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TRUSS SHOP DRAVANG NOTES:
<br />THE GENERAL CONTRACTOR SHALL REVI EW AND APPROVE ROOF TRUSS SHOP DRAWINGS FOR
<br />SIZE, SHAPE, DIMENSIONING, AND LAYOUT PRIOR TO SUBMITTAL TO THE ENGINEERS OF
<br />RECORD FOR REVIEW!
<br />PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST
<br />EDITION OF"THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY THE
<br />NATIONAL FOREST PRODUCTS ASSOCIATION. WOOD TRUSS SHOP DRAWINGS SHALL INDICATE
<br />THE FOLLOWING MINIMUM INFORMATION
<br />1 . SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF THE REGISTERED
<br />PROFESSIONAL (STRUCTURAL) ENGINEER RESPONSIBLE FOR THE STRUCTURAL ANALYSIS
<br />AND DESIGN OF THE INDIVIDUAL ROOF TRUSSES AND THE ROOF TRUSS SYSTEM. THIS
<br />ENGINEER SHALL HOLD CURRENT VALID REGISTRATION AS A PROFESSIONAL ENGINEER IN
<br />THE STATE OF FLORIDA. INDIVIDUAL TRUSS DESIGN SHEETS SHALL BE FULLY
<br />COORDINATED WITH AND KEYED TO THE ROOF TRUSS FRAMING PLAN, WHICH SHALL
<br />LIKEWISE BE SIGNED AND SEALED. IF THIS REQUIREMENT IS NOT FULFILLED IN DETAIL, THE
<br />SUBMITTAL WILL BE REJECTED AND RETURNED AS INADEQUATEL
<br />2. REQUIRED GENERAL INFORMATION:
<br />A. ERECTION PLAN: SHOWING DIMENSIONED LOCATION AND TRUSS IDENTIFICATION-
<br />B. BEARING DETAILS: SHOWING BEARING LENGTH, WIDTH AND DEPTH ONDICATING
<br />CONFORMANCE TO DESIGN CALCULATIONS).
<br />C. DESIGN LOADS: ALL DEAD, LIVE & WIND LOADS SHALL BE SHOWN ON THE ERECTION
<br />PLAN OR TRUSS ELEVA11ON INDICATING CONFORMANCE TO TRUSS CALCULATIONS AND
<br />ORIGINAL DESIGN CRITERIA. TRUSS SYSTEM DESIGNER SHALL GIVE FULL
<br />CONSIDERATION TO THE FOLLOWING:
<br />1. TRUSS DESIGN ENGINEER SHALL BE PROVIDED WITH A COMPLETE SET OF BOTH
<br />ARCHITECTURAL AND STRUCTURAL CONTRACT DOCUMENTS PRIOR TO BEGINNING
<br />DESIGN OF THE ROOF TRUSS SYSTEM.
<br />2. TRUSS SYSTEM SHALL BE DESIGNED AS "COMPONENTS AND CLADDING"AS
<br />DEFINED BY THE APPLICABLE BUILDING CODE WITH DUE CONSIDERATION OF,
<br />ENCLOSED", -PARTALLY ENCLOSEU' AND -COMPLETELY OPEN" PORTIONS OF THE
<br />STRUCTURE AND USE OF APPROPRIATE GUST RESPONSE & SHAPE FACTORS.
<br />D. ALL PERMANENT BRACING AND BRIDGING: SHOW TOP CHORD, BOTTOM CHORD, AND
<br />WEB MEMBER BRACING ON ERECTION LAYOUT PLAN AND TRUSS ELEVATIONS.
<br />SUPPLIER AND INSTALLER OF THIS BRACING SHALL ALSO BE INDICATED.
<br />E. TRUSS DIMENSION: SHOW DEPTH, SPAN, BEARING, HEIGHT AND SLOPES AT ALL
<br />CRITICAL POINTS.
<br />3. INFORMATION THAT SHALL BE THE RESPONSIBILITY OF THE FABRICATOR AND TRUSS
<br />DESIGNER AND SHALL BE COMPLETELY DETAILED WITHIN THE SHOP DRAWING SUBMITTAL.
