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GENERAL NOTES:
<br />THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER CONSTRUCTIONS DOCUMENTS. THIS
<br />INCLUDES, BUT IS NOT LIMITED TO, SPECIFICATIONS, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND
<br />SITE DRAWINGS.
<br />ALL CONDITIONS, ELEVATIONS, AND DIMENSIONS SHALL BE VERIFIED IN THE FIELD AND WITH THE OTHER
<br />CONSTRUCTION DOCUMENTS BY THE CONTRACTOR. ANY DISCREPANCIES RELATED TO THESE DRAWINGS SHALL BE
<br />BROUGHT TO THE ATTENTION OF AUSTIN STRUCTURAL GROUP, INC. BEFORE PROCEEDING WITH THE AFFECTED
<br />PORTION OF WORK.
<br />I COMPLETED. THE
<br />TCONSTRUCTIONS CO
<br />THE STRUCTURE IS DESIGNED 0 BE SELF AND STABLE AFTER SUPPORTING
<br />CONTRACTOR IS RESPONSIBLE TO DETERMINE PROPER PROCEDURE AND SEQUENCE OF CONSTRUCTION TO INSURE
<br />THE SAFETY OF THE BUILDING, ITS COMPONENTS AND PERSONNEL ON SITE. THIS INCLUDES TEMPORARY SUPPORT
<br />OF STRUCTURE DURING CONSTRUCTION WHICH MAY INCLUDE, BUT IS NOT LIMITED TO, TEMPORARY SHORING,
<br />BRACING AND TIE -DOWNS.
<br />CODES AND STANDARDS EDITION:
<br />1. FLORIDA BUILDING CODE - 2017
<br />2. ACI 318-08 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE WITH COMMENTARY.
<br />3. AISC, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
<br />4. AISC, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
<br />5. AISC, "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
<br />6. SJI, "STANDARD SPECIFICATIONS FOR OPEN WEB JOISTS, K SERIES, LH SERIES, DLH SERIES, SLH SERIES AND
<br />JOIST GIRDERS".
<br />7. SDI, "DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS".
<br />8. ACI,'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05)".
<br />9. ACI, "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-05)".
<br />10. AISI, "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS".
<br />11. NFPA, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2005 EDITION".
<br />12. AITC, "TIMBER CONSTRUCTION MANUAL, 5TH EDITION, 2004
<br />GENERAL:
<br />1. THE CONTRACTOR SHALL VERIFY THE LOCATION OF UTILITIES IN THE AREA OF THE CONSTRUCTION. THE
<br />CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES DAMAGED DURING CONSTRUCTION TO THE
<br />SATISFACTION OF THE OWNER OF THE UTILITY.
<br />2. THE CONTRACTOR SHALL REPAIR OR REPLACE EXISTING BUILDINGS AND STRUCTURES ADJACENT TO THE
<br />CONSTRUCTION IF DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION.
<br />3. SHOP DRAWINGS AS REQUIRED BY THE CONTRACT DOCUMENTS SHALL BE SUBMITTED BY THE
<br />CONTRACTOR PRIOR TO THE CONSTRUCTION OF ANY ELEMENTS INCLUDED IN THE SHOP DRAWINGS.
<br />THE ARCHITECTIENGINEER WILL NOT CERTIFY CONSTRUCTION FOR ELEMENTS REQUIRING SHOP
<br />DRAWINGS UNLESS AND UNTIL THE SHOP DRAWINGS ARE REVIEWED AND APPROVED BY THE
<br />ARCHITECT/ENGINEER.
<br />4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY THE
<br />ARCHITECTIENGINEER OF ANY DISCREPANCIES OR CONFLICTS.
<br />5. LOCATIONS AND SIZES OF OPENINGS, SLEEVES AND ANCHORAGE FOR ELECTRICAL AND MECHANICAL
<br />EQUIPMENT SHOWN ON THE STRUCTURAL PLANS ARE APPROXIMATE. THE CONTRACTOR SHALL VERIFY THE
<br />SIZE AND LOCATION OF ALL OPENINGS, SLEEVES AND ANCHORAGE WITH THE TRADES FURNISHING AND
<br />INSTALLING THE EQUIPMENT.
<br />6. ALL ELEVATIONS ARE BASED ON THE FINISHED FLOOR ELEVATION OF THE GROUND FLOOR TO BE 0'-0".
<br />7. THE CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF ALL DEPRESSIONS IN CONCRETE SLABS.
