE WALLS VATH LADDER TYPE HORIZONTAL JOINT REINFORCEMENT COMPLYING
<br />WITH ASTM A951. SIDE RODS AND CROSS RODS OF HORIZONTAL JOINT REINFOREMENT
<br />SHALL BE A MINIMUM OF 9 GAUGE AND HORIZONTAL JOINT REINFORCIVIENT SHALL BE
<br />INSTALLED IN MASONRY BED JOINTS AT A MAXIMUM OF 16-INCHES ON CENTER MEASURED
<br />VERTICALLY. INSTALL HORIZONTAL JOINT REINFORCMENT PER MANUFACTURER'S
<br />RECOMMENDATIONS AND LAP ALL JOINTS A MINIMUM OF 8-INCHES.
<br />7. VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF Y4-INCH TO THE INSIDE
<br />FACE SHELL OF MASONRY BLOCK. VERTICAL REINFORCEMENT IN WALLS SHALL BE
<br />SECURED AND LATERALLY SUPPORTED AGAINST DISPLACEMENT AT INTERVALS NOT
<br />EXCEEDING 192 BAR DIAMETERS OR 10-FT., WHICHEVER IS LESS, WHENEVER A CLEANOUT
<br />IS REQUIRED. SEE GROUTING DETAIL NOTE FOR CLEANOUT REQUIREMENTS.
<br />8. GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHALL BE STOPPED 1 Y2-INCHES
<br />BELOW TOP OF MASONRY BLOCK TO PROVIDE A KEY FOR SUBSEQUENT GROUTING.
<br />9. ALL GROUTING POURS SHALL BE CONSOLIDATED AND RECONSOLIDATED AFTER INITIAL
<br />WATER LOSS AND SETTLEMENT HAS OCCURRED BYMECHANICAL VIBRATION PER ACI
<br />530.1/TMS 602/ASCE 6. CONSOLIDATION OR RECONSOLIDATION IS NOT REQUIRED FOR
<br />SELF -CONSOLIDATING GROUT.
<br />10. TYPICAL VERTICAL REINFORCING SIZE AND SPACING SHALL CONTINUED ABOVE AND BELOW
<br />ALL WALL OPENINGS.
<br />11. TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE STABILITY DURING
<br />CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
<br />12. PROVIDE PRE -CAST LINTEL SUBMITTALS SIGNED AND SEALED BY A SPECIALTY ENGINEER
<br />WHO IS LICENSED IN THE SAME STATE AS THE PROJECT LOCATION.
<br />13. STOPPING AND RESUMING WORK: RACK BACK 1/2-MASONRY UNIT LENGTH IN EACH
<br />COURSE. DO NOT TOOTH. CLEAN EXPOSED SURFACES OF SET MASONRY. REMOVE LOOSE
<br />MASONRY UNITS AND MORTAR PRIOR TO LAYING FRESH MASONRY.
<br />14. REINFORCE MASONRY OPENINGS GREATER THAN V-10" WIDE WITH HORIZONTAL JOINT
<br />REINFORCEMENT PLACED IN (2) HORIZONTAL JOINTS APPROXIMATELY 8-INCHES APART,
<br />IMMEDIATELY ABOVE THE LINTEL AND IMMEDIATELY BELOW THE SILL. EXTEND
<br />REINFORCING A MINIMUM OF Z-O" BEYOND THE JAMBS OF THE OPENING EXCEPT AT
<br />CONTROL JOINTS. SEE PLAN FOR ADDITIONAL REQUIREMENTS.
<br />15. DO NOT APPLY UNIFORM LOADS TO NEWLY CONSTRUCTED MASONRY WALLS FOR (3) DAYS.
<br />16. DO NOT APPLY CONCENTRATED LOADS TO NEWLY CONSTRUCTED MASONRY WALLS FOR (7)
<br />DAYS.
<br />17. EXTEND ALL VERTICAL WALL REINFORCEMENT TO VVITHIN 2" OF TOP OF WALL OR BEAM
<br />UNLESS NOTED OTHERWISE. TERMINATE REINFORCING WITH STANDARD ACI 90-DEGREE
<br />HOOK.