<br />A. MEMBER DESIGN: INCLUDING WEB CONFIGURATION, MEMBER SIZE, GRADE AND
<br />SPECIES OF LUMBER, FABRICATED SPLICES
<br />AND MEMBER BRACING REQUIRED BY TRUSS DESIGN.
<br />B. INTERIOR CONNECTION: DESIGN AND SHOW DETAIL OF WEB AND CHORD CONNECTIONS,
<br />CONNECTION PLATES AND PLATE CAPACITIES.
<br />C. ERECTION PLAN:
<br />SHOW SPACING AND LAYOUT OF ANY TEMPORARY BRACING REQUIRED FOR ERECTION.
<br />D. STRUCTURAL DESIGN OF TRUSSES:
<br />SUBMIT COMPLETE TRUSS CALCULATIONS AND OBTAIN ALL APPROVALS NECESSARY FOR
<br />CONFORMANCE TO BUILDING CODE. VERIFY SUBMITTAL AND APPROVAL BY SENDING A
<br />COPY TO THE ENGINEER OF RECORD.
<br />E. ERECTION:
<br />FURNISH TRUSS ERECTOR WITH ALL DATA NECESSARY FOR PROPER INSTALLATION.
<br />F. INDICATE GRAVITY LOAD REACTIONS AND UPLIFT REACTIONS AT ALL SUPPORT POINTS
<br />FOR EACH SPECIFIC TRUSS TYPE.
<br />G. CONNECTION HARDWARE:
<br />SUBMIT REQUIRED CAPACITY AND SUGGESTED MANUFACTURER AND MODEL OF ANY
<br />REQUIRED PRE-ENGINEERED PREFABRICATED HARDWARE. QNCLUDE NUMBER OF MAILS,
<br />SPLICES OR BOLTS REQUIRED TO MAKE
<br />PROPER CONNECTION).
<br />NOTE: ALL CONNECTIONS BETWEEN PRE-ENGINEERED PREFABRICATED TRUSSES SHALL BE
<br />THE RESPONSIBILITY OF THE TRUSS DESIGNER/FABRICATOR (BECAUSE OF THE
<br />EFFECT OF THE CONNECTION FASTENINGS ON THE TRUSS DESIGN).
<br />H. ALL PERMANENT BRIDGING REQUIRED TO BRACE THE BOTTOM CHORDS AGAINST
<br />BUCKLING DUE TO POTENTIAL STRESS REVERSAL AND BOTTOM CHORD COMPRESSION
<br />RESULTING FROM UPLIFT FORCES ON THE ROOF IMPOSED BY THE SPECIFIED WIND
<br />LOADING CRITERIA.
<br />4. MINIMUM ROOF TRUSS DESIGN LOADS:
<br />A. ROOF LIVE:
<br />20 PSF.
<br />B. TOP CHORD DEAD LOAD:
<br />15 PSF.
<br />C. BOTTOM CHORD DEAD LOAD:
<br />5 PSF.
<br />D. WIND FORCES: DESIGN FOR THE MAXIMUM FORCES, (INCLUDING UPLIFT), REQUIRED BY
<br />THE FLORIDA BUILDING CODE
<br />67 ED. (2017) AND ASCE 7-10- SEE DESIGN LOADS FOR WIND
<br />LOAD DESIGN CRITERIA.
