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<br />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 />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER CONSTRUCTION IS COMPLETED. THE
<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 - 2020 (7TH EDITION)
<br />2. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE WITH COMMENTARY.
<br />3. AISC, "STEEL CONSTRUCTION MANUAL-15TH EDITION".
<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 530-13)
<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. ANSI/AWC, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2014 EDITION".
<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 ARCHITECT/ENGINEER 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 />ARCHITECT/ENGINEER 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
<br />FURNISHING AND INSTALLING THE EQUIPMENT.
<br />6. ALL ELEVATIONS ARE BASED ON THE FINISHED FLOOR ELEVATION OF THE GROUND FLOOR TO BE U-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 />FIELD QUALITY CONTROL:
<br />1. UNLESS OTHERWISE NOTED, THE CONTRACTOR SHALL ENGAGE A CERTIFIED INDEPENDENT TESTING
<br />LABORATORY THAT IS ACCEPTABLE TO THE ARCHITECT/ENGINEER TO PERFORM TESTS AND INSPECTIONS AND
<br />SUBMIT REPORTS OF THE RESULTS AS REQUIRED IN THE PROJECT SPECIFICATIONS. THIS INCLUDES, BUT IS
<br />NOT LIMITED TO:
<br />A. INSPECTION OF BEARING CAPACITY OF FOUNDATION SOILS PER GEOTECHNICAL ENGINEERING REPORT
<br />RECOMMENDATIONS.
<br />B. INSPECTION OF COMPACTION OF FILLS PER GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS.
<br />C. INSPECTION OF REINFORCED CONCRETE CONSTRUCTION AS PRESCRIBED IN THE THRESHOLD INSPECTION
<br />PLAN.
<br />D. INSPECTION OF STRUCTURAL MASONRY CONSTRUCTION AS PRESCRIBED IN THE THRESHOLD INSPECTION
<br />PLAN.
<br />E. INSPECTION OF STRUCTURAL STEEL CONSTRUCTION AS PRESCRIBED IN THE THRESHOLD INSPECTION
<br />PLAN.
<br />F. THE TESTING AND INSPECTIONS SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A
<br />PROFESSIONAL ENGINEER REGISTERED IN FLORIDA.
<br />G. ALL TECHNICIANS AND INSPECTORS SHALL BE CERTIFIED BY AGENCIES RECOGNIZED BY THE STATE
<br />OF FLORIDA AS QUALIFIED TO PERFORM THE TESTS AND INSPECTIONS WHICH THEY PERFORM.
<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 />BEAMS AND ELEVATED SLABS ............................................ fc = 5000 PSI
<br />2. SHEAR WALLS AND COLUMNS ............................................ SEE SCHEDULES
<br />3. MINIMUM 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 %"
<br />CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />SLABS, WALLS & JOISTS:
<br />NO. 14 & NO. 18 BARS ................................................. 1 %„
<br />NO. 11 BARS AND SMALLER ........................................... %"
<br />BEAMS & COLUMNS:
<br />PRIMARY REINFORCEMENT, TIES, STIRRUPS & SPIRALS ...................1 %"
<br />SHELLS & FOLDED PLATE MEMBERS:
<br />NO.6 BARS AND LARGER .................... . ........ . ................ /„
<br />NO.5 BAR, W31 OR D31 WIRE AND SMALLER ............................. %"
<br />4. REINFORCING STEEL IN CONCRETE SHALL HAVE A MINIMUM LAP AS SCHEDULED, UNLESS OTHERWISE NOTED
<br />AND SHALL CONFORM TO ASTM A615, GRADE 60.
<br />5. ALL EXPOSED SURFACES OF CONCRETE SLABS, BEAMS AND COLUMNS EXPOSED TO THE EXTERIOR SHALL
<br />RECEIVE A SEALER IN CONFORMANCE TO THE SPECIFICATIONS.