<br />18. SEE ARCHITECTURAL AND STRUCTURAL CONSTRUCTION DOCUMENTS FOR MASONRY
<br />CONTROL JOINT (MCJ) LOCATIONS. MASONRY CONTROL JOINT SPACING SHALL NOT
<br />EXCEED 3x THE MASONRY WALL HEIGHT (IN FEET) OR 25-FEET, Vv1-IICHEVER IS LESS
<br />(UNLESS NOTED OTHERWISE).
<br />19. REFER TO ARCHITECTURAL CONSTRUCTION DOCUMENTS FOR WATERPROOFING DETAILS
<br />AT MASONRY CONTROL JOINTS.
<br />20. ALL MASONRY REINFORCING SHALL CONFORM TO ASTM A615 (GRADE 60), UNLESS NOTED
<br />OTHERWISE.
<br />21. SEE THE'REBAR BEND & SPLICE DETAIL'IN THESE DRAWINGS FOR STANDARD LAP SPLICE
<br />LENGTHS AND BENDING REQUIREMENTS FOR REINFORCING BARS.
<br />22. JOB SITE MIXING OF GROUT SHALL NOT BE PERMITTED. TESTING SHALL CONFORM TO ASTM
<br />C1019. SEE TEST MOLD DETAIL BELOW. SEE SCHEDULE UNDER CONCRETE NOTES FOR
<br />COMPRESSIVE STRENGTH AND SLUMP REQUIREMENTS.
<br />GROUT TEST PRISM
<br />COVER UNITS USING -4r
<br />ABSORPTIVE PAPER
<br />TOWELLING W/ TAPE (4) 8x8x16 CMU BLOCKS
<br />I REQUIRED (FRONT BLOCK
<br />3"x3"x1 5/8" WOOD BLOCK REMOVED FOR CLARITY)
<br />DETAIL - MASONRY GROUT
<br />TEST MOLD (ASTM C1019)
<br />WOOD
<br />1. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS, SHEAR WALLS AND MISC. STRUCTURAL
<br />WOOD FRAMING MEMBERS, (I.E. BLOCKING OR GABLE END BRACING) SHALL BE #2
<br />SOUTHERN YELLOW PINE OR AS NOTED ON PLANS.
<br />2. ALL LUMBER SPECIFIED ON DRAWINGS ARE INTENDED FOR DRY USE ONLY (MOISTURE
<br />CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE
<br />RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY
<br />OTHERS
<br />3. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF
<br />THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALLHOLESOVER111IN
<br />DIA. FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD
<br />SHOES,TYP., U.N.O.
<br />4. MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO
<br />STEEL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
<br />TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR
<br />EXAMPLE, ACQ-C, ACQ-D, CBA-A OR CA-B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS
<br />STEEL FASTENERS. DOT SODIUM BORATE (SBX) DOES NOT.
<br />5. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE PRESSURE
<br />TREATED.
<br />6. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY.
<br />SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />7. SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS
<br />8. ALL ENGINEERED LUMBER TO HAVE THE FOLLOWING MIN VALUES U.N.O.
<br />COLUMNS: 2.OE Fb = 2600
<br />BEAM: 2.OE Fb= 2600
<br />9. SEE PLAN NOTE FOR ADDITIONAL ROOF, WALL, SHEAR WALL AND FLOOR SHEATHING
<br />REQUIREMENTS ALONG W/ NAILING INFORMATION OTHERWISE:
<br />9.1. ROOF DECK: PLYWOOD C-C/C-D, EXTERIOR OR OSB
<br />9.2. FLOOR SHEATHING: T&G A-C GROUP 1 APA RATED (48/24) SHEATHING SHALL
<br />FINISH FLUSH TO EXTERIOR WALL FACE.