<br />"SPECIALTY" DELEGATED STRUCTURAL ENGINEER NOTE:
<br />SPECIALTY ENGINEERING WORK SHALL BE PERFORMED BY KNOWLEDGEABLE PROFESSIONAL
<br />ENGINEERS WHO'S DISCIPLINE SHALL BE STRUCTURAL. THEY SHALL HOLD CURRENT VALID
<br />REGISTRATION IN THE STATE OF FLORIDA AS PROFESSIONAL ENGINEERS. THE GENERAL
<br />CONTRACTOR AND STRUCTURAL SUBCONTRACTORS ARE ADVISED THAT THE ARCHITECT AND
<br />STRUCTURAL ENG NEER OF RECORD SHALL HAVE THE RIGHT TO APPROVE OR DISAPPROVE
<br />ANY INDIVIDUAL SPECIALTY ENGINEER, WITHOUT INCURRING ANY ADDITIONAL COSTS OR
<br />LIABILITY TO THE OWNER, THE ARCHITECT OF RECORD OR THE ENGINEER OF RECORD. IT
<br />WOULD BE PRUDENT FOR THE G.C_ TO SUBMIT THE QUALIFICATIONS OF THE PROPOSED
<br />"SPECIALTY' STRUCTURAL ENGINEER(S) TO THE STRUCTURAL ENGINEER OF RECORD, PRIOR
<br />TO FORMALLY CONTRACTING FOR SUCH SERVICES. THE "SPECIALTY" STRUCTURAL ENGINEER
<br />IS CAUTIONED THAT ALL SUBMITTALS MUST BE PREPARED AND SUBMITTED IN ACCORDANCE
<br />WITH THE GUIDELINES PUBLISHED BY THE FLORIDA DEPARTMENT OF PROFESSIONAL
<br />REGULATION, BOARD OF PROFESSIONAL ENGINEERS IN RULE NUMBER 21 H-19-001, -RULE AND
<br />STATEMENTS ON RESPONSIBILITY OF PROFESSIONAL ENGINEERS".
<br />1 . IT IS THE DELEGATED SPECIALTY ENGINEERS RESPONSIBILITY TO REVIEW THE ENGINEER
<br />OF RECORD'S WRITTEN ENGINEERING CRITERIA REGARDING THE SPECIALTY ENGINEERING
<br />REQUIREMENTS IN ORDER TO DETERMINE THE SCOPE OF WORK OF THE SPECIALTY
<br />ENGINEERING.
<br />2. THE DELEGATED ENGINEERING DOCUMENT SUBMITTALS SHALL CCMPLYWITH THE
<br />WRITTEN ENGINEERING REQUIREMENTS RECEIVED FROM THE ENGINEER OF RECORD. THE
<br />DELEGATED ENGINEERING SUBMITTAL SHALL INCLUDE THE PROJECT NAME AND THE
<br />DESIGN CRITERIA USED IN PREPARING THE SUBMITTAL.
<br />3. IF THE DELEGATED ENGINEER DETERMINES THERE ARE DETAJLS, FEATURES OR
<br />UNANTICIPATED PROJECT LIMITS WHICH CONFLICT WITH THE WRITTEN ENGINEERING
<br />REQUIREMENTS PROVIDED BY THE ENGINEER OF RECORD, THE DELEGATED ENGINEER
<br />SHALL IMMEDIATELY CONTACT THE ENGINEER OF RECORD TO RESOLVE THE CONFLICT.
<br />4. THE DELEGATED ENGINEER SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENTS
<br />TO THE ENGINEER OF RECORD FOR REVIEW. ALL DELEGATED ENGINEERING DOCUMENTS
<br />SHALL BE SIGNED AND SEALED BY THE DELEGATED ENGINEER AND SHALL INCLUDE THE
<br />FOLLOWING:
<br />A. FRAMING PLANS, DETAILS, CONNECTIONS, ETC. AS REQUIRED TO DEFINING THE
<br />CONFIGURATION AND STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND/OR
<br />THEIR ASSEMBLY INTO STRUCTURAL SYSTEM.
<br />B. COMPUTATIONS HAVING ADEQUATE DETAIL FOR THE ENGINEER OF RECORD TO
<br />DETERMINE THAT THE SUBMITTAL WAS FULLY ENGINEERED AND DOCUMENTED. NO
<br />DETAILED REV�IEW OF THE DELEGATED SPECIALTY ENGINEERING CALCULATIONS WILL
<br />BE PROVI DIED BY THE E.O.R.
<br />INSTRUCTIONS FOR INSTALLATION OF DRILLED IN RODS. SCREWS. AND DOWEL
<br />ANCHORS:
<br />I . SEE DRAWINGS FOR SIZE, LENGTH TYPE AND SPACING OF ANCHORS REQUIRED.
