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General Structural Notes

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12/16/19FL Registration No. 56158Robert C. Scroggins, P.E.

01051 DRAWING DIMENSIONS AND COORDINATION:

DIMENSIONAL INFORMATION, PRICING, ALL DETAILS AND CONSTRUCTION SHALL BE BASED ON THE ENTIRE SETOF CONTRACT DOCUMENTS. COORDINATE THE REQUIREMENTS OF ALL PROFESSIONALS. USE INFORMATIONFROM APPROVED SHOP DRAWINGS TO SUPPLEMENT CONTRACT DOCUMENTS WHERE NECESSARY. REPORT ANYDISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING.

01100 SCOPE OF SERVICE:

STRUCTURAL CONCEPTS & DESIGN, LLC AS THE STRUCTURAL ENGINEER OF RECORD HAS DESIGNED AND ISRESPONSIBLE FOR ONLY THE SPECIFIC STRUCTURAL COMPONENTS SHOWN IN THIS SET OF STRUCTURALCONSTRUCTION DOCUMENTS. IF A SPECIALTY ENGINEER, AS DEFINED BY THE DEPARTMENT OF PROFESSIONALREGULATION, IS REQUIRED, HIS SERVICES MUST COMPLY WITH THE SCOPE OF SERVICES AS OUTLINED IN THEPROJECT CONSTRUCTION DOCUMENTS.

02000 FOUNDATIONS:

GEOTECHNICAL DATA AND RECOMMENDATIONS HAVE BEEN PROVIDED BY BRENDAN S. O'BRIEN, P.E. (FL #52047)& BRUCE H. WOLOSHIN, P.E. OF TERRACON CONSULTANTS, INC., 1675 LEE ROAD, WINTER PARK, FL 32789, PHONE(407) 740-6110, TERRACON PROJECT No. H1135008, TERRACON REPORT DATED MAY 27, 2013 AND REVISED APRIL18, 2013. BASED ON THEIR RECOMMENDATIONS, THE FOLLOWING FOUNDATION SYSTEM WILL BE USED:

· SHALLOW STRIP AND SPREAD FOOTINGS w/ NET ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF· MONOLITHIC SLAB FOOTINGS w/ NET ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF

THE GEOTECHNICAL ENGINEER IS RESPONSIBLE FOR SPECIFYING AND MONITORING ALL TESTING, INSTALLATION,EVALUATION, AND REPORTING RELATED TO THE FOUNDATION SYSTEM, INCLUDING ALL WORKMANSHIPPROVISIONS RELATING TO THE SOIL - STRUCTURE INTERFACE. THE STRUCTURAL ENGINEER IS RESPONSIBLE FORSPECIFYING THE MATERIALS USED TO CONSTRUCT THE FOUNDATION UNITS AND FOR THE SELECTION OFVARIOUS SIZE UNITS TO SUPPORT THE STRUCTURAL FRAME.

DO NOT PLACE ANY FOOTINGS OR MATS UNTIL RECEIPT OF WRITTEN AUTHORIZATION BY THE GEOTECHNICALENGINEER THAT THE PREPARED SUBGRADE OR DEEP FOUNDATION SYSTEM HAS BEEN PROPERLY EXECUTED INACCORD WITH THE DESIGN AND THAT ANY VARYING CONDITIONS ENCOUNTERED DURING CONSTRUCTIONHAVE BEEN EVALUATED AND CORRECTED WHERE NECESSARY TO INSURE PROPER FOUNDATION PERFORMANCE.

02200 EARTHWORK:

CONTRACTOR SHALL DEWATER SITE AS NECESSARY, SO THAT ALL CONCRETE CAN BE PLACED IN THE DRY. ALLBACKFILL SHALL BE ACCOMPLISHED USING MATERIAL CONSISTING OF CRUSHED STONE AND/OR MATERIALAPPROVED BY THE GEOTECHNICAL ENGINEER. THE BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUMDENSITY AS DETERMINED BY ASTM D-1557. NO BACKFILL MATERIAL SHALL BE PLACED AGAINST WALLS WHICH DONOT HAVE PERMANENT FLOORS AT THE TOP AND BOTTOM WITHOUT PROVISIONS FOR ADEQUATE TEMPORARYBRACING OF THOSE WALLS. PROVIDE ADEQUATE EXCAVATION BRACING IN ACCORD WITH GEOTECHNICALENGINEER RECOMMENDATIONS TO MAINTAIN EXISTING FOOTINGS, UTILITIES, AND OTHER IMPROVEMENTS IN ASAFE CONDITION.

02210 STRUCTURAL FILL:

FOUNDATIONS PLACED ON COMPACTED STRUCTURAL FILL HAVE BEEN DESIGNED FOR A MAXIMUM ALLOWABLENET SOIL BEARING PRESSURE OF 2,500 PSF. FILL TO BE COMPACTED TO 95% OF MAXIMUM DENSITY ASDETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" THICK MAXIMUM AND UNDER THE DIRECTSUPERVISION OF A GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION.

02260 PROOF-ROLLING:

GRADE BEAMS & THICKENED BEAM SECTIONS SHALL NOT BE LESS THAN 1'-0" WIDE & SHOULD BE BASED 1'-4"MINIMUM BELOW THE FINISHED FLOOR ELEVATION & BASED 1'-0" MIN. BELOW THE FINAL EXTERIOR GRADES AT2,000 PSF MAXIMUM NET ALLOWABLE SOIL BEARING PRESSURE ON SOIL IMPROVED BY PROOF-ROLLING NOT LESSTHAN THREE COVERAGES. FOR FOOTING WIDTHS OR EMBEDMENTS LESS THAN THOSE SPECIFIED, THE ALLOWABLEBEARING PRESSURES ARE REDUCED PROPORTIONALLY. PERFORM ALL PROOF-ROLLING OPERATIONS IN ACCORDWITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER IN THE PRESENCE OF THE OWNER'SAUTHORIZED AGENCY.

03100 FORMWORK:

CONTRACTOR SHALL DESIGN AND ERECT FORMWORK IN STRICT COMPLIANCE WITH ACI 347. SEE TYPICAL DETAILSFOR CAMBER REQUIREMENTS. CONTRACTOR SHALL COORDINATE ALL OPENINGS AS REQUIRED FOR OTHERTRADES. OPENINGS WHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE TO IDENTIFY DESIGN INTENT ONLY.THE SPECIFIC DIMENSIONS AND LOCATIONS SHALL BE FURNISHED OR CONFIRMED BY THE TRADE REQUIRING THEOPENING. PROVIDE CHAMFERS AT ALL CORNERS IN CONCRETE MEMBERS EXPOSED TO VIEW. FORMWORK TOREMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS AMINIMUM OF 50 PSF OF ADDITIONAL CONSTRUCTION LOAD. SEE SPECIFICATIONS FOR ADDITIONALREQUIREMENTS.

03200 CONCRETE REINFORCEMENT:

WORK SHALL BE IN ACCORD WITH THE CURRENT EDITIONS OF ACI 318-02, ACI 318R, ACI 315, CRSI "MANUAL OFSTANDARD PRACTICE" , CRSI "PLACING REINFORCING BARS" , WIRE REINFORCEMENT INSTITUTE "MANUAL OFSTANDARD PRACTICE-STRUCTURAL WELDED WIRE REINFORCEMENT". BARS SHALL CONFORM TO ASTMSPECIFICATION A615(S1), GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. CONCRETE COVERREQUIRED AS FOLLOWS:

A. CAST AGAINST AND EXPOSED TO EARTH: 3"B. FORMED, EXPOSED TO EARTH OR WEATHER: 2" (#6 & LARGER)

112" (#5 & SMALLER)C. SLABS AND WALLS:

NO EARTH OR WEATHER EXPOSURE 34" (#11 & SMALLER)3 HOUR FIRE RATING AND LESS 34"

LAP SPLICE LENGTHS SHALL BE AS FOLLOWS:1. ALL LAP SPLICES SHALL BE TENSION CLASS "B" UNLESS OTHER LAP CONDITIONS ARE SPECIFICALLY SHOWN ON

THE DRAWINGS.2. SPLICE LENGTHS SHALL BE SHOWN ON SHOP DRAWINGS.3. USE GENERAL HOOK BAR DEVELOPMENT LENGTHS UNLESS SPECIAL CONFINEMENT CONDITIONS ARE

SATISFIED IN ACCORD WITH ACI 318.