<br />9.3. WALL SHEATHING: PLYWOOD C-C/C-D EXTERIOR OR OSB-15/32" EXPOSURE 1. A
<br />MINIMUM J" SPACE IS RECOMMENDED BETWEEN PANELS AT EDGE AND END
<br />JOINTS TO ALLOW FOR EXPANSION.
<br />UPLIFT CONNECTORS
<br />1. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS
<br />ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
<br />FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
<br />THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
<br />PLEASE COORDINATE THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS.AND
<br />STRUCTURAL PLANS FOR MORE INFO.
<br />WOOD TRUSSES
<br />1 ALL TRUSS CONNECTOR PLATES SHALL BE MANUFACTURED FROM ASTM A466-72 GRADE A
<br />GALVANIZED STEEL OF NO LESS THAN 20 GAGE THICKNESS WITH 4 MINIMUM YIELD OF 33,000
<br />PSI AND AN ULTIMATE TENSILE STRENGTH OF 45,000 PSI. CONNECTOR PLATE GAUGES
<br />SHALL BE AS REQUIRED BY MANUFACTURERS DESIGN CALCULATIONS.
<br />2. TRUSS SHOP DRAWINGS SHALL BE SUBMITTED FOR THE ARCHITECTS REVIEW PRIOR TO
<br />FABRICATION AND SHALL INCLUDE THE FOLLOWINGS:
<br />2.1. STRESS REDUCTION FACTORS FOR PLATES
<br />2.2. TOP AND BOTTOM CHORD DESIGN LOADS IN P.L.F.
<br />2.3. SIZE, GAUGE, AND EXACT LOCATION BY DIMENSION OF PLATES
<br />2.4. LUMBER SPECIES AND GRADES USED.
<br />2.5. SEAL AND SIGNATURE OF TRUSS COMPANY ENGINEER OF RESPONSIBLE CHARGE
<br />ON ALL TRUSS ENGINEERED SHEETS OR DRAWINGS.
<br />2.6. NAME AND TRADE MARK OF PLATE MANUFACTURER AND TRUSS FABRICATOR AS
<br />WELL AS PROJECT NAME AND LOCATION.
<br />2.7. UNIFORM, LATERAL, AND CONCENTRATED LOAD REQUIREMENTS AND NOTED ON
<br />PLANS AND/OR CORRESPONDING DETAILS.
<br />2.8. ALL TRUSS CONNECTION HARDWARE REQUIREMENTS.
<br />2.9. ALLOWABLE LOADS FOR STRESS GRADE LUMBER AND PLATES AS ALLOWED BY
<br />AND I.C.B.O. INCLUDING I.C.B.C. REPORT NUMBER.
<br />3. FIELD REPAIR OF DAMAGED TRUSSES MUST BE APPROVED IN WRITING BY THE TRUSS
<br />ENGINEER AND ENGINEER OF RECORD.
<br />4. ALL ROOF TRUSS BEARING SHALL HAVE METAL FASTENERS TO RESIST UPLIFT FORCES AS
<br />NOTED ON ROOF FRAMING PLAN. GROSS UPLIFT PRESSURE DIAGRAM ON SHEET
<br />5. TRUSS SUPPLIER IS TO PROVIDE PLAN AND PROCEDURES FOR NAILING, SECURING AND
<br />BRACING OF ALL TRUSSES. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY
<br />BRAZING FOR THE TRUSSES DURING ERECTION.
<br />6. TRUSS SUPPLIER SHALL PROVIDE TRUSS CAPABLE OF TRANSFERRING LATERAL AS NOTED
<br />ON PLANS AND/ OR DETAILS.
<br />7. APPROVED TRUSS PLANS SHALL BE AVAILABLE ON JOB SITE DURING THE INSPECTION.
<br />8. TRUSS MANUFACTURER SHALL COORDINATE TRUSS LAYOUT WITH MECHANICAL/ PLUMBING
<br />DRAWINGS FOR ADDITIONAL CONCENTRATED LOADS DUE TO DOMESTIC WATER AND
<br />SPRINKLE PIPE SUPPORTS.
