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Notes:
<br />GENERAL CONDITION AND STATEMENTS
<br />1. THESE NOTES SHALL APPLY UNLESS OTHERWISE INDICATED BY DRAWINGS OR
<br />SPECIFICATIONS.
<br />2. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS
<br />ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH
<br />SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS
<br />INDICATED ON THE DRAWINGS.
<br />3. SUBMIT SHOP DRAWINGS ON ALL MATERIALS FOR APPROVAL BEFORE FABRICATION.
<br />CONTRACTOR SHALL REVIEW, APPROVE AND SIGN EACH SHEET PRIOR TO
<br />SUBMISSION.
<br />4. THE STRUCTURE SHOWN ON THESE DRAWINGS IS STRUCTURALLY SOUND ONLY IN
<br />ITS COMPLETED FORM. THE CONTRACTOR SHALL TEMPORARILY BRACE ALL EARTH,
<br />FORMS, CONCRETE, STEEL, WOOD, MASONRY, TO RESIST GRAVITY, EARTH, WIND,
<br />SEISMIC AND CONSTRUCTION LOADS DURING CONSTRUCTION.
<br />5. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR AS
<br />NOTED IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE
<br />OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED.
<br />6. DESIGN CODES AND STANDARD SPECIFICATIONS:
<br />BUILDING CODE 2004 FLORIDA BUILDING CODE WITH 2O05 AND 2006
<br />SUPPLEMENTS
<br />STEEL STRUCTURE AISC LOAD RESISTANCE AND FACTOR DESIGN
<br />SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS
<br />THIRD EDITION
<br />CONCRETE ACI 318-02 BUILDING CODE FOR STRUCTURAL CONCRETE
<br />SPECIALTY ENGINEER REQUIREMENTS
<br />1. THE FLORIDA STATE BOARD OF PROFESSIONAL ENGINEERS HAS ISSUED
<br />STATEMENTS ON RESPONSIBILITIES OF PROFESSIONAL ENGINEERS, PURSUANT TO
<br />RULE 61G15-30.005.
<br />2. CERTAIN COMPONENTS OF THE STRUCTURE REQUIRE THE WORK OF A SPECIALTY
<br />ENGINEER FOR THE DESIGN OF THOSE COMPONENTS. ALL PROCEDURES STATED
<br />IN THE STATEMENTS SHALL APPLY TO THIS PROJECT.
<br />3. PRE-ENGINEERED WALL AND ROOF PANELS SHALL BE DESIGNED, DETAILED, AND
<br />ENGINEERED BY THE PANEL MANUFACTURER AND FABRICATOR. SHOP DRAWINGS
<br />SHALL BE SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY A
<br />REGISTERED ENGINEER IN THE STATE OF FLORIDA.
<br />4. AWNING AND CANOPY ASSEMBLIES AND THEIR SUPPORT CONNECTIONS SHALL BE
<br />DESIGNED BY THE FABRICATOR'S SPECIALTY ENGINEER. SHOP DRAWINGS SHALL BE
<br />SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY A REGISTERED
<br />ENGINEER IN THE STATE OF FLORIDA. DESIGN LOADS SHALL MEET THE MINIMUM
<br />REQUIREMENTS OF THE GOVERNING BUILDING CODE.
<br />SOILS
<br />1. FOUNDATION DESIGN OF FOOTINGS BASED ON 2500 PSF (ASSUMED) SOIL
<br />BEARING.
<br />2. COMPACT ALL MATERIALS SUPPORTING SLAB ON GRADE OR FOOTINGS TO 95%
<br />(100% FOR TOP 1 FOOT) OF MAXIMUM DENSITY BY STANDARD PROCTOR (ASTM
<br />D-698).
<br />SOILS TESTING LABORATORY SHALL CONDUCT COMPACTION TESTS ON ALL
<br />STRUCTURAL FILL MATERIAL.
<br />CONCRETE
<br />1. MIX DESIGNS FOR EACH TYPE OF CONCRETE SPECIFIED SHALL BE SUBMITTED FOR
<br />APPROVAL. ADMIXTURES, CURING COMPOUNDS AND HARDENERS WHICH ARE
<br />INTENDED FOR USE ARE TO BE SUBMITTED FOR APPROVAL.
<br />2. TESTING LABORATORY SHALL SAMPLE AND TEST CONCRETE AS FOLLOWS: 2.