<br />CONTRACTOR PROPOSED CHANGES AND SUBSTITUTIONS:
<br />1. PROPOSED CHANGES OR SUBSTITUTIONS TO STRUCTURAL DETAILS OR PLANS SHALL BE SUBMITTED TO THE
<br />ENGINEER OF RECORD (EOR) FOR REVIEW AND APPROVAL. SUBMITTALS SHALL CONTAIN FULL
<br />DOCUMENTATION OF CHANGES OR SUBSTITUTIONS WITH SUPPORTING, SEALED CALCULATIONS (WHERE
<br />APPLICABLE). THE REVIEW OF CHANGES AND SUBSTITUTIONS, RE -ANALYSIS AND/OR RE -DRAFTING TO
<br />INCORPORATE CHANGES OR SUBSTITUTIONS INTO CONTRACT DOCUMENTS ARE ADDITIONAL SERVICES FOR
<br />EOR. CONSTRUCTION COST REVISIONS ARE BETWEEN THE CONTRACTOR AND OWNER AND ARE NOT
<br />REVIEWED BY THE FOR
<br />FOUNDATIONS:
<br />1. FOUNDATIONS ARE DESIGNED FOR A MAXIMUM NET SOIL BEARING PRESSURE OF 1500 PSF BASED ON SECTION
<br />1806.2 OF THE FLORIDA BUILDING CODE 2017.
<br />2. ALL SOIL BELOW THE BUILDING FOOTPRINT SHALL BE TREATED FOR TERMITE CONTROL PRIOR TO PLACEMENT
<br />OF SLABS ON GRADE.
<br />3. ALL SLABS ON GRADE SHALL BE PLACED ON A 6 MIL VAPOR RETARDER.
<br />4. ALL FILL BENEATH FOUNDATIONS OR GROUND SLABS SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY
<br />DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR TEST).
<br />REINFORCED CONCRETE:
<br />1. REQUIRED CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS, UNLESS OTHERWISE NOTED:
<br />SIDEWALKS, SLABS ON GROUND, & FOUNDATIONS ................... fc = 3000 PSI
<br />COLUMNS, BEAMS, SHEAR WALLS & ELEVATED SLABS, TIE BEAMS ......... fc = 4000 PSI
<br />2. MINIMUN CONCRETE COVER
<br />CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ........... 3"
<br />CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />NO.6 THROUGH NO.18 BAR ............................................... 2"
<br />NO, 5 BAR, W31 OR D31 WIRE AND SMALLER.................................1 112"
<br />CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />SLABS, WALLS & JOISTS:
<br />NO.14 & NO.18 BARS.....................................................1 1/2"
<br />NO. 11 BARS AND SMALLER ................................. . ............. 3/4"
<br />BEAMS & COLUMNS:
<br />PRIMARY REINFORCEMENT, TIES, STIRRUPS & SPIRALS ........ . ..............1 112"
<br />SHELLS & FOLDED PLATE MEMBERS:
<br />NO.6 BARS AND LARGER..................................................3/4'
<br />NO.5 BAR, W31 OR D31 WIRE AND SMALLER..................................112"
<br />3. REINFORCING STEEL IN CONCRETE SHALL HAVE A MINIMUM LAP AS SCHEDULED, UNLESS OTHERWISE NOTED
<br />AND SHALL CONFORM TO ASTM A615, GRADE 60.
<br />4. ALL EXPOSED SURFACES OF CONCRETE SLABS, BEAMS AND COLUMNS EXPOSED TO THE EXTERIOR SHALL
<br />RECEIVE A SEALER IN CONFORMANCE TO THE SPECIFICATIONS.
<br />I
<br />5. SLABS ON GROUND FOR INTERIOR CONDITIONED SPACES SHALL BE 4 THICK WITH 6x6 - W2.1xW2 .1 WWFGC
<br />OPTION TO SUBSTITUTE WITH 1.0 LB OF FIBERMESH PER CUBIC YARD) PLACED 1 1/2' FROM TOP SURFACE,
<br />PLACED OVER 6 MIL VAPOR RETARDER AND TERMITE TREATED COMPACTED SOIL, UNLESS OTHERWISE NOTED.
<br />6. CONTRACTOR SHALL SAW CUT (1 DEEP X 1I8 WIDE) CONTROL JOINTS IN SLABS 0N GROUND WI
<br />THIN 24 HOURS
<br />L
<br />AFTER PLACING CONCRETE. CONTROL JOINTS SHALL BE LOCATED AT CENTERS OF COLUMNS, UNDER
<br />I
<br />NON -LOAD BEARING WALLS AND AT SPACING NOT GREATER THAN 15-0» IN BOTH DIRECTIONS.
<br />7. PROVIDE DOWELS FOR LAP OF ALL HORIZONTAL REINFORCING BARS AT CORNERS AND TEES FOR WALL
<br />FOOTINGS, BEAMS, WALLS AND TIE BEAMS TO MAINTAIN CONTINUOUS REINFORCING THROUGH INTERSECTION.
<br />8. TIE BEAMS (NOTED "TBXXX" SHALL BE FORMED AND PLACE AFTER CONSTRUCTION OF SUPPORTING MASONRY
<br />WALLS.
