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REVISION SUMMARY
<br />1, LL IL -1 i
<br />NO. DATE
<br />1 9.13.21
<br />A.B.
<br />Anchor Bolt
<br />Abv.
<br />Above
<br />Adj.
<br />Adjustable
<br />A.F.F.
<br />Above Finished Floor
<br />ALT.
<br />Alternate
<br />Bm.
<br />Beam
<br />B/Beam
<br />Bottom of Beam
<br />Brg.
<br />Bearing
<br />Cant.
<br />Cantilever
<br />Cir.
<br />Circle
<br />Cig.
<br />Ceiling
<br />Ci
<br />Control Joint
<br />Col.
<br />Column
<br />Cont.
<br />Continuous
<br />Dbl.
<br />Double
<br />Dia.
<br />Diameter
<br />Ea.
<br />Each
<br />E.W.
<br />Each Way
<br />Elec,
<br />Electrical
<br />Elev.
<br />Elevation
<br />E.O.R
<br />Engineering or Record
<br />Ext.
<br />Exterior
<br />Exp.
<br />Expansion
<br />F.B.C.
<br />Florida Bldg. Code
<br />Fin. Fir.
<br />Finished Floor
<br />Fir.
<br />Floor
<br />Fdn.
<br />Foundation
<br />REVISION DESCRIPTION
<br />DOOR MOVED AT BACK LANAI
<br />ABBREVIATIONS
<br />DESIGNER
<br />NJ
<br />Fir. Sys. Floor System
<br />PSF
<br />Pounds per squate foot
<br />F.O.M.
<br />Face Of Masonry
<br />P.T.
<br />Pressure Treated
<br />Ft.
<br />Foot / Feet
<br />Rad.
<br />Radius
<br />Ftg.
<br />Footing
<br />Req'd.
<br />Required
<br />Gaiv.
<br />Galvanized
<br />Rm.
<br />Room
<br />G.C.
<br />General Contractor
<br />Rnd.
<br />Round
<br />G.F.I.
<br />Ground Fault Interrupter
<br />S.F.
<br />Square Ft.
<br />G.T.
<br />Girder Truss
<br />SHT
<br />Sheet
<br />Hdr.
<br />Header
<br />S.L.
<br />Side Lights
<br />Hgt.
<br />Height
<br />S.P.F.
<br />Spruce Pine Fir
<br />Int.
<br />Interior
<br />Sq.
<br />Square
<br />K/Wall
<br />Kneewall
<br />S.Y.P.
<br />Southern Yellow [line
<br />L.F.
<br />Linear Ft.
<br />Thik'n.
<br />Thicken
<br />Mas.
<br />Masonry
<br />T.O.B.
<br />Top of Block
<br />Max
<br />Maximum
<br />T.O.M.
<br />Top of Masonry
<br />Min
<br />Minimum
<br />T.O.P.
<br />Top of Plate
<br />M.L.
<br />Microlarn
<br />Trans.
<br />Transom Window
<br />Mir.
<br />Mirror
<br />Typ.
<br />Typical
<br />Mono
<br />Monolithic
<br />U.N.O.
<br />Unless Noted Otherwise
<br />N.T.S.
<br />Not to Scale
<br />Vert.
<br />Vertical
<br />O.C.
<br />On center
<br />V.L.
<br />Versalarn
<br />Opn'g.
<br />Opening
<br />VTR
<br />Vent through Roor:
<br />Opt.
<br />Optional
<br />W
<br />Washer
<br />PC.
<br />Piece
<br />W/
<br />With
<br />P.L.
<br />Parallarn
<br />W.A.
<br />Wedge Anchor
<br />PLF
<br />Pounds per linear foot
<br />Wd
<br />Wood
<br />Pit. Ht.
<br />Plate Height
<br />WP
<br />Water Proof
<br />TERMITE SPECIFICATIONS
<br />SECTION R318 PROTECTION AGAINST TERMITES
<br />TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED
<br />PESTICIDES, BAITING SYSTEMS, AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED
<br />METHODS OF TERMITE PROTECTION LABELED FOR USE A PREVENTIVE TREATMENT TO NEW
<br />CONSTRUCTION (SEE SECTION 202, REGISTERED TERMITICIDE). UPON COMPLETION OF THE
<br />APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE
<br />ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS
<br />THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE
<br />PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS
<br />ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES."