03300 CAST-IN-PLACE CONCRETE:

TO BE MIXED AND PLACED IN ACCORDANCE WITH THE CURRENT EDITION OF ACI 301. ALL REINFORCEDCONCRETE TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:

ALL STRUCTURAL ELEMENTS F'c = 4,000 PSI UNLESS NOTED OTHERWISE.· BEAMS & COLUMNS: F'c = 4,000 PSI· FOUNDATIONS: F'c = 3,000 PSI· SLAB ON GRADE: F'c = 3,000 PSI· LIGHTWEIGHT TOPPING: F'c = 2,200 PSI (MIN.)

ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACHPARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE.

03310 CONCRETE TESTING:

OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS ANDSUBMIT TEST REPORTS ON CAST IN PLACE CONCRETE:

· ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOTEXCEED LIMIT INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER)

· ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETESPECIMENS." CYLINDERS SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OFCONCRETE PLACED. TEST CYLINDERS AT THE FOLLOWING AGES:

1 CYLINDER AT 3 DAYS, 1 CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS-or-

HOLD ONE RESERVE CYLINDER TO BE TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE DISCARDED.

03365 POST-TENSIONED CONCRETE FOR FOUNDATIONS:

CONCRETE STRENGTHS AT TRANSFER OF PRESTRESS FORCE TO CONCRETE SHALL BE AT 2,250 PSI (MIN.). THETENDONS SHALL BE TENSIONED AS SOON AS POSSIBLE AFTER THIS STRENGTH IS REACHED, BUT THE TENDONMUST BE TENSIONED NO LATER THAT 7 DAYS AFTER CONCRETE PLACEMENT. ALL REQUIREMENTS ANDRECOMMENDATIONS IN ACI-318-02 AND ACI-ASCE COMMITTEE 423, SHALL APPLY TO THIS WORK. ALL FORCES ARESHOWN IN KIPS (1,000 LBS). C.G.S. - INDICATES CENTER GRAVITY OF TENDONS. C.G.C. - INDICATES CENTERGRAVITY OF CONCRETE. THE CONSTRUCTION JOINT LOCATION SHALL BE LOCATED FROM THE CENTER LINE OFSUPPORT WHERE THE CGS OF THE TENDONS INTERSECT THE C.G.C. OF THE CONCRETE. THOROUGHLY VIBRATETHE CONCRETE BEHIND ALL TENDON ANCHOR PLATES. PROVIDE BACK-UP REBARS BEHIND ALL ANCHOR PLATESAT CONCRETE EDGES AS DETAILED. SPACING OF TENDONS SHALL BE IN ACCORDANCE WITH ACI-ASCE COMMITTEE423. PROVIDE CONCRETE COVER ON REBARS AND TENDONS UNLESS DETAILED OTHERWISE. ADEQUATE SUPPORTBARS AND CHAIRS SHALL BE PROVIDED TO DEFINE THE TENDON PROFILE AND TENDONS SHALL BE FIRMLY TIED INPLACE TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS AND PLACING OF CONCRETE. THE PLACEMENTTOLERANCE OF TENDONS SHALL BE IN ACCORDANCE WITH ACI-ASCE 423. FASTENERS IN CONCRETE SLABS,REQUIRED FOR OTHER TRADES SHALL BE CAST-IN-PLACE WHERE EVER FEASIBLE. DRILLED-IN FASTENERS MAY BEUSED ONLY WHERE TENDONS ARE LOCATED MAGNETICALLY OR BY OTHER MEANS PRIOR TO DRILLING.POWDER-DRIVEN FASTENERS WITH PENETRATION OF 18" LESS THAN REQUIRED COVER WILL BE PERMITTED.CHLORIDE IN CONCRETE SHALL NOT BE PERMITTED. PROFILES AND FORCES BASED ON 12" DIAMETER STRANDS (7WIRE). EFFECTIVE STRESS IN PRESTRESSING STEEL AFTER LOSSES IS ASSUMED TO BE 171 KSI WHICH SHALL BE VERIFIEDOR MODIFIED BY CALCULATIONS IN ACCORD WITH ACI-ASCE 423 RECOMMENDATION. YIELD STRENGTH OFPRESTRESSING STEEL = 270 KSI. POST-TENSIONED FORCES SPECIFIED IN THE CONTRACT DRAWINGS ARE REQUIREDEFFECTIVE FORCES AFTER APPROPRIATE LOSSES ARE ACCOUNTED FOR. CALCULATIONS SUBMITTED WITH THEPOST-TENSIONING MATERIAL SHOP DRAWINGS SHALL INDICATE THE VALUES FOR ALL LOSSES APPROPRIATE TOTHIS PROJECT FOR THE MATERIAL PROPOSED. CERTIFIED TEST DATA SUBSTANTIATING LOSS ASSUMPTIONS SHALLALSO BE SUBMITTED. NOTE THAT SUBMITTALS INDICATING EFFECTIVE FORCES DIFFERENT FROM THOSE SHOWNON THE CONTRACT DRAWINGS (SUPPLIER REDESIGN) WILL BE RETURNED, NOT REVIEWED, AS NOT RESPONSIVETO CONTRACT REQUIREMENTS. ALL STRUCTURAL SUBMITTALS (CALCULATIONS & SHOP DRAWINGS) BY THEPOST-TENSIONED SUBCONTRACTOR SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER.

03600 GROUT:

GROUTING IS CLASSIFIED AS "PRECISION GROUTING" FOR SUPPORT OF OPERATING MACHINE BASES, EQUIPMENTSUBJECT TO THERMAL MOVEMENT, AND BASE PLATES, BEARING PLATES, AND EXPANSION BEARINGS EXCEEDING 8"IN LEAST DIMENSION. ALL OTHER GROUTING MAY BE "ORDINARY GROUTING". METALLIC AGGREGATE GROUTMAY BE USED ONLY IN INTERIOR APPLICATIONS NOT EXPOSED TO VIEW IN FINISHED BUILDING AREAS. USEORDINARY CEMENT GROUT ONLY WHERE SPECIFICALLY NOTED AS "CEMENT GROUT" ON DETAILS. USENON-SHRINK GROUT FOR ALL OTHER LOCATIONS. PRECISION GROUT SHALL CONFORM TO CRD-C621-80 WHENMIXED TO FLUID CONSISTENCY OF 22 TO 25 SECONDS (FLOW CONE METHOD, CRD-C611-80). REQUIRED 28 DAYSTRENGTHS SHALL BE AS FOLLOWS:

· CEMENT GROUT: 1,800 PSI· NON-SHRINK GROUT: 5,000 PSI· PRECISION GROUT: 6,500 PSI

04220 CONCRETE UNIT MASONRY:

ALL MASONRY CONSTRUCTION TO BE IN ACCORDANCE WITH "SPECIFICATION FOR CONCRETE MASONRYCONSTRUCTION", ACI 530-08 & ACI 530.1-08 AND ALL APPLICABLE LOCAL BUILDING CODE PROVISIONS. ALLMASONRY WALLS TO BE CONSTRUCTED ENTIRELY OF UNITS CONFORMING TO ASTM C 90, AND REINFORCEDWITH #9 GAUGE LADDER TYPE HORIZONTAL MASONRY REINFORCING LOCATED AT 16" O.C. ALL MASONRY TO BELAID IN TYPE "S" MORTAR (1,800 PSI ON THE JOB) WITH FULL HEAD AND BED JOINTS. ALL MASONRYCONSTRUCTION TO BE EITHER BOUND BY TIE BEAM, TIE COLUMN MEMBERS OR TIED TO FRAME WITH 16 GAUGECONTINUOUS DOVETAIL SLOT AND 12 GAUGE DOVETAIL ANCHOR SPACED @ 16" O.C. (TOP AND TWO VERTICALSIDES).

04230 REINFORCED UNIT MASONRY:

ALL REINFORCED MASONRY CONSTRUCTION SHALL BE IN ACCORD WITH APPLICABLE PROVISIONS OF CONCRETEREINFORCEMENT, CAST-IN-PLACE CONCRETE, AND CONCRETE MASONRY. VERTICAL REINFORCING SHALLANCHOR INTO SUPPORTING CONCRETE MEMBERS A CLASS "B" LAP LENGTH PLUS 3" OR FULL DEPTH PLUS ASTANDARD HOOK. LAPS WITHIN REINFORCED MASONRY SHALL BE 48 BAR DIAMETERS. CONTRACTOR SHALLCOORDINATE PLACING OF DOWELS TO ACCOMMODATE MODULE OF MASONRY UNITS. ALL VERTICAL CELLS ANDBEAMS WITH REINFORCING SHALL BE FILLED WITH COARSE GROUT CONSISTING OF 3,000 PSI CONCRETE WITH #8COARSE AGGREGATE. USE HIGH-SLUMP (SUPERPLASTICIZED) WHERE HEIGHT OF LIFT EXCEEDS 5'-0". WHERE HEIGHTOF OPEN CELL EXCEEDS 5'-0", USE HIGH-LIFT GROUTING TECHNIQUE WHICH REQUIRES A CLEAN-OUT OPENING ATTHE BOTTOM OF ALL CELLS. ALL WALLS TO BE REINFORCED WITH #5 BARS SPACED AT 48" O.C. MAX. VERTICAL,TYP. (U.N.O.)