<br />9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF FORM WORK, BRACING
<br />AND SHORING IN CONFORMANCE WITH ACI 347-04 AND ACI 347R-05
<br />REINFORCING STEEL:
<br />1. REINFORCING STEEL FOR REINFORCED CONCRETE AND REINFORCED MASONRY SHALL CONFORM TO ASTM
<br />A615, GRADE 60, DEFORMED REINFORCEMENT, UNLESS OTHERWISE NOTED.
<br />2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185
<br />3. SPLICES SHALL BE IN CONFORMANCE WITH ACI 318-05 UNLESS OTHERWISE NOTED
<br />4. ELEVATED SLABS AND SLABS ON GROUND, EXCEPT SIDEWALKS, SHALL USE SHEET STOCK WELDED WIRE
<br />FABRIC. ROLL STOCK SHALL NOT BE USED FOR THESE MEMBERS.
<br />5. MECHANICAL SPLICING DEVICES FOR REINFORCING STEEL MAY BE SUBMITTED TO THE ARCHITECTIENGINEER
<br />FOR APPROVAL.
<br />FORMWORK AND SHORING:
<br />NTIL AT LEAST TWO THIRDS OF THE 28
<br />1. NO STRUCTURAL CONCRETE SHALL BE STRIPPEDU IT HAS REACHED
<br />DAY DESIGN STRENGTH. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES
<br />SHALL MEET THE REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301.
<br />CONSTRUCTION JOINTS:
<br />1. ANY DEVIATION OR ADDITION OF CONSTRUCTION JOINT FROM THAT SHOWN ON THE PLANS MUST BE
<br />REVIEWED BY THE ENGINEER. ALTERNATE OR ADDED CONSTRUCTION JOINT LOCATIONS ARE ACCEPTABLE
<br />ONLY AS A CHANGE ORDER, WHICH WILL INCLUDE ENGINEERING CHARGES BY THE ENGINEER OF RECORD FOR
<br />REDESIGN OF THE STRUCTURE, SHORING, ETC.
<br />PENETRATIONS:
<br />1. NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE LOCATED ON
<br />THESE DRAWINGS WITHOUT PREVIOUS APPROVAL OF THE ENGINEER.
<br />STRUCTURAL CONCRETE MASONRY:
<br />1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE 11, GRADE N, SQUARE END WITH A MINIMUM
<br />AVERAGE COMPRESSION STRENGTH OF 1900 PSI ON NET SECTION. COMPRESSIVE STRENGTH OF MASONRY
<br />fm =1,500 PSI U.N.O.
<br />2. MORTAR SHALL CONFORM TO ASTM C270, TYPE S, PORTLAND CEMENT LIME MORTAR CEMENT OR MORTAR
<br />CEMENT. MASONRY CEMENT SHALL NOT BE USED FOR STRUCTURAL MASONRY.
<br />3. MASONRY GROUT SHALL CONFORM TO ASTM C476 AND HAVE AN AVERAGE COMPRESSION STRENGTH OF 3000
<br />PSI AT 28 DAYS. MASONRY GROUT SHALL HAVE A SLUMP OF 8-10 INCHES.
<br />4. REINFORCING STEEL IN STRUCTURAL MASONRY SHALL BE LAPPED 48 BAR DIAMETERS.
<br />5. VERTICAL REINFORCING IN MASONRY WALLS IS NOTED ON THE FLOOR PLANS OF THE FLOOR BELOW THE
<br />WALLS,
<br />6. ALL CONCRETE MASONRY BELOW GRADE SHALL BE FULLY GROUTED.
<br />7. ALL VERTICAL REINFORCING IN CONCRETE MASONRY CELLS SHALL BE HELD IN PLACE WITH REBAR
<br />POSITIONERS LOCATED NEAR THE TOP AND BOTTOM OF EACH GROUT POUR,
<br />8. ALL MASONRY GROUTING SHALL UTILIZE THE HIGH LIFT GROUTING METHOD AS SET FORTH IN NCMA TEK 23A.
<br />GROUT POURS SHALL BE LIMITED TO 12 FT IN HEIGHT PLACED IN TWO 6 FT LIFTS. CLEAN -OUT OPENINGS SHALL
<br />BE CUT IN THE FACE SHELL AT THE BOTTOM COURSE OF CELLS TO BE GROUTED TO ALLOW REMOVAL OF
<br />DEBRIS AND INSPECTION OF CELL PRIOR TO GROUTING.
<br />9. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAUGE LADDER TYPE REINFORCING WITH ONE LONGITUDINAL
<br />WIRE FOR EACH FACE SHELL IN THE WALL CONSTRUCTION. JOINT REINFORCING SHALL BE LOCATED IN
<br />ALTERNATE COURSES, AT 16" VERTICAL SPACING. LAP JOINT REINFORCING 6" MINIMUM. USE PREFORMED "L"
<br />AND "T" SECTIONS TO MAINTAIN JOINT REINFORCING CONTINUOUS THROUGH CORNERS AND TEES.