<br />NOTE: DRILLED IN ANCHORS WILL NOT BE AN ACCEPTABLE ALTERNATIVE TO
<br />SPECIFIED EMBEDDED ANCHORS (ANCHOR BOLTS, HEADED STUDS, ETC-)
<br />2. CLOSELY FOLLOW ANCHOR INSTALLATION INSTRUCTIONS PROVIDED WITH THE PRODUCT,
<br />BY THE MANUFACTURER. THIS INFORMATION INCLUDES DRILL TYPE AND DIAMETER FOR A
<br />GIVEN ANCHOR OR DOWEL SIZE, CLEANING INSTRUCTIONS FOR THE HOLE (REMOVAL OF
<br />DRILL DUST OR SLURRY BY COMPRESSED AIR AND WATER), AND MATERIAL INSTALLATION
<br />AND QUANTITY FOR A GIVEN APPLICATION.
<br />3. REGARDING "EPDXYANCHORS, PROVIDE ADHESIVES WHICH ARE MANUFACTURED AND
<br />DISTRIBUTED AS TWO PART (BASE/HARDENER) CARTRIDGE INSTALLED WITH DOUBLE
<br />PLUNGER CAULKING GUN WITH AUTOMATIC MIXING NOZZLE SUPPLIED BY THE
<br />MANUFACTURER. EPDXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C a8l
<br />SPECIFICATION FOR TYPE 1, 11, IV, V, GRADE 3, CLASS B, C AND D AND MUST DEVELOP A
<br />MINIMUM 12,650 PSI COMPRESSIVE YIELD STRENGTH AFTER 7 DAY CURE.
<br />PREFERABLE MANUFACTURERS ARE AS FOLLOW:
<br />A- SIMPSON STRONG TIE "SET-XP" EPDXY
<br />B. HILTI'HY-150"
<br />OTHER MANUFACTURER'S PRODUCTS WILL NOT BE CONSIDERED UNLESS ALLOWABLE
<br />LOAD DATA, BASED UPON TESTING LABORATORY RESULTS, ARE SUBMI[TTED FOR REVIEW
<br />AND CONSIDERATION. OUR PREFERENCE FOR THESE PRODUCTS IS BASED UPON THE
<br />AUTOMATIC MIXING OF THE TWO PARTS PRIOR TO DISCHARGE FROM THE GUN AND THEIR
<br />LITERATURE WHICH REPRESENTS A CONSIDERABLE AMOUNT OF BACK UP TESTING.
<br />4. GENERALLY, ANCHOR DRILLED IN DEPTHS SHOULD NOT BE LESS THAN 8 INCHES
<br />WHENEVER POSSIBLE. WHEN ANCHORS ARE INSTALLED THROUGH BRICK AND/OR VENEER,
<br />THE ANCHOR SHALL PENETRATE INTO THE BACK UP STRUCTURAL MASONRY OR CONCRETE
<br />AT LEAST 6 INCHES.
<br />5. WHERE DRILLED IN EXPANSION ANCHORS ARE REQUESTED IN LIEU OF CAST IN PLACE
<br />ANCHORS, THEY MUST BE REQUESTED IN WRITING BEFORE INSTALLATION AND ADEQUATE
<br />MANUFACTURER'S LITERATURE MUST BE SUBMITTED AS DOCUMENTATION. THE
<br />SUBSTITUTION OF EXPANSION ANCHORS MAY OR MAY NOT BE ACCEPTED DEPENDING
<br />UPON THE LOADING AND SPECIFIC APPLICATION. DO NOT SUBMIT SLEEVE ANCHORS. ALL
<br />EXPANSION ANCHORS MUST BE WEDGE ANCHORS. GENERALLY, IF EXPANSION ANCHORS
<br />ARE PERMITTED THEY WILL BE REQUIRED TO BE AT LEAST ONE SIZE LARGER AND MORE
<br />CLOSELY SPACED THAN THE SPECIFIED EMBEDDED ANCHORS.
<br />6. CONCRETE AND MASONRY SCREWS SHALL BE 114" DIAMETER 1 1/2" MINIMUM EMBEDMENT
<br />INSTALLED IN DRILLED HOLES USING AN APPROPRIATE BIT DIAMETER. SCREWS SHALL BE
<br />MADE FROM TEN HUNDRED SERIES COLD ROLLED STEEL AND SHALL BE FLUOROCARBON
<br />COATED. PROVIDE "TITAN"SCREWS BY SIMPSON STRONG TIE OR EQUAL.