<br />NOTES:
<br />1 . METHOD OF TREATMENT SHALL BE APPROVED BY THE GOVERNING JURISDICTION "LIQUID
<br />BORATE OR BOR-A-COR" PRODUCT METHODS MUST BE DETERMINED AT PERMIT STAGE AND
<br />PRODUCT APPROVAL DATA MUST BE ON FILE WITH THE BUILDING DEPARTMENT.
<br />2. PRESSURE TREATED LUMBER THAT HAS BEEN CUT OR DRILLED THAT EXPOSES UNTREATED
<br />PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO PREVENT INSECT INFESTATION
<br />3. OPTIONAL BORATE APPLIED TO ALL FRAME MEMBERS WITHIN 24" A.F.F.
<br />- -NOTICE TO BUILDER AND ALL SUBCONTRACTORS- -
<br />IT IS THE INTENT OF THE ENGINEER LISTED IN THE TITLEBLOCK OF THESE DOCUMENTS THAI THESE
<br />DOCUMENTS BE ACCURATE, PROVIDING LICENSED PROFESSIONALS CLEAR INFORMATION. EVERY
<br />ATTEMPT HAS BEEN MADE TO PREVENT ERROR. THE BUILDER AND ALL SUBCONTRACTORS ARE
<br />REQUIRED TO:
<br />1 . REVIEW ALL THE INFORMATION CONTAINED IN THESE DOCUMENTS, PRIOR TO THE
<br />COMMENCEMENT OF ANY WORK. THE ENGINEER ARE NOT RESPONSIBLE FOR ANY PLAN ERRORS,
<br />OMISSIONS, OR MISINTERPRETATIONS UNDETECTED AND NOT REPORTED TO THE ENGINEER
<br />PRIOR TO CONSTRUCTION.
<br />2. SHALL STRICTLY OBSERVE ALL APPLICATION CODES DURING THE COURSE OF CONSTRUCTION
<br />INCLUDING ALL STATE, CITY, AND COUNTY BUILDING, ZONING, ELECTRICAL, MECHANICAL.,
<br />PLUMBING AND FIRE CODES. CONTRACTOR SHALL VERIFY ALL CODE REQUIREMENTS PRIOR TO
<br />COMMENCEMENT OF WORK.
<br />3. THE ARCHITECT / ENGINEER SHALL NOT BE RESPONSIBLE FOR SAFETY PROCEDURES, THE MEANS
<br />AND METHODS OF CONSTRUCTION, TECHNOLOGIES, OR THE CONTRACTION TO CARRY OUT THE
<br />WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS OR RELATED CODES.
<br />4. THE FRAMING PLAN SHOWN INDICATES THE'TRUSS SYSTEM" AND IS THE RESPONSIBILITY OF THE
<br />TRUSS SYSTEM ENGINEER (DESIGN PROFESSIONAL OF RECORD). THE TRUSS DESIGN ENGINEER
<br />(DELEGATED ENGINEER) HAS FINAL, RESPONSIBILITY FOR EACH INDIVIDUAL TRUSS AND TRUSS
<br />PROFILE, AND IS TO SUBMIT A FINAL SET OF TRUSS ENGINEERING SIGNED AND SEALED TRUSS
<br />DRAWINGS TO DESIGN PROFESSIONAL OF RECORD FOR REVIEW PRIOR TO FABRICATION!
<br />5. ANY DISCREPANCY OR ERROR IN DIMENSIONS OR NOTES WITH IN THIS PLAN SHALL BE BROUGHT
<br />TO THE ATTENTION OF THE DESIGN PROFESSIONAL FOR CLARIFICATION PRIOR TO
<br />CONSTRUCTION.