<br />6. SLABS ON GROUND FOR INTERIOR CONDITIONED SPACES SHALL BE 4" THICK WITH 6x6 - W2.lxW2.1 WWF
<br />PLACED 1 %" FROM TOP SURFACE, PLACED OVER 10 MIL VAPOR RETARDER AND TERMITE TREATED
<br />COMPACTED SOIL, UNLESS OTHERWISE NOTED.
<br />7, CONTRACTOR SHALL SAW CUT (V DEEP X 1/8" WIDE) CONTROL JOINTS IN SLABS ON GROUND WITHIN 24 HOURS
<br />AFTER PLACING CONCRETE. CONTROL JOINTS SHALL BE LOCATED AT CENTERS OF COLUMNS, UNDER
<br />NON -LOAD BEARING WALLS AND AT SPACING NOT GREATER THAN 15'-0" IN BOTH DIRECTIONS.
<br />8. 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 />9. TIE BEAMS (NOTED"TBXXX" SHALL BE FORMED AND PLACE AFTER CONSTRUCTION OF SUPPORTING MASONRY
<br />WALLS,
<br />10. 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 Al85
<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 ARCHITECT/ENGINEER
<br />FOR APPROVAL.
<br />FORMWORK AND SHORING:
<br />1. NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO THIRDS OF THE 28 DAY DESIGN
<br />STRENGTH. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES SHALL MEET THE
<br />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 REVIEWED BY THE
<br />ENGINEER. ALTERNATE OR ADDED CONSTRUCTION JOINT LOCATIONS ARE ACCEPTABLE ONLY AS A CHANGE ORDER, WHICH
<br />WILL INCLUDE ENGINEERING CHARGES BY THE ENGINEER OF RECORD FOR REDESIGN OF THE STRUCTURE, SHORING, ETC.
<br />1. NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE LOCATED ON THESE DRAWINGS
<br />WITHOUT PREVIOUS APPROVAL OF THE ENGINEER.
<br />STRUCTURAL CONCRETE MASONRY:
<br />1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE II, GRADE N, SQUARE END WITH A MINIMUM AVERAGE
<br />COMPRESSION STRENGTH OF 1900 PSI ON NET SECTION. COMPRESSIVE STRENGTH OF MASONRY fm = 1,500 PSI U.N.O.
<br />2. MORTAR SHALL CONFORM TO ASTM C270, TYPES, PORTLAND CEMENT LIME MORTAR CEMENT OR MORTAR CEMENT.
<br />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 PSI AT 28
<br />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 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 POSITIONERS
<br />LOCATED NEAR THE TOP AND BOTTOM OF EACH GROUT POUR.
<br />8. ALL MASONRY GROUTING SHALL UTILIZE THE HIGH LIFT GROUTING METHOD ASSET FORTH IN NCMA TEK 23A. GROUT
<br />POURS SHALL BE LIMITED TO 12 FT IN HEIGHT PLACED IN TWO 6 FT LIFTS. CLEAN -OUT OPENINGS SHALL BE CUT IN THE FACE
<br />SHELL AT THE BOTTOM COURSE OF CELLS TO BE GROUTED TO ALLOW REMOVAL OF DEBRIS AND INSPECTION OF CELL PRIOR
<br />TO GROUTING.
<br />9. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAUGE LADDER TYPE REINFORCING WITH ONE LONGITUDINAL WIRE FOR
<br />EACH FACE SHELL IN THE WALL CONSTRUCTION. JOINT REINFORCING SHALL BE LOCATED IN ALTERNATE COURSES, AT 16"
<br />VERTICAL SPACING. LAP JOINT REINFORCING 6" MINIMUM. USE PREFORMED "L" AND "T" SECTIONS TO MAINTAIN JOINT
<br />REINFORCING CONTINUOUS THROUGH CORNERS AND TEES.
<br />10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF FORM WORK, AND SHORING IN THE
<br />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%) fy OF THE
<br />SPLICED BAR.