<br />SAMPLING:
<br />GENERAL: IN ACCORDANCE WITH ASTM C31.
<br />NO.: 4 CYLINDERS FOR EACH 50 CUBIC YARDS, 5000
<br />SQUARE FEET OF SURFACE AREA, OR EACH PLACEMENT OF
<br />EACH MIX DESIGN OF CONCRETE PLACED IN ANY ONE DAY.
<br />DESIGNATION: LABEL EACH CYLINDER IN EACH SET OF 4
<br />CYLINDERS WITH AN ALPHA -NUMERIC DESIGNATION, E.G.,
<br />THE FIRST SET SHALL BE NUMBERED 1A, 19, 1 C, AND 1 D.
<br />TESTING:
<br />SLUMP: IN ACCORDANCE WITH ASTM C 143, TO BE TAKEN
<br />WHEN EACH SET OF CYLINDERS IS MADE.
<br />AIR CONTENT: SEE SPECIFICATIONS.
<br />COMPRESSIVE STRENGTH: IN ACCORDANCE WITH ASTM C 39.
<br />BREAK ONE CYLINDER AT 7 DAYS, 2 AT 28 DAYS, AND HOLD
<br />ONE IN RESERVE. EACH PAIR OF BREAKS FROM EACH SET OF
<br />CYLINDERS WILL BE CONSIDERED ONE TEST.
<br />TEST REPORTS SHALL BE AVAILABLE AT JOBSITE.
<br />3. CONCRETE FOR FOOTINGS AND INTERIOR SLAB ON GRADE SHALL BE NORMAL
<br />WEIGHT (145 PCF) WITH A 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI.
<br />4. CONCRETE WORK SHALL CONFORM TO ACI 318 (REINF. CONCRETE) AND/OR
<br />318.1 (PLAIN CONCRETE).
<br />5. REINFORCING BARS SHALL CONFORM WITH ASTM A 615. BARS WELDED TO
<br />STRUCTURAL STEEL SHALL CONFORM TO ASTM A706. ALL BARS SHALL BE
<br />GRADE 60. PROVIDE CORNER BARS AT ALL GRADE BEAM CORNERS. LAP ALL
<br />REINFORCING 48 BAR DIAMETERS AT SPLICES.
<br />6. CONTROL JOINTS FOR SLAB ON GRADE SHALL BE LOCATED AS SHOWN ON PLAN.
<br />JOINTS SHALL BE FORMED USING SAW CUTS 1/8" WIDE (MAX.) BY T/4 DEEP.
<br />SAW CUT WITHIN 12 HOURS AFTER POURING. JOINTS SHALL BE FILLED WITH
<br />SEMI -RIGID EPDXY JOINT FILLER - SEE SPECIFICATIONS.
<br />7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A-185. PROVIDE ALL
<br />MATERIAL IN SHEETS. LAP ONE SQUARE + 2" AT ALL SPLICES.
<br />8. FIBER REINFORCEMENT TO BE NOVAMESH 850 BLEND OF STEEL AND
<br />POLYPROPYLENE FIBERS AS MANUFACTURED BY SI CONCRETE SYSTEMS. QUANTITY
<br />OF FIBERS: ONE 24 POUND BAG OF NOVAMESH 850 FIBERS PER CUBIC YARD OF
<br />CONCRETE.
<br />STEEL
<br />4. STRUCTURAL STEEL DETAILING, FABRICATION, AND ERECTION TO BE IN
<br />ACCORDANCE WITH THE "LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION
<br />FOR STRUCTURAL STEEL BUILDINGS" OF THE AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION.
<br />STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A572 OR A992 GRADE
<br />50.
<br />STEEL ANGLES, PLATES AND CHANNELS SHALL CONFORM TO ASTM A36
<br />TUBES TO BE ASTM A-500 GRADE B.
<br />ANCHOR RODS SHALL CONFORM TO ASTM F1554 GRADE 36.
<br />2. SUBMIT SHOP DRAWINGS FOR FABRICATION AND ERECTION OF ALL STEEL
<br />MEMBERS IN ACCORDANCE WITH AISC STANDARDS NOTED ABOVE. SHOP
<br />DRAWINGS SHALL GIVE COMPLETE WELDING INFORMATION, BOTH SHOP AND FIELD,
<br />USING AWS SYMBOLS. WELDING ELECTRODES SHALL CONFORM TO AWS A5.1 OR
<br />A5.5 E-70XX.