06110 STRUCTURAL WOOD FRAMING:

ALL DIMENSIONED LUMBER 2" & LESS IN NOMINAL THICKNESS SHALL BE SURFACED DRY & STAMPED BY ANAGENCY CERTIFIED BY THE BOARD OF REVIEW OF THE AMERICAN LUMBER STANDARDS COMMITTEE &MANUFACTURED IN ACCORD WITH PS 20-70. MEMBERS THICKER THAN 2" NOMINAL MAY BE SURFACED GREEN.MINIMUM SPECIES AND GRADES FOR VISUALLY GRADED DIMENSION LUMBER SHALL BE AS FOLLOWS:

· SOUTHERN PINE KD No. 2 (2" to 4" THICK & 2" to 4" WIDE - REVISED VALUES AS OF JUNE 1, 2013):Fb = 1,100 PSI, Ft = 675 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,450 PSI, E = 1,400,000 PSI

· SOUTHERN PINE KD No. 2 (2" to 4" THICK & 5" to 6" WIDE - REVISED VALUES AS OF JUNE 1, 2013):Fb = 1,000 PSI, Ft = 600 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,400 PSI, E = 1,400,000 PSI

· SOUTHERN PINE KD No. 2 (2" to 4" THICK & 8" WIDE - REVISED VALUES AS OF JUNE 1, 2013):Fb = 925 PSI, Ft = 550 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,350 PSI, E = 1,400,000 PSI



· SPRUCE-PINE-FIR KD No. 2 GRADE (SPECIFIC GRAVITY = 0.42):Fb = 1,250 PSI, Ft = 725 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,600 PSI, E = 1,600,000 PSI

· DOUGLAS FIR-LARCH KD No. 2 GRADE:Fb = 1,250 PSI, Ft = 725 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,600 PSI, E = 1,600,000 PSI

ALL STUDS & HEADER SHOULDERS SHALL BE ONE PIECE BETWEEN PLATES AND/OR HEADERS. DO NOT USEBLOCKING BETWEEN HEADERS AND SHOULDER WITH SOFTER COMPRESSION PERPENDICULAR (Fcp) THANREQUIRED FOR HEADER. DO NOT CUT LET-IN BRACING INTO STUDS. PROVIDE G90 GALVANIZED HURRICANE CLIPSIN ACCORD WITH LOCAL CODE AT ALL ROOF ANCHORAGES & AT ALL FLOORS, TYPICALLY.

06115 STRUCTURAL SHEATHING:

PLYWOOD SHALL CONFORM TO PSI-83 & SHALL BE APA GRADE-STAMPED. ROOF SHEATHING SHALL BE "APA RATEDSHEATHING EXTERIOR EXPOSURE", 12" or 58" THICK PER PLAN WITH PLY CLIPS AT JOINTS BETWEEN JOISTS ORTRUSSES, TYPICALLY (U.N.O.). FLOOR SHEATHING SHALL BE "APA RATED SHEATHING EXPOSURE 1", 2332" (MIN.)THICK TONGUE & GROOVE, TYPICALLY (U.N.O.). WALL SHEATHING SHALL BE "APA RATED SHEATHING EXTERIOREXPOSURE", 1532" THICK, TYPICALLY (U.N.O.). CONFORM TO APA RECOMMENDATIONS FOR INSTALLATION OFPLYWOOD WALL SHEATHING. PROVIDE P.T. PLYWOOD @ FIRST 48" ABOVE SLAB ON GRADE, TYP. TREAT ALLFRAMING IN CONTACT WITH CONCRETE OR MASONRY IN ACCORD WITH AMERICAN WOOD PRESERVER'SBUREAU LP-2 OR PROVIDE 14" THICK 60 DUROMETER BEARING PAD BETWEEN CONCRETE OR MASONRY ANDUNTREATED WOOD MEMBER.

ORIENTED STRAND BOARD (O.S.B.) SHALL BE APA GRADE-STAMPED. ROOF SHEATHING SHALL BE "APA RATEDSHEATHING EXTERIOR EXPOSURE", 12" or 58" THICK PER PLAN WITH PLY CLIPS AT JOINTS BETWEEN JOISTS ORTRUSSES, TYPICALLY (U.N.O.). FLOOR SHEATHING SHALL BE "APA RATED STURD-I-FLOOR SHEATHING EXPOSURE 1",23

32" (MIN.) THICK TONGUE & GROOVE, TYPICALLY (U.N.O.). WALL SHEATHING SHALL BE "APA RATED SHEATHINGEXTERIOR EXPOSURE", 716" THICK, TYPICALLY (U.N.O.). CONFORM TO APA RECOMMENDATIONS FORINSTALLATION OF O.S.B. SHEATHING. TREAT ALL FRAMING IN CONTACT WITH CONCRETE OR MASONRY INACCORD WITH AMERICAN WOOD PRESERVER'S BUREAU LP-2 OR PROVIDE 14" THICK 60 DUROMETER BEARING PADBETWEEN CONCRETE OR MASONRY AND UNTREATED WOOD MEMBER.

· EXTERIOR WALL SHEATHING:7

16" O.S.B. SHEATHING FASTENED w/ 8d RING SHANK NAILS @ 6" O.C. @ PANEL EDGES & 12" O.C.INFIELD, TYP. (U.N.O.) PROVIDE 12" P.T. PLYWOOD @ FIRST 48" ABOVE SLAB ON GRADE.

· INTERIOR FLOOR SHEATHING:3

4" O.S.B. TONGUE & GROOVE SHEATHING GLUED & FASTENED w/ 8d RING SHANK NAILS @ 6" O.C.@ PANEL EDGES & 12" O.C. INFIELD, TYP. (U.N.O.)

· ROOF SHEATHING:5

8" O.S.B. SHEATHING w/ H-CLIPS AS REQ'D. FASTENED w/ 8d RING SHANK or 10d COMMON NAILS @ 6" O.C. @PANEL EDGES & 12" O.C. INFIELD, TYP. (U.N.O.)

06190 ENGINEERED WOOD TRUSSES:

THIS IS A SYSTEM OF CUSTOM ENGINEERED COMPONENTS AND CONNECTIONS IN ACCORD WITH ALL APPLICABLESTANDARDS OF TRUSS PLATE INSTITUTE, INCLUDING BUT NOT LIMITED TO TPI-78 "DESIGN SPECIFICATION FORMETAL PLATE CONNECTED WOOD TRUSSES" AND "INTERIM GUIDELINES", CSP-78 "RECOMMENDED CODE OFSTANDARD PRACTICE," HET-80 "HANDLING AND ERECTING WOOD TRUSSES", BWT-76 "BRACING WOOD TRUSSES",QCM-77 "QUALITY CONTROL MANUAL" AND THE DEPARTMENT OF PROFESSIONAL REGULATIONS GUIDELINES.THE ENTIRE SYSTEM INCLUDING ALL TRUSSES, CONNECTORS BETWEEN TRUSSES, BRIDGING, TEMPORARY BRACINGFOR ERECTION, ANCHORAGE, AND EMBEDMENTS SHALL BE DESIGNED BY A SPECIALTY ENGINEER. THE REVIEW OFALL STRUCTURAL SUBMITTALS BY THE STRUCTURAL ENGINEER OF RECORD SHALL BE TO INSURE THAT HIS INTENTHAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAVE BEEN USED. A COPY OF ALL STRUCTURALSUBMITTALS WILL BE RETAINED FOR RECORD KEEPING PURPOSES ONLY. TRUSS CALCULATIONS, COMPONENTDRAWINGS, CONNECTOR CALCULATIONS, AND ERECTION PLANS SHALL BE SIGNED AND SEALED BY TRUSSENGINEER AND SUBMITTED TO LOCAL BUILDING OFFICIAL FOR APPROVAL. DESIGN TRUSSES FOR LOADS SHOWNON PLANS. IN THE ABSENCE OF LOADS, USE APPLICABLE LOCAL CODE FOR LIVE LOAD AND ACTUAL WEIGHT OFBUILDING MATERIALS FOR DEAD LOAD. USE PATTERNED AND PARTIAL SPAN LIVE LOADS WHERE REQUIRED TOPRODUCE MAXIMUM FORCE IN ANY TRUSS MEMBER. APPLY NET WIND UPLIFT ON ROOFS WHEN APPLICABLE.TRUSS TOP CHORDS SHALL BE GROUP II SPECIES LUMBER. EXPOSED TO VIEW TRUSSES SHALL BE OF SELECTSTRUCTURAL GRADE. ALL OTHER GRADE AND SPECIES SELECTION IS AT THE DISCRETION OF THE SUPPLIER.COORDINATE ALL TRUSS DETAILS WITH ARCHITECTURAL DRAWINGS. FOR CONCEALED TO VIEW TRUSSES, WEBCONFIGURATIONS WHERE SHOWN ARE SUGGESTIONS AND MAY BE MODIFIED BY THE SUPPLIER FOR ECONOMY.PROVIDE SIMPSON "TSS" PLATE, TAR IMPREGNATED FELT PAPER, OR OTHER SUITABLE VAPOR BARRIER BETWEENTRUSSES AND CONCRETE OR MASONRY BEARING SURFACES. PROVIDE G90 GALVANIZED HURRICANE ANCHORSDESIGNED FOR NET WIND UPLIFT AT ALL BEARINGS.