<br />12. WELDED REBAR SPLICES ARE ACCEPTABLE. WELDED SPLICER SHALL DEVELOP AT LEAST 1.25 (125%) fy OF THE SPLICED
<br />REBAR.
<br />13. ALL MASONRY OPENINGS SHALL HAVE A PRECAST LINTEL INSTALLED. REFERENCE LINTEL SCHEDULE FOR SIZE AND
<br />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 REINFORCING
<br />90' 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 DRILLED
<br />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 SUPPORT
<br />THE INTENDED LOAD. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS
<br />AT NOT LESS THAN MINIMUM EDGE DISTANCE AND/OR SPACING INDICATED IN THE 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 AN
<br />ENGINEER REGISTERED IN THE LOCALITY OF THE PROJECT SHOWING THAT THE SUBSTITUTED PRODUCT WILL
<br />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 SHALL CONFORM TO ASTM F1554 GRADE 55 HAVE A MINIMUM DIAMETER EQUAL TO W, (U.N.O. ON
<br />STRUCTURAL PLANS) AND SHALL BE THREADED WITH TACK WELDED NUT AT BOTTOM WITH A MINIMUM OF 8" EMBED INTO
<br />CONCRETE, U.N.O. ON STRUCTURAL PLANS. NUTS SHALL CONFORM TO ASTM A 563, GRADE A. WASHERS SHALL
<br />CONFORM TO ASTM F 436, TYPE 1. ALL PARTS SHALL BE HOT DIPPED GALVANIZED.
<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. WOOD TRUSS SYSTEMS, LIGHT GAUGE 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 DELEGATED
<br />ENGINEER. COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED
<br />THEY ARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER EVALUATION.
<br />SUCH DESCRIPTIVE INFORMATION SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE DELEGATED
<br />ENGINEER AS AN INDICATION THAT HE/SHE HAS ACCEPTED RESPONSIBILITY FOR THE RESULTS. SEPIAS DO NOT
<br />REQUIRE SIGNATURE AND SEAL. THE STRUCTURAL ENGINEER WILL RETAIN ONE SIGNED AND SEALED BLUELINE
<br />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 CONTRACT
<br />DOCUMENTS. (NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE).
<br />SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED.
<br />WOOD:
<br />1. STRUCTURAL WOOD COMPONENTS (BEAMS, JOISTS, RAFTERS, ETC.) SHALL HAVE THE FOLLOWING MINIMUM
<br />ALLOWABLE FIBER STRESSES OF NO.1 SOUTHERN PINE CONFORMING TO THE LATEST EDITION OF NDS, AS
<br />FOLLOWS:
<br />SHEAR Fv = 175 psi.
<br />BENDING 2x4 Fb =1,500 psi
<br />BENDING 2x6 Fb =1,350 psi.
<br />BENDING 2x8 Fb =1,250 psi.
<br />BENDING 2x10 Fb =1,050 psi.
<br />BENDING 2x12 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
<br />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
<br />WITH ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS
<br />CONSTRUCTION." TPI HIB "COMMENTARY AND RECOMMENDATIONS FOR HANDLING INSTALLING & BRACING
<br />METAL PLATE CONNECTED WOOD TRUSSES." AND TPI DSB "RECOMMENDED DESIGN SPECIFICATION FOR
<br />TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." ALTERNATE TRUSS LAYOUTS ARE
<br />NOT ACCEPTABLE. SHOP DRAWINGS SHALL BE SUBMITTED AND SHALL SHOW AND SPECIFY CONNECTOR
<br />TYPES UTILIZED WITHIN TRUSSES, AS WELL AS CONNECTORS UTILIZED IN OTHER CONNECTIONS AND
<br />ATTACHMENTS BETWEEN TRUSSES OR COMPONENTS SUPPLIED AS PART OF THE ENGINEERED TRUSS
<br />SYSTEM. AN ERECTION DRAWING SHALL IDENTIFY TRUSS SYSTEM COMPONENTS AND ANY PERMANENT
<br />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
<br />ENGINEER OF RECORD.