<br />UNLESS NOTED OTHERWISE ON DRAWINGS CONNECTIONS ARE TO BE MADE WITH
<br />3/4" DIA. A325 TYPE N BOLTS.
<br />3. STRUCTURAL STEEL CONNECTIONS SHALL BE DETAILED BASED ON THE
<br />INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS. ALL LOADS INDICATED
<br />ARE FACTORED REACTIONS.
<br />3.1 WHERE NO VERTICAL REACTION IS INDICATED THE CONNECTION IS TO BE
<br />DESIGNED TO SUPPORT A MINIMUM VERTICAL FACTORED REACTION OF 15
<br />KIPS.
<br />3.2 STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE
<br />STRUCTURAL 3.2 DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR.
<br />THIS DESIGN SERVICE SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE
<br />OF SERVICES. SHOP DRAWINGS FOR BRACING CONNECTIONS, COLLECTOR
<br />ELEMENT CONNECTIONS WHERE AXIAL FORCES ARE INDICATED, AND
<br />MOMENT CONNECTIONS SHALL BE SEALED BY A PROFESSIONAL ENGINEER
<br />LICENSED IN THE PROJECT STATE WHO IS RESPONSIBLE FOR THE
<br />CONNECTION DESIGN.
<br />SUBMIT SHOP DRAWINGS FOR STEEL CONNECTIONS WITH PROFESSIONAL
<br />ENGINEER'S SEAL TO THE BUILDING OFFICIAL.
<br />4. MECHANICAL FASTENER NOTES:
<br />4.1 WEDGE ANCHORS SHALL BE INSTALLED WITH A MINIMUM EMBEDMENT OF
<br />6 X ANCHOR DIAMETER. WEDGE ANCHORS SHALL BE FORMED FROM
<br />STEEL CONFORMING TO ASTM A510 AND SHALL DEVELOP ALLOWABLE
<br />DESIGN FORCES EQUAL TO OR GREATER THAN HILTI KWIK BOLT II.
<br />WEDGE ANCHORS INSTALLED IN CMU SHALL BE INSTALLED IN CELLS
<br />FILLED WITH GROUT. GROUT SHALL EXTEND A MINIMUM OF 4' ALL
<br />SIDES OF ANCHOR.
<br />4.2 EPDXY ANCHORS SHALL BE INSTALLED WITH A MINIMUM EMBEDMENT OF 8
<br />X ANCHOR DIAMETER. ANCHOR RODS SHALL BE ASTM A36 THREADED
<br />ROD. INSTALLED ANCHORS SHALL DEVELOP ALLOWABLE DESIGN FORCES
<br />EQUAL TO OR GREATER THAN HILTI HY 150. HOLES SHALL BE CLEANED
<br />AND ANCHORS INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
<br />INSTRUCTIONS.
<br />LIGHT GAGE METAL FRAMING
<br />1. COLD FORMED METAL STUDS SHALL BE MANUFACTURED IN ACCORDANCE WITH
<br />THE STANDARDS OF THE STEEL STUD MANUFACTURERS ASSOCIATION. STUDS
<br />SHALL BE MANUFACTURED FROM STEEL CONFORMING TO ASTM A653 WITH A
<br />MINIMUM YIELD STRENGTH OF 50 KSI.
<br />WOOD FRAMING
<br />1. ALL TIMBER CONNECTORS SHALL BE SIMPSON "STRONG -TIE" (OR EQUIVALENT -
<br />SUBMIT FOR APPROVAL). CONNECTORS SHALL BE INSTALLED WITH QUANTITY AND
<br />SIZE OF FASTENERS FASTENERS IN ACCORDANCE WITH MANUFACTURERS
<br />REQUIREMENTS. CONNECTORS INSTALLED IN CONTACT WITH PRESSURE TREATED
<br />WOOD SHALL HAVE SIMPSON ZMAX GALVANIZED COATING ( G185 HDG PER ASTM
<br />A653 ). FASTENERS USED IN CONNECTORS WITH PRESSURE TREATED WOOD SHALL
<br />BE HOT DIPPED GALVANIZED.
<br />2. ALL FRAMED LUMBER SHALL BE SOUTHERN PINE GRADE NO. 2 (SURFACED AT
<br />19% MOISTURE CONTENT) OR BETTER. ALL TIMBER IN CONTACT WITH CONCRETE
<br />SHALL BE PRESSURE TREATED.