<br />6. ALL CONSTRUCTION MUST BE IN ACCORDANCE TO THE INFORMATION FOUND IN THESE
<br />DOCUMENTS. ANY QUESTIONS REGARDING THE INFORMATION FOUND IN THESE PLANSSHOULD
<br />BE DIRECTED TO OUR QUALITY ASSURANCE MANAGER AT 321-972-0491 IMMEDIATELY. NO BACK
<br />CHARGES WILL BE CONSIDERED FOR REIMBURSEMENT BY THE THE ENGINEER WITHOUT
<br />ADVANCED NOTIFICATION AND APPROVAL BY THE ENGINEER. PAYMENTS WILL BE MADE IN
<br />ACCORDANCE TO THE TERMS OF THE AGREEMENT.
<br />ABBOTT SQUARE
<br />AMENITY CENTER
<br />GENERAL STRUCTURAL NOTES
<br />CAST IN PLACE REINFORCED CONCRETE
<br />1 . ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI (SLABS) 3000 PSI (COLUMNS AND BEAMS), A SLUMP OF 5"
<br />PLUS OR MINUS I", AND HAVE 2 TO 5% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.63
<br />2. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF ALL TOP BARS OF BEAMS.
<br />3. HORIZONTAL FOOTING BARS SHALL BE BENT 25" AROUND CORNERS OR CORNER BARS WITH A 25" LAP PROVIDED EA WAY.
<br />4. CONCRETE COVER MIN. 3" WHEN EXPOSED TO EARTH OR 1 1/2" TO FORM U.N.O.
<br />5. FIBER MESH LENGTH SHALL BE Y2" TO 2", DOSAGE AMOUNT SHALL BE FROM 1.0 TO 1.5 LBS PER CUBIC YARD IN ACCORDANCE WITH THE
<br />MANUFACTURER'S AND SHALL COMPLY WITH ASTM C1 116
<br />6. ALL REINFORCING STEEL / STIRRUPS AND TIES SHALL BE NEW DOMESTIC DEFORMED BARS FREE FROM RUST,SCALE & OIL & SHALL MEET ASTM A615/
<br />A615M GRADE 60 U.N.O. REINFORCING FOR FOOTING SHALL BE SUPPORTED ON PRE -CAST CONCRETE PADS, STEEL WIRE OR PLASTIC SUPPORT. TOP
<br />REINFORCING SHALL BE POSITIVELY SUPPORTED BY TEMPORARY STRINGERS. DOWELS FOR COLUMNS & FILLED CELLS SHALL BE SECURED IN
<br />PLACE BY USING ADDITIONAL CROSS- REINFORCING TIED TO FOOTING REINFORCING. SPLICES IN REINFORCING WHERE PERMITTED SHALL BE AS
<br />PER DETAIL MSOSIL2.
<br />7. HIGH STRENGTH SIMPSON SET EPDXY -TIE WAS USED IN THE DESIGN OF THIS PRODUCT. IF CONTRACTORS WISH TO USE A DIFFERENT EPDXY, THEY
<br />MUST FIRST CONTACT THE ENGINEER OF RECORD FOR WRITTEN APPROVAL.
<br />8. WHERE PROJECT IS TO BE LOCATED IN KNOWN RADON GAS PREVALENT AREAS, APPENDIX "F" OF THE FLORIDA BUILDING CODE 7TH EDITION (2020)
<br />RESIDENTIAL IS TO BE IMPLEMENTED. F303.4 CONCRETE STRENGTH IN THESE AREAS ARE TO BE A MINIMUM OF 3000 P.S.I. THEREFORE, ANY AND
<br />ALL NOTES ON THESE PLANS THAT INDICATE 2500 P.S.I. SHALL BE REPLACED WITH 3000 P.S.I. FOR THE CONCRETE STRENGTH.
<br />MASONRY
<br />1 . HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TOASTM C90-014, NTH A MINIMUM NET COMPRESSIVE
<br />STRENGTH OF 2000 PSI (f m = 2000 PSI)
<br />2. MORTAR SHALL BE TYPE "S", CONFORMING TO ASTM C270-14A.
<br />3. COARSE GROUT SHALL CONFORM TO ASTIVI C476-10 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH AT 28
<br />DAYS OF 3000 PSI SLUMP 8" TO 1 V. CONTINUOUS MASONRY INSPECTIONS ARE REQUIRED DURING CONSTRUCTION
<br />4. GRADE 40 U.N.O. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH THE CELLS FILLED WITH COARSE GROUT.