<br />5. THE FOLLOWING LOAD DURATION FACTORS SHALL BE USED:
<br />A. DEAD LOAD .90
<br />B. DEAD LOAD + FLOOR LIVE LOAD 1.00
<br />C. DEAD LOAD + ROOF LIVE LOAD 1.25
<br />D. DEAD LOAD + WIND LOAD 1.33
<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 5/8" 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
<br />THE 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
<br />PROJECT.
<br />2. METAL PLATE CONNECTED WOOD TRUSSES AND THEIR CONNECTIONS SHALL BE DESIGNED BY A
<br />DELEGATED ENGINEER FOR THE LOADS AND DESIGN CRITERIA PROVIDED HEREIN IN ACCORDANCE WITH
<br />THE EDITION OF THE LOCAL BUILDING CODE AND NDS REFERENCED UNDER GENERAL NOTES ON THIS SHEET
<br />AND SECTION 61G15-31.003 OF THE F.A.C. AS WELL AS 61 G15-31.003, SUBMIT DELEGATED ENGINEERING
<br />DOCUMENTS FOR 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)
<br />OF F.A.C. AND SHALL DESIGN A TRUSS SYSTEM, MEANING THE ASSEMBLAGE OF TRUSSES AND TRUSS
<br />GIRDERS TOGETHER WITH ALL BRACING, CONNECTIONS AND OTHER STRUCTURAL ELEMENTS AND ALL
<br />SPACING AND LOCATIONAL CRITERIA THAT, IN COMBINATION, FUNCTION TO SUPPOPRT THE DEAD LOAD,
<br />LIVE LOAD, LIVE ROOF LOAD, AND WIND LOADS APPLICABLE TO THE TRUSS SYSTEM, SUPPORTING WALLS,
<br />FOUNDATIONS AND 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
<br />SPECIFIED HEREIN IN ADDITION TO THE TRUSS SELF -WEIGHT.
<br />5. THE FOLLOWING LOAD DURATION FACTORS SHALL BE USED:
<br />A. DEAD LOAD 0.90
<br />B. DEAD LOAD + FLOOR LIVE LOAD 1.00
<br />C. DEAD LOAD + ROOF LIVE LOAD 1.25
<br />D. DEAD LOAD + WIND LOAD 1.33
<br />6. THE TRUSS SHALL BE DESIGNED TO MEET THE SERVICEABILITY LIMITS AS FOLLOWS:
<br />TRUSS CASE DEFLECTION
<br />LOCATION LIMIT
<br />FLOOR D + L U360
<br />ROOF Lr U360
<br />ROOF D + Lr U240
<br />ROOF D + Lr + W U240
<br />7. 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
<br />PROVIDED AND APPROVED BY THE STRUCTURAL ENGINEER OF RECORD FOR THE PROJECT PRIOR TO
<br />FABRICATION. TRUSS DESIGN DRAWINGS SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES DELIVERED
<br />TO THE PROJECT SITE, 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
<br />RELATIVE 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 />8. 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
<br />tie CONNECTORS AS MANUFACTURED BY SIMPSON Strong Tie Co.,1450 DOOLITTLE DR., P.O. BOX 1568, SAN
<br />LEANDRO, CA 94577. SUBSTITUTIONS ARE ACCEPTABLE WITH THE APPROVAL OF THE STRUCTURAL
<br />ENGINEER. UNLESS SHOWN OTHERWISE, INSTALL SIZE AND NUMBER OF FASTENERS SHOWN IN LATEST
<br />SIMPSON CATALOG.