<br />10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF FORM WORK, AND
<br />SHORING IN THE CONFORMANCE WITH ACI 347-04 AND ACI 347R-05.
<br />11. MECHANICAL REBAR SPLICES ARE ACCEPTABLE. MECHANICAL SPLICER SHALL DEVELOP AT LEAST 1.25 (125%)
<br />N OF THE SPLICED BAR.
<br />12. WELDED REBAR SPLICES ARE ACCEPTABLE. WELDED SPLICER SHALL DEVELOP AT LEAST 1.25 (125%) fy OF THE
<br />SPLICED REBAR.
<br />13. ALL MASONRY OPENINGS SHALL HAVE A PRECAST LINTEL INSTALLED. REFERENCE LINTEL SCHEDULE FOR SIZE
<br />AND REINFORCING. PRECAST LINTELS SHALL BEAR A MINIMUM OF 8" AT EACH END, U.N.O.
<br />14. PROVIDE CONTINUOUS BOND BEAM AT THE TOP OF ALL MASONRY WALLS, TYP. HOOK ALL VERTICAL WALL
<br />REINFORCING 900 INTO BOND BEAM AT THE TOP OF ALL WALLS, TYP.
<br />POST -INSTALLED ANCHORS:
<br />1. POST INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS.
<br />2. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST -INSTALLED
<br />ANCHORS FOR MISSING OR MISPLACED CAST -IN ANCHORS.
<br />3. CARE SHALL BE GIVEN TO AVOID DAMAGING EXISTING REBAR WHEN DRILLING HOLES. HOLES SHALL BE
<br />DRILLED AND CLEANED PER MANUFACTURER'S INSTRUCTIONS.
<br />4. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE SUBSTRATE WITH A
<br />MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO
<br />SUPPORT THE INTENDED LOAD. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION
<br />INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCE AND/OR SPACING INDICATED IN THE
<br />MANUFACTURER'S LITERATURE.
<br />5. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW SHALL BE SUBMITTED TO THE
<br />ENGINEER OF RECORD FOR REVIEW AND APPROVAL WITH CALCULATIONS PREPARED, SIGNED AND SEALED BY
<br />AN ENGINEER REGISTERED IN THE LOCALITY OF THE PROJECT SHOWING THAT THE SUBSTITUTED PRODUCT
<br />WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE.
<br />6. ACCEPTABLE PRODUCTS ARE:
<br />A) EXPANSION ANCHORS FOR NON -CRACKED CONCRETE ONLY:
<br />-WEDGE-ALL (WA) BY SIMPSON STRONG -TIE
<br />-KWIK BOLT 3 BY HILTI
<br />B) CRACKED CONCRETE MECHANICAL ANCHORS:
<br />-STRONG-BOLT (STB) BY SIMPSON STRONG -TIE
<br />-KWIK BOLT (TZ) BY HILTI
<br />C) SCREW ANCHORS:
<br />-TITEN HD (THD) BY SIMPSON STRONG -TIE
<br />-HUS-H BY HILTI
<br />D) ADHESIVE ANCHORS:
<br />1) FOR ANCHORING INTO SOLID BASE MATERIAL:
<br />-ACRYLIC -TIE (AT) BY SIMPSON STRONG -TIE
<br />-SET EPDXY -TIE (SET) WITH RETROFIT BOLTS (RFB) BY SIMPSON STRONG -TIE
<br />-HIT RE 500 BY HILTI
<br />2) FOR ANCHORING INTO HOLLOW BASE MATERIAL:
<br />-CONTACT ENGINEER OF RECORD
<br />ANCHOR RODS:
<br />ANCHOR RODS SHALL CONFORM TO ASTM F1554 GRADE 55 HAVE A MINIMUM DIAMETER EQUAL TO 3/." (U.N.O. ON
<br />STRUCTURAL PLANS) AND SHALL BE THREADED WITH TACK WELDED NUT AT BOTTOM WITH A MINIMUM OF 8" EMBED
<br />INTO CONCRETE, U.N.O. ON STRUCTURAL PLANS. NUTS SHALL CONFORM TO ASTM A 563, GR
<br />ADE A. WASHERS SHALL
<br />CONFORM TO ASTM F 436, TYPE 1. ALL PARTS SHALL BE HOT DIPPED GALVANIZED.
<br />WOOD:
<br />1. STRUCTURAL WOOD COMPONENTS (BEAMS, JOISTS, RAFTERS, ETC.) SHALL HAVE THE FOLLOWING MINIMUM
<br />ALLOWABLE FIBER STRESSES OF NO.2 SOUTHERN PINE CONFORMING TO THE LATEST EDITION OF NDS, AS
<br />FOLLOWS:
<br />SHEAR Fv = 175 psi.