<br />5. GRADE 40 U.N.O.VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT A MAXIMUM SPACING OF 192 DIA OR 1OFT
<br />WHICH EVER IS LESS. REINFORCING SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL WITH MIN 1/2" CLEARANCE TO INSIDE FACE.
<br />6. REINFORCING STEEL SHALL BE LAPPED PER DETAIL IVISOWL2, UNLESS OTHERWISE NOTED ON THE DRAWINGS.
<br />7. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE
<br />FLOWOF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER ASA STOP IS PROHIBITED.
<br />8. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
<br />9. TYPICAL FILLED CELL REINFORCING SIZE AND SPACING SHALL BE ABOVE AND BELOW ALL WALL OPENINGS
<br />10. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318-14
<br />11. CONSOLIDATE POURS EXCEEDING 12" IN HEIGHT BY MECHANICAL VIBRATION, AND RECONSOLIDATE BY MECHANICAL VIBRATION AFTER INITIAL
<br />WATER LOSS AND SETTLEMENT HAS OCCURRED. GROUT SHALL BE FLUSH WITH TOP OF WALL.
<br />LTITSTOM
<br />1. ALL EXTERIOR WOOD STUDS WALLS, BEARING WALLS, SHEAR WALLS, AND MISC. STRUCTURAL WOOD FRAMING MEMBERS,(I.E. BLOCKING OR GABLE
<br />END BRACING) SHALL BE EITHER AS SPECIFIED IN PLAN OR IN DETAILS. IF CONFLICTS OCCUR BETWEEN PLAN AND DETAILS, THE STRONGEST
<br />MATERIAL SHALL BE USED. AT A MINIMUM, ALL WOOD STRUCTURAL FRAMING MEMBERS SHALL BE SPF #2.
<br />2. ALL LUMBER SPECIFIED ON DRAWINGS ARE INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND
<br />FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS
<br />3. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION
<br />SHIELDS. ALL HOLES OVER 1" IN DIA. FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES,TYP., U.N.O.
<br />4. MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
<br />VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE, ACQ-C, ACQ-D,
<br />CBA-A OR CA-B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOT SODIUM BORATE (SBX) DOES NOT.
<br />5 ' ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE PRESSURE TREATED.
<br />6. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS
<br />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 />PARALLAM COLUMNS: 1.8E Fb = 2400 PSI
<br />MICROLAM (LVL) BEAMS: 2.OE Fb= 2600 PSI
<br />GLULAM BEAMS: SP/SP 24F-V5 LAYUP (1.7E FB=2400 PSI) MIN.
<br />9. SEE PLAN NOTE FOR ADDITIONAL ROOF, WALL, SHEAR WALL AND FLOOR SHEATHING 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 FINISH FLUSH TO EXTERIOR WALL FACE.
<br />9.3. WALL SHEATHING: 7/16"STRUCTURAL I OSB EXPOSURE 1 OR 1/32" RATED OSB EXPOSURE 1 (SPECIFIC GRAVITY, G=0.50, MIN.). A MINIMUM Ys" SPACE
<br />IS RECOMMENDED BETWEEN PANELS AT EDGE AND END JOINTS TO ALLOW FOR EXPANSION. PER R604.3 SHEATHING SHALL NOT BE USED AS
<br />WEATHER RESISTANCE BARRIER UNLESS SPECIFIED.
<br />10. LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION -RESISTANT MATERIALS. EXPANDED METAL OR WOVEN WIRE LATH SHALL BE ATTACHED TO
<br />WOOD SHEATHING WITH 1Y2" LONG, 11 GAGE NAILS HAVING A 7/16" HEAD, OR 1 Y2" LONG, 16 GAGE STAPLES, SPACED IN ACCORDANCE WITH ASTM C1062
<br />OR C1787, OR AS OTHERWISE APPROVED (REF. 2020 FBC-R-R703.7.1).