06200 GLUE LAMINATED WOOD PRODUCTS:

THIS IS A SYSTEM OF CUSTOM ENGINEERED WOOD COMPONENTS MANUFACTURED BY BOISE CASCADE, LLC WITHTHE FOLLOWING CERTIFIED MINIMUM PROPERTIES:

· VERSA-LAM 2.0 3100 DF BEAMSE = 2,000,000 PSI, Fb = 3,100 PSI, Fv = 285 PSI, Ft = 2,150 PSI,Fc (PARALLEL) = 3,000 PSI, Fc (PERP.) = 750 PSI

· VERSA-LAM 2.0 3100 DF COLUMNS & STUDSE = 2,000,000 PSI, Fb = 3,100 PSI, Fv = 285 PSI, Ft = 2,150 PSI,Fc (PARALLEL) = 3,000 PSI, Fc (PERP.) = 750 PSI

SEE PLAN FOR BEAM SIZES. ALL WOOD BEAMS WITH THE PREFIX PL ARE TO BE CONSTRUCTED AS PARALLAMBEAMS, TYP. (UNLESS NOTED OR DETAILED OTHERWISE)

GENERAL DRAWING NOTES:

· DO NOT SCALE DRAWINGS, USE DIMENSIONS PROVIDED, TYPICALLY. IN THE CASE OF DIMENSIONALCONFLICT, ARCHITECTURAL DIMENSIONS GOVERN OVER STRUCTURAL DIMENSIONS, TYPICALLY.

· CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS w/ THE ARCHITECTURAL, MECHANICAL,ELECTRICAL, PLUMBING, & CIVIL DOCUMENTS. SC&D SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCYOR OMISSION.

· THE STRUCTURE IS STABLE ONLY IN IT'S COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITYDURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, & INSTALLED BYTHE CONTRACTOR, TYPICALLY.

· STRUCTURAL DRAWINGS ARE NOT TO BE REPRODUCED WITHOUT WRITTEN CONSENT FROM STRUCTURALCONCEPTS & DESIGN, LLC ANY REPRODUCTION OF THESE CONTRACT DOCUMENTS WITHOUT WRITTENCONSENT OF STRUCTURAL CONCEPTS & DESIGN, LLC. WILL BE REJECTED & NOT REVIEWED.

· SHOP DRAWINGS REVIEW SHALL REQUIRE TEN (10) BUSINESS DAYS FOR COMPLETION FROM TIME OFDELIVERY TO STRUCTURAL CONCEPTS & DESIGN, LLC. SHOP DRAWINGS SHALL BE CHECKED & "APPROVED" BYGENERAL CONTRACTOR PRIOR TO SUBMITTAL TO ARCHITECT OR THEY WILL BE RETURNED WITHOUTREVIEW.

· CONTRACTORS SUBMITTING SHOP DRAWINGS TO PROVIDE THREE (3) BLACKLINE COPIES FOR MARK-UP.ADDITIONAL COPIES WILL BE RETURNED WITHOUT MARKS OR APPROVAL STAMP.

· · SHOP DRAWINGS SUBMITTED TO SC&D AFTER INSTALLATION IN THE FIELD WILL NOT BE REVIEWED BY SC&D& WILL BE KEPT ON FILE AS A RECORD COPY ONLY.

SUBMITTALS:

THE GENERAL CONTRACTOR SHALL PREPARE A DETAILED LIST & SCHEDULE OF ALL SUBMITTAL ITEMS TO BE SENTTO THE STRUCTURAL ENGINEER PRIOR TO THE START OF CONSTRUCTION. THIS LIST SHALL BE UPDATED, REVISED,& KEPT CURRENT AS THE JOB PROGRESSES.

THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW &APPROVAL THE FOLLOWING ITEMS:

· CONCRETE MIX DESIGNS· CONSTRUCTION JOINT LOCATIONS IN CONCRETE SLAB-ON-GRADE· POST-TENSION CONCRETE FOUNDATIONS*· MISCELLANEOUS STEEL· REINFORCING STEEL: FOUNDATIONS, MASONRY, CONCRETE· CONCRETE/STEEL/WOOD STAIRS*· STEEL/ALUMINUM HANDRAILS*· ENGINEERED WOOD FLOOR/ROOF TRUSS SYSTEMS*· ENGINEERED HOLD-DOWN SYSTEMS*· ALUMINUM CANOPIES/SUNSHADE SYSTEMS*

* SHOP DRAWING SUBMITTALS NOTED WITH AN "*" ARE REQUIRED TO BE SIGNED & SEALED BY A REGISTEREDPROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED.

THE GENERAL CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS PREPARED AND SIGNED & SEALED BY APROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED TO THE STRUCTURAL ENGINEER FORREVIEW & APPROVAL FOR THE FOLLOWING ITEMS:

· POST-TENSION CONCRETE FOUNDATIONS*· CONCRETE/STEEL/WOOD STAIRS*· STEEL/ALUMINUM HANDRAILS*· ENGINEERED WOOD FLOOR/ROOF TRUSS SYSTEMS*· ENGINEERED HOLD-DOWN SYSTEMS*· ALUMINUM CANOPIES/SUNSHADE SYSTEMS*

DELEGATED ENGINEERING CALCULATION REQUIREMENTS:

· ALL SUBMITTED CALCULATIONS SHALL BE PRESENTED IN A LEGIBLE MANNER & FOLLOW AN ORDERLY,LOGICAL SEQUENCE

· ALL REFERENCES & SOURCES OF INFORMATION SHALL BE LISTED WITHIN THE CALCULATIONS. COPIES OFPERTINENT SECTIONS SHALL BE INCLUDED.

· BASIC LOADS & DERIVATION OF FORCES, MOMENTS, SHEARS, REACTIONS, DEFLECTIONS, CAMBERS, ETC. SHALLBE INCLUDED IN THE CALCULATIONS. INCLUDE ALL UNBALANCED LOADING FORCES AS REQUIRED. LOADREQUIREMENTS w/ APPROPRIATE FACTORS SHALL BE AS REQUIRED BY THE LATEST EDITION OF THEREFERENCED BUILDING CODE.

· DESIGN ASSUMPTIONS SHALL BE CLEARLY STATED.· ALL COMPUTER GENERATED CALCULATIONS SHALL BE ACCOMPANIED w/ EXPLANATIONS OF INPUT/OUTPUT

DATA (i.e. VARIABLE IDENTIFICATION, LOAD DERIVATION, ETC.) & A BRIEF EXPLANATION OF GENERALTHEORY, METHOD, & DESIGN ASSUMPTIONS USED SHALL BE INCLUDED.

· ALL CALCULATIONS SHALL BE SIGNED & SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATEWHERE THE PROJECT IS LOCATED.

00200 BUILDING CODES:

· FLORIDA BUILDING CODE 6th EDITION (2017)· ASCE/SEI 7-10: MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES

00500 STRUCTURAL DESIGN CRITERIA:

THE STRUCTURE HAS BEEN DESIGNED IN ACCORD WITH METHOD 1 - ALLOWABLE STRESS DESIGN AS REQUIRED BYSECTION 2802.1 OF THE FLORIDA BUILDING CODE. REQUIREMENTS FOR TYPICAL STRUCTURAL LOADS ARE GIVENBELOW UNLESS SPECIFIC AREAS OF THE DRAWING SPECIFICALLY CALL FOR DIFFERENT LOADING CRITERIA.

GRAVITY LOADING IS TO BE UNIFORM (U.N.O.)