<br />BENDING 2x6 Fb =1,250 psi.
<br />BENDING 2x8 Fb =1,200 psi.
<br />BENDING 2x10 Fb =1,050 psi.
<br />BENDING 2xl2 Fb = 975 psi.
<br />2. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL
<br />DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED IN ACCORDANCE WITH AMERICAN WOOD -
<br />PRESERVERS' ASSOCIATION STANDARDS. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.
<br />3. ENGINEERED WOOD TRUSS SYSTEM SHALL BE DESIGNED BY THE SUPPLIER'S SPECIALTY ENGINEER TO
<br />CONFIGURATION AND LOAD -CARRYING CAPACITY SHOWN ON DRAWINGS. TRUSS DESIGNS SHALL COMPLY WITH
<br />ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION."TPI HIB
<br />"COMMENTARY AND RECOMMENDATIONS FOR HANDLING INSTALLING & BRACING METAL PLATE CONNECTED
<br />WOOD TRUSSES." AND TPI DSB "RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL
<br />PLATE CONNECTED WOOD TRUSSES." ALTERNATE TRUSS LAYOUTS ARE NOT ACCEPTABLE. SHOP DRAWINGS
<br />SHALL BE SUBMITTED AND SHALL SHOW AND SPECIFY CONNECTOR TYPES UTILIZED WITHIN TRUSSES, AS WELL
<br />AS CONNECTORS UTILIZED IN OTHER CONNECTIONS AND ATTACHMENTS BETWEEN TRUSSES OR COMPONENTS
<br />SUPPLIED AS PART OF THE ENGINEERED TRUSS SYSTEM. AN ERECTION DRAWING SHALL IDENTIFY TRUSS
<br />SYSTEM COMPONENTS AND ANY PERMANENT BRACING REQUIRED FOR TRUSS DESIGN.
<br />4. ENGINEERED SHOP DRAWINGS SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A FLORIDA
<br />REGISTERED ENGINEER AS THE SPECIALTY ENGINEER AND SHALL BE SUBMITTED FOR REVIEW BY THE ENGINEER
<br />OF RECORD.
<br />5. THE FOLLOWING LOAD DURATION FACTORS SHALL BE USED:
<br />DEAD LOAD .90
<br />DEAD LOAD + FLOOR LIVE LOAD 1.00
<br />DEAD LOAD + ROOF LIVE LOAD 1.25
<br />6. ROOF SHEATHING IS DESIGNED AS A DIAPHRAGM AND SHALL COMPLY WITH CHAPTER 23 OF THE FLORIDA
<br />BUILDING CODE. UNLESS SHOWN OTHERWISE, SPAN RATED PANELS SHALL BE FASTENED TO NOMINAL 2X
<br />FRAMING SPACED AT 24" O.C. MAX. AS FOLLOWS:
<br />7. PANELS UP TO 1/2" THICK: 8d NAILS AT 6" O.C. EDGE, 12"O.C. ELSEWHERE
<br />8. PANELS UP TO 518"THICK:10d NAILS AT 6" O.C. EDGE, 12"O.C. ELSEWHERE
<br />9. PANELS UP TO 3/4"THICK:12d NAILS AT 6" O.C. EDGE, 12" O.C. ELSEWHERE
<br />10. SEE ROOF SHEATHING NAILING PLAN FOR OTHER NAILING PATTERNS.
<br />11. SPAN DIRECTION OF PLYWOOD SHEETS IS CONTRACTOR'S OPTION UNLESS SPECIFICALLY NOTED
<br />OTHERWISE.
<br />METAL PLATE CONNECTED WOOD TRUSSES:
<br />1. THE APPORTIONMENT OF THE RESPONSABILITIES BETWEEN THE STRUCTURAL ENGINEER OF RECORD AND THE
<br />DELEGATED ENGINEER FOR WOOD TRUSSES SHALL BE AS SET FORTH IN CHAPTER2 OF ANSI/PRI1-1995,
<br />"NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD CONSTRUCTION" WITH THE AMENDED
<br />DEFINITIONS SUBSTITUTED AS FOLLOWS:
<br />A. ANSI/TPI "TRUSS DESIGNER" REFERS TO THE DELEGATED ENGINEER FOR WOOD TRUSSES.
<br />B. ANSI/TPI "BUILDING DESIGNER" REFERS TO THE STRUCTURAL ENGINEER OF RECORD FOR THE PROJECT.
<br />2. METAL PLATE CONNECTED WOOD TRUSSES AND THEIR CONNECTIONS SHALL BE DESIGNED BY A DELEGATED
<br />ENGINEER FOR THE LOADS AND DESIGN CRITERIA PROVIDED HEREIN IN ACCORDANCE WITH THE EDITION OF THE
<br />LOCAL BUILDING CODE AND NDS REFERENCED UNDER GENERAL NOTES ON THIS SHEET AND SECTION
<br />61G15-31.003 OF THE F.A.C. AS WELL AS 61G15-31.003. SUBMIT DELEGATED ENGINEERING DOCUMENTS FOR
<br />APPROVAL AND DO NOT FABRICATE WITHOUT RECEIVING APPROVAL.