<br />STRUCTURALSTEEL
<br />1 . MATERIAL SPECIFICATIONS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 50, Fy=50 KSI TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI PIPE
<br />STEEL: ASTM F3125, TYPE E OR S, Fy = 35 KSI ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI STRUCTURAL CONNECTIONS: ALL STRUCTURAL
<br />BOLTS TO BE A325 U.N.0
<br />2. STRUCTURAL BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD SHALL CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO
<br />ASTM F1 554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINFORCEMENT SHOP
<br />DRAWINGS TO BE PROVIDED TO ENGINEER OF RECORD BEFORE FABRICATION FOR REVIEW AND APPROVAL
<br />3. STRUCTURAL CONNECTIONS: ALL STRUCTURAL BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE BROUGHT TO A "SNUG-TIGHT"CONDITION , AS
<br />DEFINED IN THE SPECIFICATION. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPECIFICATION STRUCTURAL BOLTS SMALLER THAN 5/8"
<br />DIA. TO BE A307 THREADED ROD SHALL CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE:
<br />ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINFORCEMENT SHOP DRAWINGS TO BE PROVIDED TO ENGINEER
<br />OF RECORD BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET
<br />WELDS SHALL BE 3/16" UNO.
<br />4. SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCLUDING PROFILES, SIZES, SPACING, AND LOCATIONS OF STRUCTURAL
<br />MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
<br />5. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE
<br />SPRAY -ON FIRE PROTECTION..
<br />6. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND
<br />SPECIFICATIONS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
<br />PRE ENGINEERED WOOD TRUSSES
<br />1 . ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR
<br />ANCHORS PER STRUCTURAL PLAN
<br />2. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE "NATIONAL DESIGN SPECIFICATION FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENERS" AS RECOMMENDED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION.
<br />3. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPORTIONED (WITH A MAXIMUM ALLOWABLE STRESS INCREASE FOR LOAD DURATION OF 25%) TO
<br />WITHSTAND THE LIVE LOADS GIVEN IN THE NOTES AND TOTAL DEAD LOAD.
<br />4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY THE TRUSS MANUFACTURER UNLESS NOTED ON THE PLANS.
<br />5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE
<br />DESIGNED BY THE TRUSS MANUFACTURER IN ACCORDANCE WITH THE FRAMING DESIGN LOADS;
<br />6. DESIGN SPECIFICATIONS FOR LIGHT WEIGHT METAL PLATE CONNECTED WOOD TRUSSES PER THE TRUSS PLATE INSTITUTE TPI LATEST EDITION.
<br />7. PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH SPECIFIED LOADS AND GOVERNING CODES.
<br />SUBMITTALS SHALL INCLUDE TRUSS FRAMING PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING, ANCHORAGE, CONNECTIONS, TRUSS
<br />LOCATIONS, AND PERMANENT BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION AND FOR THE PERMANENT STRUCTURE. EACH SUBMITTAL
<br />SHALL BE SIGNED AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. SUBMIT 3 COPIES FOR REVIEW AND APPROVAL PRIOR TO
<br />FABRICATION.
<br />8. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS
<br />SHALL SHOWALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
<br />UPLIFT CONNECTORS
<br />1. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE
<br />EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF
<br />THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE THE TRUSS ENGINEER FOR THE LOCATION OF THESE
<br />WALLS.AND STRUCTURAL PLANS FOR MORE INFO.
<br />FIELD REPAIR NOTES
<br />1 . MISSED "J" BOLTS FOR WOOD BEARING WALLS MAY BE SUBSTITUTED WITH 1/2" DIA. EPDXY ANCHORS WITH 7" EMBEDMENT. SIMPSON "SET" EPDXY
<br />ADHESIVE BINDER FOLLOWING ALL MANUFACTURER'S RECOMMENDATIONS OR SIMPSON 1/2" TITEN HD BOLTS WITH MINIMUM 7" EMBEDMENT, SEE
<br />PLAN FOR EMBEDMENT DEPTH AT FLOOR STEPS.
<br />2. FOR MISSED VERT. DOWELS, DRILL A 3/4" DIAMETER HOLE 6" DEEP AT THE LOCATION OF THE OMITTED REBAR AND INSTALL A 32" LONG #5 BAR INTO
<br />THE EPDXY FILLED HOLE. USE A TWO PART EMBEDMENT EPDXY (SIMPSON HIGH STRENGTH EPDXY -TIE ANCHORING ADHESIVE) MIXED PER THE
<br />MANUFACTURER'S INSTRUCTIONS. ASSURE THAT ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM THE HOLE BY BRUSHING AND USING
<br />COMPRESSED AIR PRIOR TO APPLYING THE EPDXY. ALLOW THE EPDXY TO CURE TO THE MANUFACTURER'S SPECIFICATIONS, THEN FILL THE CELL IN
<br />THE NORMAL WAY DURING BOND BEAM POUR.