· PRIVATE DWELLINGS: 40 PSF· PRIVATE BALCONIES: 60 PSF· STAIRS & EXIT WAYS: 100 PSF· MECHANICAL ROOMS: 125 PSF· SLAB-ON-GRADE AREAS: 150 PSF· ROOFS: 20 PSF (REDUCIBLE)

WIND LOADING PER FLORIDA BUILDING CODE

· ULTIMATE DESIGN WIND SPEED: VULT = 139 MPH (3 SECOND GUST)· NOMINAL DESIGN WIND SPEED: VASD = 108 MPH (3 SECOND GUST)· RISK CATEGORY = "II"· EXPOSURE CATEGORY = "C"· INTERNAL PRESSURE COEFFICIENTS = +/- 0.18 (ENCLOSED)· COMPONENT & CLADDING WIND PRESSURES SHOWN ON SHEET "S2.02"

* THIS PROJECT IS NOT LOCATED WITHIN THE WIND BORNE DEBRIS REGION

EARTHQUAKE DESIGN DATA PER INTERNATIONAL BUILDING CODE & ASCE/SEI 7

· SEISMIC IMPORTANCE FACTOR: (I) = 1.0· SPECTRAL RESPONSE ACCELERATIONS: SS = 0.096g S1 = 0.038g· SITE CLASS = "C"· SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.077g SD1 = 0.044g· SEISMIC DESIGN CATEGORY = "A"· BASIC SEISMIC FORCE RESISTING SYSTEM: WOOD FRAMED SHEAR WALLS· DESIGN BASE SHEAR = 24.232 KIPS FOR APARTMENT BUILDING· RESPONSE MODIFICATION FACTOR (R) = 2· ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE

ESTIMATED DEFLECTIONS (IN INCHES) ARE AS FOLLOWS:

LIVE LOAD TOTAL LOADROOF MEMBERS: L/360 or 1" L/240FLOOR MEMBERS: L/360 L/240

WHERE "L" = SPAN LENGTH (IN.) BETWEEN CENTERLINES OF SUPPORTS.

12" EXP. ISOLATION JOINT

SEE DETAIL - THIS SHEET

NOTES:

1. LANES SHALL BE CAST IN METHOD INDICATED2. LANES TO BE DIVIDED BY CONSTRUCTION JOINTS AT ℄ OF COLUMNS AND SUB-DIVIDED AT A MAXIMUM OF 30'-0" CENTERS.3. IN AREA WHERE COLUMNS DO NOT OCCUR, PROVIDE CONSTRUCTION AND/OR CONTROL JOINTS AS SHOWN.4. ALLOW 24 HOURS BETWEEN ADJACENT LANE PLACEMENT.

LAN

E 1

LAN

E 6

LAN

E 5

LAN

E 4

LAN

E 3

LAN

E 2

30'-0"MAX.

METHOD OF CASTING LANES

CONSTRUCTION JOINTSSEE DETAIL-THIS SHEET

CO

NTR

OL

JOIN

TSSE

E D

ETA

IL-T

HIS

SH

EET

20'-0

"M

AX

.

Concrete Slab-On-GradeS0.02b

1SCALE: 34" = 1'-0"

CONTROL JOINT DETAILA CONSTRUCTION JOINT DETAILB

EQ.

1" C

LR.

14" 14" MIN.

PLASTIC CONTROLJT. FORMER

PLASTIC CONTROLJT. FORMER

TONGUE & GROOVEMETAL FORM

NO WWFTHRU JOINT

PROVIDE CONTROL JOINTS AT ALL COLUMNS AND OR20'-0" c/c. USE PREMOLDED STRIPS

CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. SAW CUTJOINT MAY BE USED IN LIEU OF PREFORMED STRIP.

EQ.

Slab-On-Grade Joint DetailS0.02b

2SCALE: 34" = 1'-0"

10 MIL. VAPOR BARRIER

WIDTH FOOTING

WIDTHSPLICE

WID

THSP

LIC

E

REINFORCING - SEESCHEDULE

WIDTH FOOTING

WIDTHSPLICE

WIDTHSPLICE

WID

TH F

OO

TIN

G

S0.02b3 Footing Intersection Reinforcing

SCALE: 34" = 1'-0"

PLAN

6'-0" MAX2'-0" MIN.

DO

2'-0"

2'-0"

SECTIONA

3"

2'-0" TYP.

A

6'-0

" M

AX

2'-0

" M

IN.

PLACE \ OFCUT BARS ONEA. SIDE OFOPENING

RECTANGULAROR ROUNDOPNG

2-#4 AT ℄ OF SLAB

SLAB ON GRADE

2"

Opening In Slab-On-GradeS0.02b

4SCALE: 34" = 1'-0"

6"3'

-0"

SEE

NO

TE

D + 1'-6"

PROVIDE SLEEVE AND CONCRETE AS SHOWN;MORE THAN 3'-0" COMPACT BACKFILL OVER PIPETO 90% AS APPROVED BY SOILS ENGINEER, ORUSE STEPPED FOOTING BELOW PIPE.

SLEEVES 2" LARGERTHAN O.D. OF PIPES

D OFSLEEVE

EQUAL

FOR

PIP

ES IN

TH

IS A

REA

LOW

ER F

OO

TIN

G S

O P

IPES

PASS

TH

RU

FTG

. WA

LL

PIPE THRUFOOTINGWALL

Typical ExcavationPerpendicular To Footing

S0.02b5

SCALE: N.T.S.

10'-0" MIN.

1'-6"MIN.

9"

2

2

1

TRENCHEXCAV1

BOTTOM OF TRENCHEXCAVATION SHALL NOTEXTEND BELOW THIS LINE

COMPACTED FILL 90% DENSITY

FOOTING

BACKFILLPER SPECS

GROUND LINE

NOTE: THE CONTRACTOR SHALL BERESPONSIBLE FOR SHORING, SHEATHING OROTHERWISE MAINTAINING THE SIDES OF THEEXCAVATION FROM CAVE-INS UNTIL ALLBACKFILL IS COMPLETED PER SPECIFICATIONS

Excavation Parallel To FootingSCALE: N.T.S.S0.02b

6

1

1

CONTRACTOR TO LOCATEBOTTOM OF FOOTING ELEVATIONTO AVOID SURCHARGING ONEXISTING SUBGRADE UTILITIES.

FOOTING FINISH GRADE

EXISTING UTILITY, SEECIVIL DRAWINGS FORSIZE & LOCATION.

B.O.F. ELEV.

Footing Parallel To Existing Utilities7S0.02b SCALE: 34" = 1'-0"

NOTE: STEPPED FOOTING FOR UTILITIESWHEN REQUIRED OR AS REQUIRED ON PLAN.

CONTINUE BOT.REINF. OF SCHED.FOUNDATION SIZE& SPACING

MATCH SCHED'D TRANSVERSEBAR SIZE & SPACING

8"

2'-0" LAPSPLICE

DEP

TH

OF

FOO

TIN

GSE

E SC

HED

ULE

EXTEND BOT. BARSTO 3" OF END

8Typical SteppedFooting Reinforcing DetailSCALE: 34" = 1'-0"S0.02b

NOTES:1. SEE ARCH FOR SIZE AND

LOCATION OF CURBS, TYP.2. PROVIDE INSERTS AS REQ'D BY

ARCH & MECH. DRAWINGS, TYP.

#4 CONT. @ TOP OF CURB w/CORNER BARS AS REQ'D., TYP.

CURB WIDTH AS REQUIRED6" MIN.,8" MAX.

1-#4 CONT. AROUND PERIMETER.LAP 1'-6" AT CORNERS, TYP. (U.N.O.)

SEE ARCH.

ISLAND

4"

· SEE CURB DET. FOR #4 HORIZ.BAR REQUIREMENTS

· SLAB REINF. NOT SHOWN FORCLARITY

1" CLR.

CURB2" C

LR.

8"

#4 DOWELS w/ STD. HOOKBOTTOM @ 24" O.C., TYP.

CONCRETE SLABPER PLAN, TYP.

(MA

X)

#4 DOWELS AT16"

6x6-W1.4xW1.4 W.W.F.STD. 90° HOOK, TYP.

Typical Concrete Curbs &Island @ Slab-On-Grade10SCALE: 34" = 1'-0"S0.02b

2" C

LR.

CONCRETE SLABPER PLAN, TYP.

1 #4 CONT. INSLAB, TYP.

1 #4 CONT. IN SLAB, TYP.

REINFORCING

CONCRETE FOOTING SCHEDULE

Concrete Footing ScheduleSCALE: N.T.S.S0.02b

9

DEPTHMARK SIZEBOTTOM TOP TRANSVERSE

REMARKS

F-3.5

F-3.0 1'-8"

1'-8"

3'-0" X 3'-0"

3'-6" X 3'-6"

(4) #5 EACH WAY

(4) #5 EACH WAY -----

-----

-----

----- MONOLITHIC FOOTING

MONOLITHIC FOOTING

WF-0.7

WF-1.0

WF-1.5

1'-8" (MIN.)