<br />3. THE DELEGATED ENGINEER SHALL BE DEEMED A "TRUSS SYSTEM ENGINEER" AS DEFINED IN 61 G15.31.003(4) OF
<br />F.A.C. AND SHALL DESIGN A TRUSS SYSTEM, MEANING THE ASSEMBLAGE OF TRUSSES AND TRUSS GIRDERS
<br />TOGETHER WITH ALL BRACING, CONNECTIONS AND OTHER STRUCTURAL ELEMENTS AND ALL SPACING AND
<br />LOCATIONAL CRITERIA THAT, IN COMBINATION, FUNCTION TO SUPPOPRT THE DEAD LOAD, LIVE LOAD, LIVE ROOF
<br />LOAD, AND WIND LOADS APPLICABLE TO THE TRUSS SYSTEM. SUPPORTING WALLS, FOUNDATIONS AND
<br />HEADERS ARE BEYOND THE SCOPE OF THE TRUSS SYSTEM ENGINEER'S SERVICES.
<br />4. THE TRUSSES SHALL BE DESIGNED TO ACCOMODATE THE SUPERIMPOSED LOADS AS TABULATED OR SPECIFIED
<br />HEREIN IN ADDITION TO THE TRUSS SELF -WEIGHT.
<br />5. THE TRUSS SHALL BE DESIGNED TO MEET THE SERVICEABILITY LIMITS AS FOLLOWS:
<br />TRUSS CASE LONG TERM CREEP SHORT TERM CREEP DEFLECTION
<br />LOCATION WITH A 1.5 FACTOR WITH NO FACTOR LIMIT
<br />ROOF Lr - 100% LIVE LOAD U360
<br />ROOF D + Lr 100% DEAD + 25% LIVE 75% LIVE LOAD U240
<br />6. TRUSS DESIGN DRAWINGS AND TRUSS BEARING REACTION VALUES & LOCATIONS, PREPARED BY A
<br />PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED, SHALL BE PROVIDED
<br />AND APPROVED BY THE STRUCTURAL ENGINEER OF RECORD FOR THE PROJECT PRIOR TO FABRICATION. TRUSS
<br />DESIGN DRAWINGS SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES DELIVERED TO THE PROJECT SITE,
<br />AND SHALL INCLUDE, AT A MINIMUM, THE FOLLOWING:
<br />A. BASIC DESIGN WIND SPEED AND RISK CATEGORY.
<br />B. SLOPE AND/OR DEPTH, SPAN AND SPACING
<br />C. LOCATION OF ALL JOINTS.
<br />D. REQUIRED BEARING WIDTHS.
<br />E. DESIGN LOADS AS PER LOAD TABLE
<br />F. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDITIONS OF USE.
<br />G. EACH REACTION FORCE, DIRECTION AND LOCATION
<br />H. LUMBER SIZES, SPECIES AND GRADE FOR EACH MEMBER.
<br />I. JOINT CONNECTOR TYPE AND DESCRIPTION, E.G., SIZE THICKNESS OR GAUGE, AND THE
<br />DIMENSIONED LOCATION OF EACH JOINT CONNECTOR EXCEPT WHERE SYMMETRICALLY LOCATED RELATIVE
<br />TO THE JOINT INTERFACE.
<br />J. CONNECTIONS REQUIREMENTS FOR:
<br />(1) TRUSS -TO -TRUSS GIRDER,
<br />(2) TRUSS PLY -TO -PLY AND,
<br />(3) FIELD SPLICES.
<br />K. CALCULATED DEFLECTION RATIO AND/OR MAXIMUM DESCRIPTION FOR LIVE AND TOTAL LOAD.
<br />L. THE SIZE, CONNECTION AND LOCATION OF ALL TEMPORARY AND PERMANENT BRACING.
<br />7. THE DELEGATED ENGINEER SHALL VERIFY THE APPLICABILITY OF THE SPECIFIED TRUSS CONNECTORS
<br />REGARDING THE ABILITY TO WITHSTAND UPLIFT, BEARING AND LATERAL LOADS AS MAY BE APPLICABLE AND
<br />MAKE RECOMMENDATIONS FOR SUBSTITUTE CONNECTORS AS REQUIRED.