<br />3. FOR MORTAR JOINTS LESS THAN 1/4", PROVIDE (1) #5 VERT. IN CONC. FILLED CELL EACH SIDE OF THE JOINT (BAR DOES NOT HAVE TO BE CONT. TO
<br />FOOTING).
<br />4. MISSED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY BE SUBSTITUTED WITH (1) SIMPSON MTSM16 TWIST STRAP W/ (4) Y4"x 21/4" TITENS TO
<br />MASONRY AND (7)-10d NAILS TO TRUSS FOR UPLIFTS LESS THAN 860 LBS (USE (2) MTSM16 FOR UPLIFTS LESS THAN 1660#). IF CORNER STRAP IS
<br />MISSED, CONTRACTOR IS TO INSTALL (2) SIMPSON HGAM1 0 W1 (4) 1/4" X 1 1/2" SDS SCREWS AND (5) 1/4" x 2 1/4" TITENS ONE EACH SIDE OF TRUSS.
<br />5. NO MORE THAN 10 STRAPS MAYBE SUBSTITUTED OR NO MORE THAN 3 INA ROW WITHOUT APPROVAL FROM EOR. IF GIRDER TRUSS CONNECTIONS
<br />ARE MISSED, CONTACT THE EOR FOR SUBSTITUTION.
<br />6. IF MISSED, MSTAM36 OR MSTAM40 STRAP IS MISSED FOR 2ND FLOOR JAMB STUD CONNECTION, CONTRACTOR MAY INSTALL SIMPSON HTT5 W1(26)
<br />16d x 21/2" NAILS AND 5/8" ANCHOR BOLT SET IN SIMPSON HIGH STRENGTH EPDXY W/ MIN 6" EMBEDMENT AND MIN 3" EDGE DISTANCE. CONTACT EOR
<br />IF STRAPS ARE MISSED UNDER GIRDER JAMB STUD LOCATIONS.
<br />STRUCTURAL DESIGN CRITERIA
<br />• FLORIDA BUILDING CODE 7TH EDITION (2020) RESIDENTIAL.
<br />• FLORIDA FIRE PREVENTION CODE 7TH EDITION (2020)
<br />• FLORIDA BUILDING CODE ACCESSIBILITY 7TH EDITION (2020)
<br />• NFPA 70-17. NATIONAL ELECTRICAL CODES. (NEC 2017)
<br />• BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE - (ACI 318-14).
<br />• SPECIFICATIONS FOR STRUCTURAL CONCRETE - (ACI 301-16).
<br />• BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES - (ACI 530-13).
<br />• NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION - 2018 EDITION.
<br />• WOOD FRAMED CONSTRUCTION MANUAL 2018 EDITION.