<br />7. SCREWS SHALL BE MADE FROM TEN HUNDRED SERIES COLD ROLLED STEEL AND SHALL BE
<br />FLUOROCARBON COATED. PROVIDE "TITAN" SCREWS BY SIMPSON STRONG TIE OR EQUAL.
<br />8. DRILL IN REBAR DOWELS SHALL BE SET USING A TWO PART EPDXY AS DESCRIBED ABOVE
<br />IN NOTE NO. 2.
<br />9. ALL BOLTS AND SCREWS TO BE HOT -DIPPED, GALVANIZED OR STAINLESS STEEL.
<br />STRUCTURAL SYSTEM, MATERIAL OR PROCEDURES SUBSTITUTION REQUESTS:
<br />I . UNDER NO CIRCUMSTANCES WILL STRUCTURAL SYSTEM, STRUCTURAL MATERIAL OR
<br />STRUCTURAL PROCEDURE SUBSTITUTIONS BE CONSIDERED BEFORE THE BIDS ARE
<br />ANALYZED AND A SUCCESSFUL BIDDER IS SELECTED. BIDS ARE TO BE BASED UPON AS
<br />SPECIFIED STRUCTURAL SYSTEMS, MATERIALS AND PROCEDURES. STRUCTURAL BIDS
<br />RECEIVED WITH FOOTNOTES OR CAVIIATES WILL BE MARKED AS NON -COMPLIANT AND WILL
<br />BE REJECTED.
<br />2. SHOULD THE SUCCESSFUL BIDDER WISH TO SUBMIT AN ALTERNATE STRUCTURAL
<br />MATERIAL, SYSTEM OR PROCEDURE, THE FOLLOWING WILL BE REQUIRED AND SHALL BE
<br />CLEARLY UNDERSTOOD BY THE CONTRACTOR PRIOR TO THE SUBMITTAL OF ANY SUCH
<br />SUBSTITUTION:
<br />A. CONTACT THE ARCHITECT AND STRUCTURAL ENGINEER TO DISCUSS THE PROPOSED
<br />SUBSTITUTION BEFORE MAKING ANY FORMAL SUBMITTAL. THERE MAY BE REASONS
<br />WHY THE SUBSTITUTION WILL BE REJECTED AND BETTER TO FIND THAT OUT BEFORE
<br />WASTING TIME IN THE PREPARATION OF A FORMAL SUBMITTAL.
<br />B. IF THE ARCHITECT AND THE STRUCTURAL ENGINEER HAVE NO OBJECTION TO THE
<br />INTENT OF THE SUBSTITUTION, THE FORMAL SUBMITTAL SHALL INCLUDE THE
<br />PROPOSED CREDIT (ALONG WITH BACK-UP COST DATA) TO THE OWNER TO BE
<br />SUBTRACTED FROM THE CONTRACT PRICE, SHOULD THE SUBSTITUTION BE ACCEPTED.
<br />C. IF THE SUBSTITUTION ONLY REQUIRES A BRIEF REVIEW, SUCH WILL BE PROVIDED
<br />WITHOUT CHARGE. IF THE DETERMINATION OF THE ACCEPTABILITY OF THE PROPOSED
<br />SUBSTITUTION WILL REQUIRE STRUCTURAL ANALYSIS AND OR RESEARCH, THE
<br />CONTRACTOR SHALL BE PREPARED TO REIMBURSE (ON THE BASIS OF HOURLY
<br />INVOICING) THE STRUCTURAL ENGINEER FOR THE TIME REQUIRED TO ANALYZE THE
<br />STRUCTURAL RAMIFICATIONS OF MAKING THE SUBSTITUTION. IF THE SUBSTITUTION IS
<br />ACCEPTABLE AND THE CONTRACTOR AND OWNER AGREE TO PROCEED WITH THE
<br />CHANGE, THE ARCHITECT AND STRUCTURAL ENGINEER WILL BE REIMBURSED FOR
<br />MAKING THE CHANGES TO THE DESIGN AND THE STRUCTURAL DRAWING DETAILS ON
<br />THE BASIS OF HOURLY INVOICING AND SUCH WILL BE SUBTRACTED FROM THE CREDIT
<br />RESULTING FROM MAKIING THE PROPOSED CHANGE TO THE STRUCTURAL SYSTEM,
<br />MATERIAL(S) OR PROCEDURES -
<br />DIMENSIONING FOR BUILDING LAYOUT:
<br />NOTE: THE MAJORITY OF THE PLAN DIMENSIONING IS PROVIDED ON THE ARCHITECTURAL
<br />DRAWINGS. USE BOTH STRUCTURAL AND ARCHITECTURAL DRAWINGS TOGETHER FOR
<br />BASIC LAYOUT AND CONSTRUCTION OF THIS PROJECT. ANY OBSERVED
<br />DESCREPAINCIES BETWEEN ARCHITECTURAL DRAWING DIMENSIONING AND
<br />STRUCTURAL DRAWING SCALE LAYOUT SHOULD BE BROUGHT TO THE ATTENTION OF
<br />THE ARCHITECT IMMEDIATELY UPON DISCOVERY.