1'-8" (MIN.)

1'-0"

1'-0" CONT. (MIN.)

1'-6" CONT. (MIN.)

8" CONT. (1) #4 CONT. or (1) PT CABLE THICKENED EDGE

WF-2.0

WF-2.5

2'-0" CONT. (MIN.)

2'-6" CONT. (MIN.)

(2) #4 CONT. or (1) PT CABLE




THICKENED EDGE

THICKENED EDGE

THICKENED SLAB

THICKENED SLAB

-----

(1) #4 CONT.

(1) #4 CONT.

-----

-----

-----

-----

-----

-----

-----

1'-0" (MIN.)

1'-0" (MIN.)

GRAVITY LOADING

WDL+LL £ 4.50 KLF

WDL+LL £ 3.00 KLF

WDL+LL £ 1.00 KLF

PDL+LL £ 27.00 Kips

PDL+LL £ 36.75 Kips

WDL+LL £ 6.00 KLF

WDL+LL £ 7.00 KLF

F-4.0 1'-8"4'-0" X 4'-0" (5) #5 EACH WAY ----- ----- MONOLITHIC FOOTING PDL+LL £ 48.00 Kips

WF-1.33 1'-8" (MIN.)1'-4" CONT. (MIN.) (2) #5 CONT. or (1) PT CABLE THICKENED SLAB----- ----- WDL+LL £ 4.50 KLF

NOTES:1. IF THE CONTRACTOR CHOOSES TO USE THE POST-TENSIONED SLAB V.E. OPTION, THE DELEGATED POST-TENSION SPECIALTY ENGINEER MUST SUBMIT COMPLETE SIGNED & SEALED CALCULATIONS FOR ALL FOOTING/SLAB DESIGNS AS

WELL AS SIGNED & SEALED SHOP DRAWINGS TO THE ARCHITECT & ENGINEER OF RECORD FOR REVIEW & APPROVAL PRIOR TO CONSTRUCTION. CALCULATIONS MUST ADDRESS BOTH GRAVITY LOADS & WIND LOADS APPLIED TO THEBUILDING INCLUDING CONCENTRATED LOADS AT ISOLATED FOOTINGS AS WELL AS UNIFORMLY DISTRIBUTED ALONG THE CONTINUOUS INTERIOR & EXTERIOR FOOTINGS.

2. THE SIZE & REINFORCING FOR ISOLATED SPREAD FOOTINGS NOTED ON THE FOUNDATION PLANS MUST BE MAINTAINED & MAY NOT BE REDUCED WITHOUT PRIOR WRITTEN AUTHORIZATION FROM SC&D.3. ALL FOUNDATION DESIGNS MUST COMPLY w/ ALL APPLICABLE CODES AS WELL AS THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL ENGINEERING REPORT NOTED ON SHEET S1.01, TYP. ANY DEVIATIONS FROM THESE

RECOMMENDATIONS MUST BE ACCOMPANIED BY A WRITTEN AUTHORIZATION FROM THE GEOTECHNICAL ENGINEER OR THE SUBMITTAL WILL BE REJECTED.

S0.02b

Structural

Sections & Details

-

-

WF-3.0 3'-0" CONT. (MIN.) (4) #5 CONT. or (1) PT CABLE THICKENED SLAB----- -----1'-0" (MIN.) WDL+LL £ 9.00 KLF

WF-4.0 4'-0" CONT. (MIN.) (5) #5 CONT. or (2) PT CABLES THICKENED SLAB----- -----1'-0" (MIN.) WDL+LL £ 12.00 KLF




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Typical Exterior Footing1SCALE: 34" = 1'-0"

3" C

LR.

3" CLR.3" CLR.

4"

8"

DEP

TH

1'-0"

MIN

.

FINISHED GRADE

NOTES: COORDINATE EDGE OF SIDEWALKDETAILS w/ SITE/CIVIL DWGS., TYP.

WIDTH

VAPOR BARRIER

WALL

S0.03b

REINF. STL. PER PLAN& SCHEDULE, TYP.

11

LC

WOOD STUD WALL PERPLAN & SCHEDULE, TYP.

EXT. WALL SHEATHINGPER PLAN, TYP. INT. WALL SHEATHING

PER ARCH. DWGS., TYP.

NOTES: BUILDING SLAB TO EXTEND 12"BEYOND EXTERIOR STUD LINE TO ALLOWEXTERIOR WALL SHEATHING TO BE FLUSHw/ EDGE OF SLAB

CONCRETE SLAB &REINF. PER PLAN, TYP.

Typical Thickened Edge

1

2

1

DEP

TH(1

2" M

IN.)

FIN. GRADE

VAPOR BARRIER


3" CLR

3" C

LR

WIDTH

SCALE: 34" = 1'-0"S0.03b


WIDTH

4"

DEP

TH(1

2" M

IN.)

3"±3"

CLR


VAPOR BARRIER

WALL SHEATHING PERPLAN, TYP.


Typical Interior Single Wall Footing3

3" CLR

11

11

SCALE: 34" = 1'-0"S0.03b

WALL & FTG.LC


DEP

TH(1

2" M

IN.)

WIDTH

2"

CLR.

4"


WALL SHEATHING PERSCHEDULE, TYP.

3" C

LR

Typical Slab Depression4

3" CLR VAPOR BARRIER


11

VA

RIE

S4"

MA

X.

11

SCALE: 34" = 1'-0"S0.03b

WALLLC

ALIGN SLAB STEP w/EXTERIOR LAYER OFSHEATHING PER ARCH.DWGS., TYP.



Exterior Footing w/ Curb5SCALE: 34" = 1'-0"

3" C

LR.

3" CLR.3" CLR.

4"

FINISHED GRADE


VAPOR BARRIER

WALL

S0.03b


11

LC


CONCRETE CURB & REINF. PERDETAIL "10/S0.02", TYP.

PER

AR

CH

.

8"1'-

0" M

IN.

WIDTH

51 2"

WALL SHEATHING PERPLAN & SCHEDULE, TYP.

DEP

TH

CONCRETE SLAB &REINF. PER PLAN, TYP. FINISHED

GRADE


LC LC

PERARCH

Exterior Spread Footingw/ Curb @ Pilaster6SCALE: 34" = 1'-0"S0.03b

1'-0"

MIN

.

SCH

ED. D

EPTH

SCHED. WIDTH

3" C

LR.

SCHEDULED REINF.PER PLAN, TYP.

4"

3" CLR.3" CLR.


CURB & REINF. PERDETAIL "10/S0.02"

INFILL 2x WOOD STUDFRAMING @ 16" O.C.,TYP.



PER

AR

CH

.


FINISHEDGRADE


LC LC

PERARCH

Exterior Spread Footingw/ Curb @ Pilaster7SCALE: 34" = 1'-0"S0.03b

1'-0"

MIN

.

SCH

ED. D

EPTH

SCHED. WIDTH

3" C

LR.

SCHEDULED REINF.PER PLAN, TYP.

4"

3" CLR.3" CLR.


CURB & REINF. PERDETAIL "10/S0.02"

INFILL 2x WOOD STUDFRAMING @ 16" O.C.,TYP.



PER

AR

CH

.


SIMPSON "ABU" POSTANCHOR, TYP.

WOOD POST PERPLAN, TYP.

4"

4"

4"

6" M

AX

.

61

Non-Bearing Slab Depression8S0.03b SCALE: 34" = 1'-0"


Exterior Footing/Slab @ Freezer10SCALE: 34" = 1'-0"

3" CLR.3" CLR.

WIDTH

VAPOR BARRIER

S0.03b


11


EXT. WALL SHEATHINGPER PLAN, TYP.

INT. WALL SHEATHINGPER ARCH. DWGS., TYP.


3" C

LR.

DEP

TH

PRE-MANUFACTUREDCOOLER/FREEZER, TYP.

3" C

LR.

3" CLR.3" CLR.

8"

DEP

TH

1'-0"

MIN

.

FINISHED GRADE

WIDTH

VAPOR BARRIER


11


3" C

LR.

3" CLR.3" CLR.

WIDTH

12" ISOLATION JOIST, TYP.

PRE-MANUFACTUREDCOOLER/FREEZER, TYP.

NOTE: COORDINATE TOP OF SLAB w/FREEZER MANUF. SPECIFICATIONS, TYP.

Typical Section @ Wall Footing

3'-6" CONT.

1'-0"

8"(M

IN.)

10'-0

" (M

AX

.)

EQ. EQ.

3" CLR.

3" C

LR.