<br />9. TRUSS MANUFACTURER SHALL COORDINATE TRUSS LAYOUT WITH MECH/PLUMBING
<br />DRAWINGS TO ALLOW ALL PIPES AND DUCT ADEQUATE SPACE FOR PROPER INSTALLATION.
<br />THE MANUFACTURER SHALL COORDINATE THE WEB MEMBER CONFIGURATION WITH THE
<br />MECHANICAL DRAWINGS AND ARCHITECTURAL DRAWINGS SUCH THAT ADEQUATE OPENING
<br />IS PROVIDED FOR ANY MECHANICAL UNITS AND DUCTS AND AND ACCESS CATWALKS.
<br />10. TRUSSES SHALL BE SPACED AS SHOWN ON THE PLANS. LESSER SPACING MAY BE USED IF
<br />REQUIRED BY THE TRUSS DESIGNER. ACTUAL TRUSS SPACING SHALL BE USED TO
<br />APPLICABLE WIND LOAD AT THE PROJECT SITE WITH THE DEAD LOAD SHOWN ABOVE, IN
<br />ACCORDANCE WITH THE COMBINATIONS AND PRESSURE AND SUCTION FACTORS INDICATED
<br />IN THE APPLICABLE BUILDING CODE. UPLIFT INDICATED IS ONLY A MINIMUM.
<br />11. SEE PLANS FOR TRUSS LOCATIONS AND SPANS.
<br />12. TRUSS DESIGN LOADS SHALL BE AS FOLLOWS:
<br />TYP UNIT PRIVATE STORAGE
<br />ROOF FLOOR BALCONY AREA
<br />TOP CHORD LIVE LOAD 20 PSF 40 PSF 60 PSF 125 PSF
<br />TOP CHORD DEAD LOAD 15 PSF 25 PSF 35PSF 25 PSF
<br />BOTTOM CHORD LIVE LOAD 0 PSF 0 PSF 0 PSF 0 PSF
<br />BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF 5 PSF 5 PSF
<br />TOP CHORD UPLIFT LOAD 10 PSF 0 PSF 0 PSF 0 PSF
<br />13. ENVIRONMENTAL LOADING, INCLUDING BUT NOT LIMITED TO WIND LOADING, SEISMIC
<br />LOADING, RAIN LOADING, ETC. SHALL BE THE RESPONSIBILITY OF THE TRUSSES DESIGNER.
<br />14. TRUSSES DESIGNER SHALL REFER TO SHEET S200 FOR WIND UPLIFT LOADING ON ROOF
<br />BASED ON WIND ZONE.
<br />15. SEE PLAN FOR CONCENTRATED LOADS.
<br />16. TRUSS DESIGNER SHALL APPLY LIVE LOAD TO BOTTOM CHORD OF TRUSS AS REQUIRED BY
<br />CODE
<br />17. TRUSSES DESIGNER SHALL COORDINATE w/ MECH. PLANS TO VERIFY NO CLASHES w/DUCT
<br />WORK & OR JOIST BRIDGING.
<br />18. THE ABOVE NOTED VALUES ARE MINIMUM REQUIREMENTS FOR DEAD AND LIVE LOADS. SEE
<br />SHEET S200 FOR WIND ROOF PRESSURE REQUIREMENTS.
<br />19. TOP CHORD DEAD LOAD SHOWN ABOVE INCLUDES 3 PSF FOR TRUSS -SELF WEIGHT. TRUSS
<br />DESIGNER SHALL INCREASE DEAD LOAD, AS REQUIRED.
<br />20. MEMBERS OF THE GABLE END WALL TRUSSES SHALL BE DESIGNED FOR COMPONENT WIND
<br />FORCES AGAINST THE EXPOSED FACE OF THE TRUSS.
<br />21. MAXIMUM LIVE LOAD DEFLECTION FOR FLOOR TRUSSES L/480
<br />22. MAXIMUM LIVE LOAD DEFLECTION FOR ROOF TRUSSES L/240
<br />23. MAXIMUM LIVE LOAD DEFLECTION FOR ALL CANTILEVERED TRUSSES = CANTILEVER
<br />LENGTH/ 180.