<br />I
<br />MANUFACTURED WOOD STRUCTURAL COMPONENRI:'
<br />1. MEMBERS DESIGNATED'LVL' (E.G.,1 3/4 X 14 LVL) SHALL BE LAMINATED VENEER LUMBER AS
<br />MANUFACTURED BY WEYERHAEUSER (MICROLLAM), BOISE CASCADE (VERSA -LAM), OR ENGINEER
<br />APPROVED SUBSTITUTION WITH THE REQUIRED MINIMUM DESIGN PARAMETERS:
<br />FB = 2,600 PSI
<br />E = 2,000,000 PSI
<br />FV = 285 PSI
<br />2. MEMBERS DESIGNATED'PSL' (E.G., 31/2X 14 PSL) SHALL BE PARALLEL STRAND LUMBER AS
<br />MANUFACTURED BY WEYERHAEUSER (PARALLAM) WITH THE REQUIRED MINIMUM DESIGN
<br />PARAMETERS:
<br />FB = 2,900 PSI
<br />E = 2,000,000 PSI
<br />FV = 290 PSI
<br />ORGANIZATIONS & AGENCIES
<br />AA
<br />ALUMINUM ASSOCIATION, INC.
<br />ACI
<br />AMERICAN CONCRETE INSTITUTE
<br />AIA
<br />AMERICAN INSTITUTE OF ARCHITECTS
<br />AISC
<br />AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />AISI
<br />AMERICAN IRON AND STEEL INSTITUTE
<br />AITC
<br />AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
<br />ANSI
<br />AMERICAN NATIONAL STANDARDS INSTITUTE
<br />ASCE
<br />AMERICAN SOCIETY OF CIVIL ENGINEERS
<br />ASTM
<br />AMERICAN SOCIETY OF TESTING & MATERIALS
<br />AWC
<br />AMERICAN WOOD COUNCIL
<br />AWS
<br />AMERICAN WELDING SOCIETY
<br />FBC
<br />FLORIDA BUILDING CODE
<br />IBC
<br />INTERNATIONAL BUILDING CODE
<br />LGSEA
<br />LIGHT GAGE STRUCTURAL ENGINEERS ASSOCIATION
<br />NCMA
<br />NATIONAL CONCRETE MASONRY ASSOCIATION
<br />OPNG. = OPENING
<br />NFPA
<br />NATIONAL FOREST & PAPER ASSOCIATION
<br />P.A.F. = POWDER ACTUATED FASTENER
<br />PCI
<br />PRE -CAST PRE -STRESSED CONCRETE INSTITUTE
<br />PTI
<br />POST TENSIONING INSTITUTE
<br />PART. PARTITION
<br />SDI
<br />STEEL DECK INSTITUTE
<br />PART'L. = PARTIAL
<br />SJI
<br />STEEL JOIST INSTITUTE
<br />PL = PLATE
<br />WTCA
<br />WOOD TRUSS COUNCIL OF AMERICA
<br />plf = POUNDS PER LINEAR FOOT
<br />psf = POUNDS PER SQUARE FOOT
<br />ABBREVIATIONS
<br />psi = POUNDS PER SQUARE INCH
<br />@ = AT
<br />E.S.= EACH SIDE
<br />P.T. = POST TENSION OR
<br />A.B. = ANCHOR BOLT E.W.= EACH,WAY
<br />PRESSURE TREATED
<br />ALT. = ALTERNATE
<br />EXIST.= EXISTING
<br />REINF. = REINFORCING
<br />APPROX. = APPROXIMATELY EXP.= EXPANSION
<br />REQ'D. = REQUIRED
<br />ARCH. = ARCHITECT EXT.= EXTERIOR
<br />REV. = REVISED/ REVISION
<br />ARCHT'L. = ARCHITECTURAL
<br />FIN.= FINISH
<br />R.O. = ROUGH OPENING
<br />BAL. = BALANCE
<br />FLR.= FLOOR
<br />SCHED. = SCHEDULE
<br />B.C. = BOTTOM CHORD FDN.= FOUNDATION
<br />SECT. = SECTION
<br />BLDG. = BUILDING
<br />F.S. = FAR SIDE
<br />SIM. = SIMILAR
<br />BM. = BEAM
<br />FT. = FOOT
<br />SQ. = SQUARE
<br />BOTT = BOTTOM
<br />FTG. = FOOTING
<br />S.J. = CONTRACTION JOINT
<br />BRG. = BEARING
<br />GA. = GAGE
<br />S.M.S. = SHEET METAL SCREW
<br />CH. = CHANNEL
<br />GALV. = GALVANIZED
<br />STD. = STANDARD
<br />C.I.P. = CAST IN PLACE G.C. = GENERAL CONTRACTOR
<br />SW = SHEARWALL
<br />C.J. = CONSTRUCTION
<br />JOINT HC = HOLLOW CORE
<br />S.W. = SHORT WAY
<br />CL = CENTERLINE
<br />H.D.G. = HOT DIPPED GALVANIZED
<br />STL. = STEEL
<br />CLR. = CLEAR
<br />HG = HIP GIRDER
<br />STRUCT. = STRUCTURAL
<br />CMU = CONCRETE MASONRY UNIT HORIZ. = HORIZONTAL
<br />T.C. = TOP CHORD
<br />COL. = COLUMN
<br />H.P. = HIGH POINT
<br />T/O = THRU OUT
<br />CONC. = CONCRETE HSS = TUBE STEEL
<br />T.O. = TOP OF ...