<br />• APA PLYWOOD DESIGN SPECIFICATION E30-16
<br />• AMERICAN SOCIETY OF CIVIL ENGINEERS: ASCE / SEI 7-16
<br />• ALUMINUM DESIGN MANUAL - AFF-20
<br />GENERAL ROOF LOADING
<br />SHINGLE
<br />METAL
<br />TILE
<br />HEAVY
<br />ROOF (PSF)
<br />ROOF (PSF)
<br />ROOF (PSF)
<br />ROOF (PSF)
<br />TOP CHORD LL
<br />20
<br />20
<br />20
<br />20
<br />TOP CHORD DL
<br />10
<br />10
<br />15
<br />25
<br />BOTTOM CHORD LL*
<br />0
<br />0
<br />0
<br />0
<br />BOTTOM CHORD DL
<br />10
<br />10
<br />10
<br />10
<br />TOTAL(PSF)
<br />40
<br />40
<br />45
<br />55
<br />BOTTOM CHORD LL (OPT)
<br />ATTICS W/ LIMITED STORAGE
<br />20
<br />ATTICS W/ HEAVY STORAGE
<br />50
<br />* ATTICS W/ NO STORAGE
<br />10
<br />(NUN- UN. URRENT)
<br />I
<br />I
<br />I
<br />NOTE: LL REDUCTIONS ARE ALLOWED PER CODE BUT ONLY WITH WRITTEN
<br />APPROVAL FROM EOR OR INDICATED ON PLAN
<br />GENERAL FLOOR LOADING
<br />TOP CHORD ILL
<br />40 (PSF)
<br />COMMENTS:
<br />TOP CHORD DL
<br />10 (PSF)
<br />BOTTOM CHORD LL
<br />0 (PSF)
<br />BOTTOM CHORD DL
<br />5 (PSF)
<br />SPECIAL FLOOR LOADING
<br />GAME ROOM / READING ROOMS
<br />60 (PSF)
<br />COMMENTS:
<br />BALCONIES/ DECKS
<br />40(PSF)
<br />d. A SINGLE CONCENTRATED LOAD
<br />BALCONIES OVER 100 SQ:FT
<br />100(PSF)
<br />APPLIED IN ANY DIRECTION AT ANY
<br />LIGHT STORAGE
<br />125(PSF)
<br />POINT ALONG THE TOP.
<br />GUARDRAILS AND HANDRAILS
<br />200(LBS)(d)
<br />f. BALUSTERS AND PANELS FILLERS
<br />GUARDRAIL IN -FILL COMPONENTS
<br />50 (LBS)(f)I
<br />SHALL BE DESIGNED TO WITHSTAND
<br />STAIRS / NON SLEEPING ROOMS
<br />40 (PSF)
<br />A HORIZONTALLY APPLIED NORMAL
<br />SLEEPING ROOMS
<br />30 (PSF)
<br />LOAD OF 50 POUNDS ON AN AREA
<br />LIBRARIES - STACK ROOMS
<br />150(PSF)
<br />EQUAL TO 1 SQ. FT.
<br />HABITABLE ATTICS SERVED
<br />w/ FIXED STAIRS
<br />30(PSF)
<br />PASSENGER VEHICLE GARAGES
<br />50(PSF)
<br />DEFLECTION
<br />CRITERIA
<br />ROOF TRUSSES*
<br />LU360
<br />TU240
<br />COMMENTS:
<br />ROOF RAFTERS
<br />LU180
<br />TU120
<br />ROOF RAFTERS (W/O CLGJ
<br />LU360
<br />TU240
<br />FLOOR TRUSSES/ BEAMS
<br />LU360
<br />TU240
<br />FLOOR I-JCIST***
<br />LU480
<br />TU240
<br />*TL MAX 2" UP TO 40FT SPAN ****TL MAX 1/4" DIFFERENTIAL BETWEEN
<br />**TL MAX 3/4" ADJACENT TRUSSES
<br />*** TL MAX 1/2"
<br />WIND LOADING CRITERIA
<br />WIND SPEED (ULTIMATE)
<br />P I
<br />FwB
<br />150.0 MPH
<br />W W I S P
<br />IND SPEED (ALLOWABLE)
<br />116.0 MPH
<br />EXPOSURE CATEGORY
<br />P �S
<br />C
<br />al 1 11
<br />UILDING CATEGORY
<br />11
<br />BUILDING TYPE
<br />V
<br />ENCLOSURE CLASSIFICATION
<br />ENCLOSED
<br />INTERNAL PRESSURE COEFFICIENT
<br />+/-0.18
<br />NOTE: MEAN ROOF HEIGHT FOR TYPICAL SINGLE STORY HOME IS 15FT, AND FOR
<br />2 STORY HOME IS 30FT
<br />ASCE 7-16 WALL DESIGN ALLOWABLE COMPONENTS
<br />AND CLADDING WIND PRESSURES AND SUCTIONS
<br />FOR MEAN ROOF HEIGHT:5 60 ft
<br />EFFECTIVE
<br />WIND PRESSURE AND SUCTION (PSF
<br />WIND AREA
<br />(+) VALUE DENOTES PRESSURE
<br />WIND PRESSURE AND
<br />(SQ FEET)
<br />VALUE DENOTES SUCTION
<br />1
<br />SUCTION DIAGRAM
<br />AREA
<br />(A)
<br />(1
<br />10-19.99
<br />r+) 34 0
<br />(:A) -
<br />(+)34.0
<br />(D)
<br />(-)36.4
<br />(-)44.8
<br />20-49 .99
<br />(+)32.5
<br />(+)32.5
<br />(-)35.0
<br />(-)42.0
<br />50 - 99.99
<br />(E) (+)30.4
<br />(E) (+)30.4
<br />(-)32.2
<br />(-)37.8
<br />> 100
<br />(+)28.8
<br />(+)28.8
<br />(-)30.8
<br />(-)35.0
<br />DIAGRAM
<br />GARAGE DOORS*
<br />SOFFIT
<br />9'-0" x 7'-0"
<br />16'-0" x 7'-0"
<br />(+)34.0
<br />(+)29.8
<br />Q)
<br />(+)28.6
<br />(K)
<br />(-)33.7
<br />(-)31.8
<br />(-)44.8
<br />GENERAL PRESSURE NOTES
<br />11.