<br />3. ALL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD INCLUDING
<br />ANCHOR BOLTS, WASHERS AND NAILS SHALL BE HOT DIPPED GALVANIZED.
<br />AGRI-PANEL WALL AND ROOF PANELS
<br />1. LOAD BEARING AGRI-PANEL WALL AND ROOF PANELS SHALL BE AS
<br />MANUFACTURED BY AGRIBOARD INDUSTRIES.
<br />2. PANELS SHALL BE 7 7/8" THICK WITH A WEIGHT OF 14 PSF. PANEL SHEATHING
<br />SHALL BE 7/16" OSB. PANEL PERIMETER AND ADDED PROFILE BOARDS SHALL
<br />BE 3 1/2" x 7" TIMBERSTRAND LSL AS MANUFACTURED BY TRUS JOIST.
<br />3. WALL AND ROOF OPENINGS SHALL BE FACTORY CUT WITH SUPPLEMENTAL
<br />TIMBERSTRAND MEMBERS INSTALLED IN THE PANELS AT TIME OF FABRICATION AS
<br />REQUIRED BY AGRIBOARD AGRIBOARD INDUSTRIES TO SUPPORT ALL VERTICAL,
<br />SHEAR AND LATERAL LOADS.
<br />4. AGRI-PANEL INSTALLATION SHALL BE PERFORMED IN ACCORDANCE WITH THE
<br />MANUFACTURER'S RECOMMENDED PANEL INSTALLATION PROCEDURES.
<br />5. INSPECTION OF APPLICATION OF GLUE TO THE KEYWAYS SHALL BE PERFORMED
<br />FOR ALL PANEL JOINTS BY AN INDEPENDENT TESTING LABORATORY.
<br />6. AGRIBOARD ROOF PANELS SHALL BE ENGINEERED TO SUPPORT ALL HVAC
<br />EQUIPMENT, WIND UPLIFT LOADS AND LATERAL DIAPHRAGM LOADS. COORDINATE
<br />WITH ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ALL ROOF MOUNTED
<br />EQUIPMENT LOCATIONS.
<br />7. AGRIBOARD WALL PANELS SHALL BE ENGINEERED TO SUPPORT VERTICAL, SHEAR
<br />AND OUT OF PLANE (TRANSVERSE) LOADS. TIMBERSTRAND AND OR 2x LUMBER
<br />REINFORCEMENT" SHALL BE LOCATED AROUND OPENING AND AS REQUIRED FOR
<br />ALL CODE REQUIRED LOADS.
<br />8. SUBBIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR ALL
<br />AGRI-PANEL ROOF AND WALL PANELS FOR REVIEW PRIOR TO FABRICATION.
<br />INDICATE ALL OPENING DIMENSIONS AND TIMBERSTRAND REINFORCEMENT AT
<br />OPENINGS. INDICATE ALL CONNECTION DETAILS INCLUDING GLUE LOACATIONS AND
<br />QUANTITIES AND ALL MECHANICAL FASTENERS. INDICATE ALL CONNECTIONS OF
<br />AGRI-PANELS TO SUPPORTING CONCRETE,WOOD AND STEEL STRUCTURE.
<br />DESIGN LOADS:
<br />ROOF DEAD LOAD
<br />ROOFING
<br />AGRI-PANEL
<br />SUSPENDED
<br />TOTAL DEAD LOAD
<br />LIVE LOAD
<br />WIND LOAD:
<br />WIND SPEED
<br />WIND IMPORTANCE FACTOR
<br />WIND EXPOSURE
<br />WIND BASE SHEAR
<br />WALL COMPONENT DESIGN WIND PRESSURE 0 H=13'-O'
<br />2 PSF
<br />14 PSF
<br />6 PSF
<br />22 PSF
<br />20 PSF
<br />110 MPH
<br />IW = 1.0
<br />C
<br />Vx = 15.2k
<br />Vy = 10.9k
<br />WIND AREA (FT ) 2
<br />ZONE
<br />PRESSURE (PSF)
<br />ZONE
<br />PRESSURE (PSF)
<br />0 - 20 FT 2
<br />4
<br />+28.7 - 31.1
<br />5
<br />+ 28.7 - 38.3
<br />21 50 FT 2
<br />4
<br />+27.4 -29.8
<br />5
<br />+27.4 -35.6
<br />2
<br />51 - 100 FT
<br />4
<br />+ 25.7 - 28.1
<br />5
<br />+ 25.7 - 32.3
<br />2
<br />101 - 150 FT
<br />4
<br />+ 24.5 - 26.9
<br />5
<br />+ 24.5 - 29.8
<br />151 - 200 FT 2
<br />4
<br />+ 23.7 - 26.1
<br />5
<br />+ 23.7 - 28.3
<br />> 200 FT 2
<br />4
<br />+ 23.2 - 25.6
<br />5
<br />+ 23.3 - 27.3
<br />WALL LENGTH
<br />5-0- 5'-0"
<br />LnI ILn
<br />WIc�
<br />z ZONE 4 z
<br />l 0
<br />0 I ►�I
<br />NI
<br />J
<br />3
<br />WALL COMPONENT DIAGRAM
<br />VERTICAL JOINT
<br />4-" R4 STAR HEAD SCREWS -
<br />C. MAXIMUM PLACED 1%" M4"
<br />) OF PANEL ANGLED ® 15'.