<br />CONFIG. = CONFIGURATION I.J. = ISOLATION JOINT
<br />T = TOP
<br />CONT. = CONTINUOUS INFO. = INFORMATION
<br />TEMP. = TEMPERATURE
<br />CONTR. = CONTRACTOR INT. = INTERIOR
<br />TYP. = TYPICAL
<br />CONSTR. = CONSTRUCTION JT. = JOINT
<br />U.N.O. = UNLESS NOTED OTHERWISE
<br />CTR. = CENTER
<br />L = ANGLE
<br />VERT. = VERTICAL
<br />CVR. = COVER
<br />LG. = LONG
<br />V.S. = VALLEY SET
<br />DBL. = DOUBLE
<br />L.W. = LONG WAY
<br />W = WIDE FLANGE
<br />DTL. = DETAIL
<br />MFR. = MANUFACTURER
<br />w/ = WITH
<br />DIA. = DIAMETER
<br />MAT'L. = MATERIAL
<br />WD. = WOOD
<br />DIM. = DIMENSION
<br />MAX. = MAXIMUM
<br />WP = WORK POINT
<br />DN. = DOWN
<br />M.D. = MID -DEPTH
<br />W.W.F. = WELDED WIRE FABRIC
<br />DWG. = DRAWING
<br />M.C.J. = MASONRY CONTROL JOINT
<br />EA. = EACH
<br />MIN. = MINIMUM
<br />E.E. = EACH END
<br />MISC. = MISCELLANEOUS
<br />E.F. = EACH FACE
<br />N.S. = NEAR SIDE
<br />E.J. = EXPANSION JOINT
<br />N.I.C. = NOT IN CONTRACT
<br />ELEV. / EL. = ELEVATION N.T.S. = NOT TO SCALE
<br />E.O.R. = ENGINEER
<br />ON RECORD O.C. = ON CENTER
<br />EQ. = EQUAL
<br />O.H. = OPPOSITE HAND
<br />ASCE 7-16 WIND DESIGN CRITERIA
<br />DESIGN PARAMETER
<br />SYMBOL
<br />VALUE
<br />ASCE/SEI 7-16
<br />REFERENCE
<br />RISK CATEGORY
<br />-
<br />I
<br />TABLE 1.5-1
<br />ULTIMATE BASIC WIND SPEED
<br />VULT
<br />150 MPH
<br />SECTION 26.5
<br />NOMINAL BASIC WIND SPEED
<br />VASD
<br />116 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 />Krt
<br />1.00
<br />SECTION 26.8
<br />FREE STANDING WALLS & SIGNS I - I OPEN I SECTION 29.4
<br />FREE STANDING WALLS & SIGNS I Cf 1 1.45 1 FIGURE 29.4-1
<br />(FREE STANDING WALLS & SIGNS I qh I 45 PSF I CHAPTER 29 I
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