<br />24. ALL TRUSS FRAMING CONNECTIONS TO WALLS, GIRDER TRUSSES, LEDGERS, BEAMS OR
<br />OTHER SUPPORTS, SHALL BE MADE WITH JOIST HANGERS. TIE DOWNS, FRAMING ANCHORS,
<br />POST CAPS, ETC,: AND SHALL BE SIZED AND ATTACHED OVER THE FRAMING ANCHORAGE
<br />MANUFACTURER'S RECOMMENDATIONS. IN COMBINATION WITH INFORMATION ON THESE
<br />DRAWINGS.
<br />25. ALL HEADERS, BEARING WALLS AND POSTS SHOWN ON THE PLANS SHALL BE USED FOR
<br />BEARING IN DESIGN OF THE FLOOR AND ROOF TRUSSES.
<br />26. WHERE DRAFT STOPS ARE REQUIRED BY THE ARCHITECTURAL DRAWINGS, PROVIDE A
<br />MINIMUM OF 2x4 VERTICAL AT 24" ON CENTER BETWEEN TRUSS TOP AND BOTTOM CHORDS
<br />AND WEB MEMBERS, AS REQUIRED, FOR DRAFT STOP NAILING.
<br />27. ALL TRUSS TO TRUSS AND TRUSS TO BEAM CONNECTIONS SHALL BE DESIGNED BY TRUSS
<br />MANUFACTURER.
<br />28. LOADS INDICATED HEREIN SHALL BE UTILIZED IN THE DESIGN OF ROOF GIRDER, HIP AND
<br />JACK TRUSSES, AS REQUIRED.
<br />ASCE 7-16 WALL DESIGN ALLOWABLE COMPONENTS
<br />AND CLADDING WIND PRESSURES AND SUCTIONS
<br />FOR MEAN ROOF HEIGHT5 60 ft
<br />EFFECTIVE
<br />WIND AREA
<br />NOMINAL GROSS UPLIFT DESIGN
<br />NOMINAL WALL DESIGN
<br />(SQ FEET)
<br />PRESSURES (PSF)
<br />WIND PRESSURES AND
<br />SUCTIONS (PSF)
<br />AREA
<br />03
<br />05
<br />10-19.99
<br />10.0
<br />-21.2
<br />10.0
<br />-35.6
<br />10.0
<br />-53.5
<br />19.4
<br />-21.0
<br />19.4
<br />-25.9
<br />20-49.99
<br />10.0
<br />-20.7
<br />10.0
<br />-31.8
<br />10.0
<br />-44.4
<br />18.5
<br />-20.1
<br />18.5
<br />-24.1
<br />50-99.99
<br />10.0
<br />-20.0
<br />10.0
<br />-26.8
<br />10.0
<br />-32.1
<br />17.4
<br />-19.1
<br />17.4
<br />-21.9
<br />100 & OVER
<br />10.0
<br />-19.4
<br />10.0
<br />-23.0
<br />10.0
<br />-23.0
<br />16.5
<br />-18.2
<br />16.5
<br />-20.1
<br />COMMENTS: VALUE DENOTES PRESSURE
<br />VALUE DENOTES SUCTION
<br />RSH IENGINEERED ROOF PER ASCE 7-16 ROOF DESIGN ALLOWABLE COMPONENTS AND
<br />CLADDING WIND PRESSURES AND SUCTIONS FOR MEAN ROOF HEIGHT < 25 ft
<br />WIND SPEED (ULTIMATE) 140.0 MPIH
<br />WIND SPEED (ALLOWABLE) 108.4 MPH
<br />EXPOSURE CATEGORY C
<br />EFFECTIVE WIND PRESSURE AND SUCTION (PSF) HIP ROOF >20 TO 27 DEG.