FINISHEDGRADE SEECIVIL DWGS.

(2) #4 CONT. IN SOLIDGROUTED BOND BEAM

#6 VERT. @ 24" O.C. INSOLID GROUTED CELL, TYP.

DOWELS w/ STD. HOOK BOTTOMTO MATCH & ALIGN VERT. REINF.LAP 48 BARS Ø's, TYP.

11S0.03b SCALE: 34" = 1'-0"

T.O. SLABSEE ARCH.

(5) #5 CONT. w/ #5 @ 12"O.C. TRANSVERSE, TYP.

S0.03b

Structural

Sections & Details

-

-

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.O.A

. NO

. 271

91


drawn by:

job no:

reviewed by:

date:

char

lan,

bro

ck &

ass

ocia

tes,

inc.

her

eby

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it's

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nd o

ther

pro

perty

righ

ts in

thes

e pl

ans,

idea

s, an

d d

esig

ns.

thes

e id

eas,

des

igns

, and

pla

ns a

re n

ot to

be

repr

oduc

ed, c

hang

ed o

r cop

ied

in a

ny fo

rm o

r man

ner w

hats

oeve

r, no

r are

they

to b

e as

signe

d to

any

third

par

ty, w

ithou

t firs

t obt

aini

ng th

e ex

pres

s writ

ten

perm

issio

n fro

m c

.b.a

., in

c. w

ritte

n d

imen

sions

shal

l hav

e pr

eced

ence

ove

r sca

le d

imen

sions

.

issue history:


10-03-1818-015

MA

RY M

OLT

ZAN

CHA

RLA

N B

ROC

K, A

AC

0079

8

TLWRCS

PERM

IT SE

T (F

OR

CO

NST

RUC

TION

)T

o t

he b

est

of

the D

esig

n E

ngin

eer's k

no

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dge, th

e p

lans a

nd s

pecific

atio

ns f

or t

his

pro

ject

co

mply

with t

he a

pplicable

min

imum

buildin

g c

odes a

s d

ete

rm

ined b

y t

he lo

cal auth

ority in a

cco

rdance w

ith t

he F

lorid

a S

tatu

tes.

CITY

OF

DA

YTO

NA

BEA

CH,

FL

FLBP

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DEP

END

ENT

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1 01/28/19

NOT USED3

3 12/06/19

3

3

SCALE: 34" = 1'-0"

Typical Masonry Wall Reinforcing1S0.04b

8"

NOTES:

1. VERTICAL BAR AND FILLED CELL ALWAYS REQUIRED AT CORNERS,WALL ENDS, AND EACH SIDE OF OPENINGS, TYP.

2. DISTRIBUTE ODD SPACES EVENLY BETWEEN CORNERS ANDOPENINGS, TYP.

3. EMBED VERTICAL REINFORCING CLASS 'B' LAP + 3" INTO CONCRETE.WALL REINFORCING TO BE FULL BAR DEPTH + STD. HOOK INTOFOOTINGS, TYP.

4. PROVIDE 48 BAR DIAMETER LAPS INTO MASONRY WALLS FIRSTCOARSE w/ FULL MORTAR BED, TYP.

5. LAY MASONRY IN RUNNING BOND, TYP. (U.N.O.)

SEE PLAN & SCHEDULE(#5 VERT. @ 32" O.C., TYP. U.N.O.)

#5 @ 32" O.C., TYP.

ALTERNATE COURSESOF 8" C.M.U.

CONC. FILLED CELLw/ VERTICAL REINF.

CONT. BACKER ROD & SEALANT -TYP. BOTH FACES OF C.M.U.

CONTROL JOINT @ 30'-0" O.C. (MAX)

Control Joints in Masonry Walls

NOTE: CUT LADDER REINF. @ CONTROL JOINT

COORDINATE LOCATIONS WITH ARCHITECTURAL DRAWINGS

SCALE: 34" = 1'-0"

LC

2S0.04b

TYPICAL #9 GA. WIRE TRUSS ORLADDER REINF. FOR ALL C.M.U. WALLS,SPACED AT 1'-4" c/c VERTICALLY.ADDITIONAL LAYERS ABOVE AND BELOWWINDOW AND/OR DOOR OPENINGS, TYP.MINIMUM 6: LAP SPLICES

ALL LADDER REINF. TO CONTINUETO ENDS OF WALLS & INTERSECTIONS

CONC. FILLED CELL w/VERTICAL REINF. EXTENDINGTHRU BEAM. TYPICAL THISPROJECT.

Typical Masonry Wall Intersection& Corner Reinforcing DetailSCALE: 34" = 1'-0"

3S0.04b

T & B BARS, ASSHOWN IN BEAM

1'-4"SPLICE OR L-BAR

1'-4"

SPLI

CE

1'-4"STD. HK. OR L-BAR

1'-4"STD. HK. OR L-BAR

T & B BARS, ASSHOWN IN BEAM

CONC. FILLED CELL w/ VERTICALREINF. EXTENDING THRU BEAM.TYPICAL THIS PROJECT.

Typical Masonry Beam Intersection& Corner Reinforcing DetailSCALE: 34" = 1'-0"

4S0.04b

GROUT TO CONFORM TO ASTMC476-83. SUBMIT MIX DESIGN FORREVIEW. MAXIMUM AGGREGATE SIZE =3

8" (#8). SLUMP = 8" TO 10". DO NOTUSE SAME MIX AS USED FOR TIE BEAMS.

SEE PLANS AND DETAILS FORLOCATION AND REINFORCINGOF GROUTED CELLS, TYP.

PROVIDE 48 BAR Ø LAPS, TYP.

STOP GROUT POUR 1\" (MIN.) BELOWTOP OF MASONRY UNIT IF POUR ISSTOPPED FOR MORE THAN ONEHOUR, TYP.

PROVIDE 4"x6" CLEANOUT HOLEAND REMOVE ALL DEBRIS INSIDECELLS. SEAL PRIOR TO GROUTING,AFTER INSPECTION.

Typical High Lift Grouting Detail

NOTE:DO NOT GROUT UNTIL MORTAR HASSET SUFFICIENTLY TO WITHSTAND THEPRESSURE OF THE GROUT. WAITMINIMUM OF 24 HOURS, TYP.

MAX. HEIGHT OF LIFT = 5'-0"MAX. HEIGHT OF POUR = 24'-0".MECHANICALLY CONSOLIDATEEACH LIFT 3-5 MINUTES AFTERLIFT IS POURED

NOTE:RECONSOLIDATE THE GROUT AFTERALLOWING THE EXCESS WATER TO BEABSORBED BY THE MASONRY UNITS(3 TO 5 MINUTES)

SCALE: 34" = 1'-0"

5S0.04b

Typical Low Lift Grouting Detail

GROUT TO CONFORM TO ASTMC476-83. SUBMIT MIX DESIGN FORREVIEW. MAXIMUM AGGREGATE SIZE =3

8" (#8). SLUMP = 8" TO 10". DO NOTUSE SAME MIX AS USED FOR TIE BEAMS.

MAX. HEIGHT OF LIFT = 5'-0"

PROVIDE 48 BAR Ø LAPS, TYP.

SEE PLANS AND DETAILS FORLOCATION AND REINFORCINGOF GROUTED CELLS, TYP. STOP GROUT POUR 1

12" (MIN.) BELOW

TOP OF CONCRETE MASONRY UNIT.CONSTRUCT NEXT 5'-0" OF WALLAFTER LOWER SECTION IS GROUTED,TYP.

NOTE:DO NOT GROUT UNTIL MORTAR HASSET SUFFICIENTLY TO WITHSTANDTHE PRESSURE OF THE GROUT. WAITMINIMUM OF 24 HOURS, TYP.

NOTE:RECONSOLIDATE THE GROUT AFTERALLOWING THE EXCESS WATER TO BEABSORBED BY THE MASONRY UNITS(3 TO 5 MINUTES)

SCALE: 34" = 1'-0"

6S0.04b

Typical Bond Beam @ Window Sill

VERT. REINF. PER PLAN w/STD. HOOK @ TOP INTOBOND BEAM, TYP.

CONT. LATH TO RETAINGROUT IN UPPER COARSE, TYP.

OPE

NIN

GW

IND

OW

"KO-1" IN 8" CMU or "KO-2" IN12" CMU UP TO 10'-0" WIDEOPENING. EXTEND 4" MIN.INTO VERT. FILLED CELL, TYP.

VERT. REINF. IN SOLIDGROUTED CELL ADJACENT TOOPENINGS, TYP. (U.N.O.)