<br />DESIGN WIND PRESSURE CRITERIA:
<br />BUILDING CODE: THE FLORIDA BUILDING CODE 6TH ED. (2017)
<br />SPECIAL INSPECTION REQUIREMENTS: NO
<br />(ENHANCED HURRICANE PROTECTION AREAS (EHPA)): NONE
<br />DESIGN WIND LOADING CRITERIA:
<br />CODE: ASCE 7-10
<br />RISK CATEGORY OF BUILDINGS: CATEGORY 11
<br />ULTIMATE DESIGN WIND SPEED VuLT 138 MPH (3 SEC GUSTS)
<br />NOMINAL DESIGN WIND SPEED VASD 107 MPH (3 SEC GUSTS)
<br />EXPOSURE CATEGORY = B
<br />WINDBORNE DEBRIS REGION - NO
<br />(+/-) APPLIED PRESSURES AGAINST BUILDING SURFACES:
<br />ALL TABULATED VALUES BELOW ARE ULTIMATE LOADS
<br />ZONE 1: IS LOCATED MORE THAN DISTANCE (a) FROM THE EDGE OF THE ROOF
<br />ZONE 2: IS LOCATED WITHIN DISTANCE (a) FROM THE EDGE OF THE ROOF
<br />ZONE 3: IS LOCATED WITHIN DISTANCE (a) FROM EACH ROOF EDGE AT EXTERIOR
<br />CORNERS
<br />ZONE 4: IS LOCATED MORE THAN DISTANCE (a) FROM THE EDGE OF THE BUILDING
<br />ZONE 5: IS LOCATED WITHIN DISTANCE (a) FROM THE EDGE OF THE BUILDING
<br />EFFECTIVE AREA (SQ. FT.)
<br />ALL AREAS
<br />ZONE 3
<br />59 PSF
<br />89 PSF
<br />ZONE4
<br />ZONE 5
<br />10
<br />20
<br />34
<br />37
<br />33 .
<br />i16
<br />34
<br />46
<br />33
<br />43
<br />'a"= T- 9'
<br />�V'
<br />�yccilc: 1/4" = 1'-0"
<br />kNALL ELEVATION_
<br />�%GMAN
<br />ARCHITECTS, P.A.
<br />AA0003150
<br />625 EAST ORANGE ST.
<br />LAKELAND, FL 33BOl
<br />E-MAIL: FWARCH@
<br />FURRANDWEGMAN.COM
<br />TEL 863 688 121 1
<br />FAX 863 6E3E3 1473
<br />@ COPYRIGHT 2019 FURR & AEGMAN ARCHITECTS, P-A.
<br />THE DESIGN AND CONCEPTS DEPICTED HEREIMTH ARE THE
<br />SOLE PROPERTY OF FURR & IAEGMAN ARCHITECTS, P.A.
<br />NO REPRODUCTION, REVISION, OR REUSE OF THIS
<br />DRAWING IS AUTHORIZED WITHOUT SPECIFIC WRITTEN
<br />PERMISSION. ALL RIGHTS RESERVED.
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<br />PROJ MGR:
<br />BY:
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<br />SF
<br />JOB
<br />NUMBER:
<br />2020-13
<br />SHEET
<br />NUMBER:
<br />SN-2_
<br />
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