<br />M 6" O.C. EACH SIDE OF WALL
<br />IY PANEL MANUF'R.)
<br />rwniovnnu nu -APPLY" GLUE BEAD
<br />3 SIDES OF KEY TO EACH PANEL AND
<br />FASTEN WITH 12/14 x 4-" R4 STAR
<br />HEAD SCREW THROUGH KEY AT 12" O.C.
<br />MAXIMUM (DESIGN BY PANEL MANUF'R.)
<br />NQM
<br />MINIMUM CONNECTION SHOWN.
<br />PANEL MFR. SHALL VERIFY CONNECTION
<br />WITH DIAPHRAGM LOADING
<br />GR-PANEL JOINT PLAN DETAIL
<br />SCALE: 1" = 1'-0"
<br />COUNTERSINK BOLT Hr-"",
<br />OVER TIMBERSTRAND
<br />HSS ViJi
<br />CAP PL ) "%4%0'-9><i'
<br />W/ (2) X"0 THRU B(
<br />0 SIM. ROTATE 90'
<br />HSS 4X4
<br />CAP PL 72"xWxO'-1(
<br />W/ (2) X"0 THRU BC_ _
<br />0 SIM ROTATE 90'
<br />CORNER JOINT
<br />SIMPSON TP311 - (3) LOCATIONS
<br />MINIMUM AT TOP, MID -HEIGHT AND
<br />BOTTOM OF WALL (SEE AGRIBOARD
<br />SHOP DWGS FOR ACTUAL NUMBER OF
<br />CONNECTORS)
<br />)F PANEL
<br />UF'R
<br />IPES W/ ROOF
<br />N
<br />SEE PLAN
<br />SECTION - COLUMN CAP
<br />SCALE: 1" = 1'-0"
<br />SIMPSON MSTC28 -
<br />CENTER ON PANEL J1
<br />VERTICAL PANEL JOINT
<br />I
<br />Go
<br />I
<br />12/14 x 4," R4 STAR HEAD SCREWS
<br />0 12" O.C. MAXIMUM PLACED 1%" M4"
<br />FROM END OF PANEL ANGLED 0 15'.
<br />STAGGER ® 6" O.C. EACH SIDE OF WALL
<br />(DESIGN BY PANEL MANUF'R.)
<br />AGRIBOARD KEY - APPLY )6" GLUE BEAD
<br />3 SIDES OF KEY TO EACH PANEL AND
<br />FASTEN WITH 12/14 x 4W R4 STAR
<br />HEAD SCREW THROUGH KEY AT 12" O.C.
<br />MAXIMUM (DESIGN BY PANEL MANUF'R.)
<br />NOTE:
<br />MINIMUM CONNECTION SHOWN.
<br />PANEL MFR. SHALL VERIFY CONNECTION
<br />WITH DIAPHRAGM LOADING
<br />AGRI-PANEL HORIZONTAL ROOF
<br />PANEL JOINT PLAN -DETAIL
<br />SCALE: 1" = 1'-0"
<br />2
<br />SEE ARCH s'
<br />T.O. PARAPET
<br />(3) 10d NAILS PER -
<br />CONNECTION
<br />2x4 STUDS AT 16" O.C.
<br />2x4 BOTTOM PLATE RIP
<br />TO SLOPE, NAIL TO ROOF
<br />PANEL W/ 16d NAILS AT
<br />8" O.C.
<br />LTP5 BY SIMPSON AT EVERY
<br />THIRD STUD, CENTER OVER
<br />TOP OF ROOF PANEL
<br />SEE PLAN
<br />PANEL BRG. ELEV.