<br />NOTES:
<br />MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND
<br />PRESSURES.
<br />2. "a" = END ZONE IS ONLY WITHIN 4'-0" OF ALL EXTERIOR BUILDING CORNERS.
<br />INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES,
<br />OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS.
<br />3. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR
<br />GREATER AND IS CONSIDER TO BE IN THE WIND -BOURNE DEBRIS AREA.
<br />CONTRACTOR TO PROVIDED ADDITIONAL INFO AS REQUIRED FOR
<br />PERMITTING.
<br />SHEETINDEX
<br />so
<br />NOTES & SCHEDULES
<br />S1
<br />FOUNDATION PLAN
<br />S2
<br />LOW ROOF PLAN
<br />S3
<br />HIGH ROOF FRAMING PLAN
<br />Ll
<br />LINTEL PLAN
<br />L2
<br />LINTEL CHART & NOTES
<br />SN
<br />NOTES & SCHEDULES
<br />D1
<br />FOUNDATION DETAILS
<br />D2
<br />FRAMING DETAILS
<br />D3
<br />FRAMING DETAILS
<br />0 V
<br />Z co
<br />Co
<br />Z
<br />V) 0
<br />4-1 LU
<br />0
<br />U C14
<br />0 LU
<br />V)
<br />Ln L0
<br />a) C14
<br />a ce)
<br />LU M cl)
<br />-0 Cl)
<br />E .. c)
<br />8 CC,34
<br />4i co
<br />c)
<br />MCD
<br />< 0
<br />24 '20 61
<br />N-C B D C
<br />THIS DOCUMENT AND/OR THE DESIGN
<br />CONCEPTS EXPRESSED HEREIN ARE THE
<br />PROPERTY OF KEESEE ASSOCIATES AND
<br />ALL RIGHTS OF OWNERSHIP, INCLUDING
<br />COPYRIGHT OF INTELLECTUAL PROPERTY,
<br />ARE RESERVED THE REPRODUCTIONS,
<br />COPYING, OR USE OF THIS DOCUMENT
<br />AND/OR THE DESIGN CONCEPT WITHOUT
<br />THE WRITTEN CONSENT OF KEESEE
<br />ASSOCIATES IS STRICTLY PROHIBITED AND
<br />PROTECTED BY UNITED STATES AND
<br />INTERNATIONAL LAW.
<br />0 1 ,
<br />E N
<br />Ui
<br />NO 750
<br />W
<br />ix� :XZ
<br />W Z
<br />STATtE CIF
<br />47 /
<br />W
<br />02
<br />N A\-
<br />UJ
<br />0
<br />00
<br />'0
<br />E
<br />M
<br />Z
<br />2
<br />a.
<br />Z
<br />W
<br />0
<br />FU
<br />TF
<br />SHEET INFORMATION
<br />DATE: 10/15/2021
<br />DRAWN BY: NJ
<br />PROJECT NO: 21-6096
<br />REVIEWED BY: SL
<br />Plan Revisions Date:
<br />DOOR AT BACK LANAI
<br />NOTES &
<br />SCHEDULES
<br />No. so
<br />
|