<br />WIND AREA VALUE DENOTES PRESSURE [4:12]-[6:12]
<br />(SQ FEET) (-) VALUE DENOTES SUCTION a=4ft
<br />AREA I ROOF 1 2e 2n 2r 3 3e 3r a
<br />LJID '29Z QA AQ CZ7 AQ rZ-7 _AQ r7
<br />10 C�GABLE -38.22 -38.22 -60.99 -60.99 -60.99 -78.58
<br />ROOF NAILING SCHEDULE/ NAILING ZONESISHINGLE AND TILE):
<br />ZONE 1: ASTM F1667 RSRS-03 (10d) NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD
<br />ZONE 2e, 2n, 2r: ASTM F1667 RSRS-03 (10d) NAILS @ 4" O.C. ON EDGE AND 4" O.0 IN FIELD
<br />ZONE 3, 3e, 3r: ASTM F1667 RSRS-03 (10d) NAILS @ 4" O.C. ON EDGE AND 4" O.0 IN FIELD
<br />ROOF SHEATHING:
<br />SHINGLE: 1V32" EXP. 1 (4%0)
<br />TILE: 1%2" EXP. 1 (4%0)
<br />NOTE:
<br />1. PER CODE ASTM F1667 RSRS-01 REFERENCE TO 8d (2 %" x 0.113") NAILS
<br />2. WHERE THE SHEATHING THICKNESS IS GREATER THAN 1V32", SHEATHING SHALL BE FASTENED AAk 0
<br />WITH ASTM F1667 RSRS-03 10d (2Y2"x 0.131") NAILS OR ASTM F1667 RSRS-04 (3"x.120") NAILS 71
<br />3. GABLES- DROP GABLE END & (1) ADDITIONAL DROPPED TRUSS 2x4 #2 SYP OUTILOOKER a=4ft
<br />RAFTER W/ BLOCKING @ 16" O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP BLOCKING GABLE ROOF > 20 TO 27 DEG.
<br />@ 16" O.0 FIRST 4 BAYS WITH (2) 12d NAILS EA. END. ATTACH ROOF SHEATHING TO RAFTERS [4:12]-[6:12]
<br />W1 BLOCKING PER NAILING SCHEDULE.
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<br />THIS DOCUMENT AND/OR THE DESIGN CONCEPTS
<br />EXPRESSED HEREIN ARE THE PROPERTY OF
<br />KEESEE ASSOCIATES AND ALL RIGHTS OF
<br />OWNERSHIP, INCLUDING COPYRIGHT OF
<br />INTELLECTUAL PROPERTY, ARE RESERVED. THE
<br />REPRODUCTIONS, COPYING, OR USE OF THIS
<br />DOCUMENT AND/OR THE DESIGN CONCEPT
<br />WITHOUT THE WRITTEN CONSENT OF KEESEE
<br />ASSOCIATES IS STRICTLY PROHIBITED AND
<br />PROTECTED BY UNITED STATES AND
<br />INTERNATIONAL LAW.
<br />V. FOS
<br />0 ENGINEERING ASSOCIATEE
<br />258 Southhall Lane, Suite 200
<br />Maitland, FL 32751
<br />0: 321-972-0491 F: 407-880-2304
<br />Certificate Of Authorization No. 9161
<br />[I CARL A. BROWN, PE - FL # 56126
<br />El LUIS PABLO TORRES, PE - FL $*87864
<br />[I SCOTT A LEWKOWSKI, PE - FL #78750
<br />TO THE BEST OF THE ENGINEERS KNOWLEDGE, INFORMATION,
<br />AND BELIEF. THE STRUCTURAL PLANS AND SPECIF
<br />-"I ATIONS
<br />CONTAINED WITHIN THESE DRAWING�
<br />I EDITI
<br />FLORIDA BUILDING CODE- RE_ , EDT,"
<br />ENGNEER'S SIGNATURE
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<br />REVISIONS
<br />Project Number: 21-7431
<br />Date:
<br />Issue Date: 01/26/22
<br />Reviewed By: SL
<br />Drawn By: CM
<br />Scale: As indicated
<br />Sheet Name:
<br />GENERAL
<br />STRUCTURAL NOTES
<br />& ABBREVIATIONS
<br />Sheet No.
<br />S002
<br />
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