<br />WOOD FRAMING CONNECTORS:
<br />1. CONNECTORS SHALL BE GALVANIZED (Z-MAX COATED). CONNECTOR MODEL NUMBERS SHOWN ARE Strong be
<br />CONNECTORS AS MANUFACTURED BY SIMPSON Strong Tie Co.,1450 DOOLITTLE DR., P.O. BOX 1568, SAN LEANDRO,
<br />CA 94577. SUBSTITUTIONS ARE ACCEPTABLE WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. UNLESS
<br />SHOWN OTHERWISE, INSTALL SIZE AND NUMBER OF FASTENERS SHOWN IN LATEST SIMPSON CATALOG.
<br />SHOP DRAWINGS FOR SPECIALTY ENGINEERED PRODUCTS:
<br />1. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION AND ERECTION DRAWINGS
<br />PREPARED BY A DELEGATED ENGINEER:
<br />2. ROOF TRUSS SYSTEMS LIGHT GAGE STEEL EXTERIOR WALL SYSTEMS ALUMINUM SYSTEMS GLAZED CURTAIN
<br />WALLS, PREFABRICATED STEEL STAIRS & RAILINGS, STRUCTURAL STEEL CONNECTIONS REQUIRING
<br />ENGINEERING.
<br />3. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, LIST THE DESIGN
<br />CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION.
<br />CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL
<br />NOT BE ACCEPTED.
<br />4. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION AND CONTROL OF
<br />THE DELEGATED ENGINEER.
<br />5. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE IMPRESSED SEAL, DATE AND SIGNATURE OF THE
<br />DELEGATED ENGINEER. COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL
<br />COMPUTATIONS PROVIDED THEY ARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT
<br />THEIR PROPER EVALUATION. SUCH DESCRIPTIVE INFORMATION SHALL BEAR THE IMPRESSED SEAL AND
<br />SIGNATURE OF THE DELEGATED ENGINEER AS AN INDICATION THAT HE/SHE HAS ACCEPTED RESPONSIBILITY
<br />FOR THE RESULTS. SEPIAS DO NOT REQUIRE SIGNATURE AND SEAL. THE STRUCTURAL ENGINEER WILL RETAIN
<br />ONE SIGNED AND SEALED BLUELINE PRINT FOR RECORD.
<br />6. DRAWINGS PREPARED SOLELY TO SERVE AS A GUIDE FOR FABRICATION AND INSTALLATION (SUCH AS
<br />REINFORCING STEEL SHOP DRAWINGS OR STRUCTURAL STEEL ERECTION DRAWINGS) AND REQUIRING NO
<br />ENGINEERING DO NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER.
<br />7. CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER.
<br />8. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS LIMITED TO VERIFYING THE FOLLOWING:
<br />A. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN FURNISHED.
<br />B. THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND SEALED BY THE DELEGATED ENGINEER.
<br />C. THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS USED THE SPECIFIED
<br />STRUCTURAL CRITERIA. (NO DETAILED CHECK OF CALCULATIONS WILL BE MADE).
<br />D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS CONSISTENT WITH THE
<br />CONTRACT DOCUMENTS. (NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE).
<br />SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED.
<br />ABBREVIATIONS
<br />= AT
<br />E.S.= EACH SIDE
<br />OPNG. = OPENING
<br />A.B. = ANCHOR BOLT
<br />E.W.= EACH WAY
<br />P.A.F. = POWDER ACTUATED FASTENER
<br />ALT. = ALTERNATE
<br />EXIST .= EXISTING
<br />PART. = PARTITION
<br />APPROX. = APPROXIMATELY
<br />EXP= EXPANSION
<br />PARTL. = PARTIAL
<br />ARCH. = ARCHITECT
<br />EXr= EXTERIOR
<br />Pl. = PLATE
<br />ARCHT'L. = ARCHITECTURAL
<br />FIN= FINISH
<br />plf = POUNDS PER LINEAR FOOT
<br />BAL. = BALANCE
<br />FLR.= FLOOR
<br />psf = POUNDS PER SQUARE FOOT
<br />B.C. = BOTTOM CHORD
<br />FDN= FOUNDATION
<br />psi = POUNDS PER SQUARE INCH
<br />BLDG. = BUILDING
<br />F.S. = FAR SIDE
<br />P.T. = POST TENSION OR
<br />BM. = BEAM
<br />FT. = FOOT
<br />PRESSURE TREATED
<br />BOTT = BOTTOM
<br />FTG. = FOOTING
<br />REINF. = REINFORCING
<br />BRG. = BEARING
<br />GA. = GAGE