<br />3(6" STRUCTURAL GRADE 1 PLYWOOD WALL
<br />SHEATHING. ATTACH TO WALL MEMBERS W/ 8d
<br />NAILS 0 6" O.C. EDGES AND 12" O.C. INTERMEDIATE.
<br />LAYOUT STAGGERED AND PERPENDICULAR
<br />TO WALL MEMBERS
<br />5/8" STRUCTURAL GRADE 1 PLYWOOD ROOF DECK.
<br />ATTACH TO ROOF MEMBERS W/ 8d RING SHANK
<br />NAILS 0 4" O.C. EDGES AND 6" O.C. INTERMEDIATE.
<br />LAYOUT STAGGERED AND PERPENDICULAR TO ROOF
<br />MEMBERS
<br />2x4 KICKER AT 16" O.C.
<br />1�
<br />1
<br />(2) 1Od TOE NAILS PER CONNECTION
<br />H2.5 BY SIMPSON AT EVERY OTHER 2x4
<br />AGRIBOARD ROOF PANEL
<br />CONNECTION BY PANEL MFR.
<br />MINIMUM V0 x 11" LONG LAG
<br />SCREWS 0 24" O.C.
<br />CONT. (2) 2x6 TOP AND BOTTOM
<br />W/ V0 THRU-BOLTS W/ WASHERS
<br />AND DOUBLE NUT AT 24" O.C.
<br />(RIP TOP PLATES TO
<br />LOAD BEARING AGRIBOARD WALL PANEL
<br />AGRI-PANEL ROOF PANEL AND PARAPET
<br />LOAD BEARING WALL SECTION DETAIL
<br />SCALE: 1" = 1'-0"
<br />3
<br />s�
<br />12/14 x 4," R4 STAR HEAD SCRE
<br />0 12" O.C. PLACED 1%" iV FR01
<br />END OF PANEL ANGLED 0 15%
<br />STAGGER ® 6" O.C. EACH SIDE OF
<br />AGRI-PANEL JOINT
<br />""r' ROOF
<br />L VERTICAL
<br />IT
<br />AGRIBOARD KEY APPLY ) GLUE Blru,
<br />3 SIDES OF KEY TO EACH PANEL
<br />►ttt;:.���;n��l
<br />PANEL
<br />Revisions:
<br />Seal:
<br />W"Ap
<br />-71111141
<br />Consultants:
<br />DESIGN PANEL FOR
<br />ADDITIONAL 165 PLF
<br />WIND LOAD IN EACH D E C A R O W I L L S O N
<br />DIRECTION STRUCTURAL ENGINEERS
<br />1 725 E. 5TH AVENUE, TAMPA, FLORIDA 33605
<br />PHONE (81 3) 24B-8080 FAX (81 3) 248-8081
<br />CERTIFICATE OF AUTHORIZATION # 25B96
<br />J❑HN L. DECAR❑, P.E. No. 56031
<br />1BOARD KEY TO HSS COL
<br />POWER ACTUATED FASTENERS
<br />00
<br />1 740
<br />♦ •
<br />.E L E M E N T 6
<br />I♦
<br />%I
<br />1
<br />ARCHITECTS -INTERIOR DESIGNERS
<br />Tampa Office
<br />The Edgewater Building
<br />600 South Magnolia Avenue
<br />Suite 150
<br />Tampa, Florida 33606
<br />Phone �813
<br />813) 251-0565
<br />Fox 251-0567
<br />Miami Office
<br />1699 Coral Way suite 503
<br />Miami, Florida 33145
<br />Phone 305 858-5858
<br />Fax (305) 858-5850
<br />ELEMENTS State License eAA0002341
<br />WACHOVIA - ZEPHYR COMMONS
<br />PARCEL 6
<br />US ROUTE 301
<br />ZEPHYRHILLS, FLORIDA
<br />Drawing No./Date 11-26-08
<br />S1
<br />01-011
<br />Drawing Title/Scale/Drawn by
<br />GENERAL NOTES
<br />& TYPICAL DETAILS
<br />SCALE: AS NOTED
<br />SCALE: 1" = 1'-0" SCALE: 1" = 1'-0"
<br />FOR PERMIT 12/01/08 . .
<br />AGRI-PANEL VERTICAL JOINT
<br />DETAIL HSS COLUMN.
<br />
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