<br />REQ'D. = REQUIRED
<br />CH. = CHANNEL
<br />GALV. = GALVANIZED
<br />REV. = REVISED/ REVISION
<br />C.I.P. = CAST IN PLACE
<br />G.C. = GENERAL CONTRACTOR
<br />R.O. = ROUGH OPENING
<br />C.J. = CONSTRUCTION JOINT
<br />HC = HOLLOW CORE
<br />SCHED. = SCHEDULE
<br />CL = CENTERLINE
<br />H.D.G. = HOT DIPPED GALVANIZED
<br />SECT. = SECTION
<br />CLR. = CLEAR
<br />HG = HIP GIRDER
<br />SIM. = SIMILAR
<br />CMU = CONCRETE MASONRY UNIT
<br />HORIZ = HORIZONTAL
<br />SQ. = SQUARE
<br />COL. = COLUMN
<br />H.P. = HIGH POINT
<br />S.J. = CONTRACTION JOINT
<br />CONC. = CONCRETE
<br />HSS = TUBE STEEL
<br />S.M.S. = SHEET METAL SCREW
<br />CONFIG. = CONFIGURATION
<br />I.J. = ISOLATION JOINT
<br />STD. = STANDARD
<br />CONT. = CONTINUOUS
<br />INFO. = INFORMATION
<br />SW = SHEARWALL
<br />CONTR. = CONTRACTOR
<br />INT. = INTERIOR
<br />S.W. = SHORT WAY
<br />CONSTR. = CONSTRUCTION
<br />JT. = JOINT
<br />STL. = STEEL
<br />CTR. = CENTER
<br />L = ANGLE
<br />STRUCT. = STRUCTURAL
<br />CVR. = COVER
<br />LG. = LONG
<br />T.C. = TOP CHORD
<br />DBL. = DOUBLE
<br />L.W. = LONG WAY
<br />T/O = THRU OUT
<br />DTL. = DETAIL
<br />MFR. = MANUFACTURER
<br />T.O. = TOP OF ...
<br />DIA. = DIAMETER
<br />MAIL. = MATERIAL
<br />T = TOP
<br />DIM. = DIMENSION
<br />MAX. = MAXIMUM
<br />TEMP. = TEMPERATURE
<br />ON. = DOWN
<br />M.D. = MID -DEPTH
<br />TYP. = TYPICAL
<br />DWG. = DRAWING
<br />M.C.J. = MASONRY CONTROL JOINT
<br />U.N.O. = UNLESS NOTED OTHERWISE
<br />EA. = EACH
<br />MIN. = MINIMUM
<br />VERT. = VERTICAL
<br />E.E. = EACH END
<br />MISC. = MISCELLANEOUS
<br />V.S. = VALLEY SET
<br />E.F. = EACH FACE
<br />N.S. = NEAR SIDE
<br />W = WIDE FLANGE
<br />E.J. = EXPANSION JOINT
<br />N.I.C. = NOT IN CONTRACT
<br />w/ = WITH
<br />ELEV. I EL. = ELEVATION
<br />N.T.S. = NOT TO SCALE
<br />WD. = WOOD
<br />E.O.R. = ENGINEER ON RECORD
<br />O.C. = ON CENTER
<br />WP = WORK POINT
<br />EQ. = EQUAL
<br />O.H. = OPPOSITE HAND
<br />W.W.F. = WELDED WIRE FABRIC
<br />ASCE 7-10 WIND
<br />DESIGN
<br />CRITERIA
<br />ASCE/SE17-10
<br />DESIGN PARAMETER
<br />SYMBOL
<br />VALUE
<br />REFERENCE
<br />RISK CATEGORY
<br />-
<br />I
<br />TABLE 1.5-1
<br />ULTIMATE BASIC WIND SPEED
<br />VULT
<br />135 MPH
<br />SECTION 26.5
<br />NOMINAL BASIC WIND SPEED
<br />VAS
<br />104 MPH
<br />SECTION 26.5
<br />WIND DIRECTIONALITY FACTOR
<br />Kd
<br />0.85
<br />TABLE 26.6-1
<br />EXPOSURE CATEGORY
<br />-
<br />C
<br />SECTION 26.7.3
<br />TOPOGRAPHIC FACTOR
<br />Km
<br />1.00
<br />SECTION 26.8
<br />s
<br />FREE STANDING WALLS &SIGNS
<br />OPEN
<br />9.4
<br />SECTION 2...
<br />_......
<br />_ . ..
<br />y
<br />FREE STANDING WALLS & SIGNS
<br />Cf
<br />1.45
<br />FIGURE 29.4-1
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<br />FREE STANDING WALLS & SIGNS
<br />I ql,
<br />45 PSF
<br />CHAPTER 29
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<br />This drawing is signed and sealed by the
<br />structural engineer for structural
<br />requirements only. Architectural,
<br />Electrical and Mechanical requirements
<br />and design which are incidental to the
<br />structural design in these drawings are
<br />not included under the Engineer's Seal.
<br />Printed copies of this document are not
<br />considered signed and sealed unless
<br />bearing the engineers original signature.
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<br />PROJECT NO: PHC OP 1004
<br />FILE:
<br />L-370
<br />DESIGN BY:
<br />AFC
<br />DRAWN BY:
<br />AFC
<br />STATE OF FLORIDA
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<br />DATE:
<br />LICENSE NO. 1 166375
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