SEE ARCH.T.O. CMU

8" or 12" CMUWALL BEYOND

WIN

DO

WO

PEN

ING

OPENINGWINDOW

SCALE: 34" = 1'-0"

7S0.04b

Masonry Beam SectionsSCALE: 34" = 1'-0"

8S0.04b

758"

758" @ RB-11158" @ RB-2

8"G

RO

UT

SOLI

D

18"

MIN

./24

" M

AX

.

2-#4 CONT.

RB-1/RB-2

KO-1

758"

758"

8"

1-#5 CONT.TOP & BOT.

RB-1 (ALTERNATE)

KO-1 (ALTERNATE)

1-#5 CONT.

758"

GR

OU

TSO

LID

16" 2-#4 CONT.

TOP & BOT.

BB-1

758"

GR

OU

TSO

LID

16" 1-#5 CONT.

TOP & BOT.

BB-1 (ALTERNATE)

2-#4 CONT. IN CAP(2-#5 CONT. @ RB-2)

GR

OU

TSO

LID

18"

MIN

./24

" M

AX

.

1-#5 CONT.IN CAP

CONC. CAPPOURED w/ BEAM

CONC. CAPPOURED w/ BEAM

2-#4 CONT. TOP &BOT. (2-#5 CONT.TOP & BOT. @ RB-2)

Typical Section @ Roof Truss Over Corridor9S0.04b SCALE: 34" = 1'-0"

PRE-ENG WOODTRUSS PER PLAN, TYP.

TRUSS BRG.SEE PLAN

CONDENSING UNITPER M.E.P. DWGS.

3'-0

" M

AX

. PER

MA

NU

F.

R.M. ENTERPRISES ALUMINUM SUPPORTRACK MODEL #RDCA-80, BRACING, &CONNECTIONS PER MANUF., TYP.

CONDENSING UNIT & CONNECTIONTO RACK PER M.E.P. DWGS., TYP.

2x6 WOOD BLOCKING EACH SIDEOF PLATE CONNECTION PER RACKMANUF. ENGINEERING, TYP.

TRUSS MANUF. TO DESIGN ROOF TRUSSFOR ADD'L CONCENTRATED LOADS OF±1,500 LB. PER RACK LEG, TYP.

TRUSS MANUF. TO COORDINATE RACKLOCATIONS w/ ARCH. & M.E.P. DWGS., TYP.

28" MIN. / 40" MAX.

S0.04b

Structural

Sections & Details

-

-

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91


drawn by:

job no:

reviewed by:

date:

char

lan,

bro

ck &

ass

ocia

tes,

inc.

her

eby

rese

rves

it's

com

mon

law

cop

yrig

ht a

nd o

ther

pro

perty

righ

ts in

thes

e pl

ans,

idea

s, an

d d

esig

ns.

thes

e id

eas,

des

igns

, and

pla

ns a

re n

ot to

be

repr

oduc

ed, c

hang

ed o

r cop

ied

in a

ny fo

rm o

r man

ner w

hats

oeve

r, no

r are

they

to b

e as

signe

d to

any

third

par

ty, w

ithou

t firs

t obt

aini

ng th

e ex

pres

s writ

ten

perm

issio

n fro

m c

.b.a

., in

c. w

ritte

n d

imen

sions

shal

l hav

e pr

eced

ence

ove

r sca

le d

imen

sions

.

issue history:


10-03-1818-015

MA

RY M

OLT

ZAN

CHA

RLA

N B

ROC

K, A

AC

0079

8

TLWRCS

PERM

IT SE

T (F

OR

CO

NST

RUC

TION

)T

o t

he b

est

of

the D

esig

n E

ngin

eer's k

no

wle

dge, th

e p

lans a

nd s

pecific

atio

ns f

or t

his

pro

ject

co

mply

with t

he a

pplicable

min

imum

buildin

g c

odes a

s d

ete

rm

ined b

y t

he lo

cal auth

ority in a

cco

rdance w

ith t

he F

lorid

a S

tatu

tes.

CITY

OF

DA

YTO

NA

BEA

CH,

FL

FLBP

S IN

DEP

END

ENT

LIV

ING

LLC

2451

SE

GO

LFW

OO

D D

RIV

EST

UART

, FL

3499

6PH

. 321

-217

-155

4

Day

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Bea

ch, F

lorid

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a In

dep

end

ent L

ivin

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1 01/28/19

WF-2.0

WF-2.0

WF-

2.0

WF-

2.0

WF-

2.0

WF-

2.0

WF-

2.0

WF-

1.0

WF-

1.0

WF-

1.0

WF-

1.0

WF-

1.0

WF-

1.0

WF-1.0

WF-1.0

WF-1.0

WF-1.0

WF-1.0

WF-1.0

WF-1.0

WF-1.0

WF-

1.5

WF-

1.0

WF-1.0 WF-1.0

WF-

1.0

WF-

1.0

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-1.5

WF-

1.5

WF-

1.5

WF-

1.5

WF-

1.5

WF-

1.5

WF-

1.5

WF-

1.5

WF-

1.5

WF-2.0

WF-

2.0W

F-1.

5

WF-1.5

WF-

1.0

WF-

1.5

WF-0.7

WF-0.7WF-0.7WF-0.7

WF-0.7

WF-0.7WF-0.7

WF-0.7

WF-0.7

WF-0.7WF-0.7WF-0.7

WF-0.7

WF-

0.7

WF-

0.7

WF-

0.7

WF-

0.7

WF-

0.7

WF-

0.7

WF-

0.7

F-2.5

F-2.5

F-2.5

F-2.5

F-2.5

F-3.0F-2

.5F-2.5

F-2.5

F-2.5

F-3.0

F-3.0F-3.0

F-3.0

F-3.0

F-3.0

F-3.0

WF-

2.5

WF-

2.5

F-2.5F-2.5

F-2.5F-2.5F-2

.5

WF-0.7

WF-0.7

WF-

0.7

WF-

0.7

WF-0.7

WF-

0.7

WF-0.7

F-3.0

F-3.0

6x6

6x66x6

6x6 6x6 6x

6

8x8

8x8

6x6

6x6

6x6

6x6

6x6

6x6

6x6

6x6

6x6

6x66x6

6x66x6

11S0.03b

1S0.03b

5S0.03b

6S0.03b

1S0.03b

2S0.03b

7S0.03b

1S0.03b

4S0.03b

4S0.03b

3S0.03b

4S0.03b

4S0.03b

2S0.03b

1S0.03b

10S0.03b

1S0.03b

2S0.03b

4S0.03b

4S0.03b

4S0.03b

3S0.03b

4S0.03b

7S0.03b

2S0.03b

7S0.03b

2S0.03b

4S0.03b

1S0.03b

1S0.03b

3S0.03b

7S0.03b

2S0.03b

2S0.03b

6S0.03b

7S0.03b

2S0.03b

1S0.03b

4S0.03b

3S0.03b

6x66x6

6x66x66x

6

3S0.03b

SW-CH2

SW-CH1

SW-C

H1

SW-C

H1

SW-CH2

SW-CH1

SW-C

H1

SW-C

H1

SW-C

H1

SW-C

H1

SW-CH1SW-CH1

SW-C

H1

SW-CH1

SW-C

H2

SW-C

H2

SW-C

H1

8S0.03b

1S3.12b

2S3.12b

2S3.11b

1S3.11b

4S3.11b

3S3.11b

1S1.41b

Clubhouse - Foundation Plan

S1.41b

Clubhouse

Foundation Plan

-

-

SCALE: 18" = 1'-0"

1. TOP OF SLAB ELEVATION = 0'-0", TYP. (U.N.O.)

2. CONCRETE SLAB-ON-GRADE: 4" THICK (MIN.) 3,000 PSI CONCRETE SLABON GRADE w/ 6x6-W1.4xW1.4 W.W.F. @ MID-DEPTH OF SLAB ON 10 MIL.VAPOR BARRIER OVER WELL COMPACTED SOIL, TYP.

POST-TENSION FOUNDATION ALTERNATE :GENERAL CONTRACTOR MAY PROVIDE A MONOLITHIC POST-TENSIONFOUNDATION DESIGN AS A VALUE ENGINEERING ALTERNATE TO THECONVENTIONALLY REINFORCED FOUNDATION SHOWN. IF THISALTERNATE IS USED, THE CONTRACTOR MUST PROVIDE COMPLETE SHOPDRAWINGS & CALCULATIONS SIGNED & SEALED BY A REGISTEREDPROFESSIONAL ENGINEER IN THE STATE OF FLORIDA FOR REVIEW &APPROVAL BY THE ARCHITECT & STRUCTURAL ENGINEER. NOTE THATREINFORCING STEEL FOR CURBS/ISLAND & SPREAD FOOTINGS MAY NOTBE OMITTED OR REDUCED .

3. PLUMBING FIXTURES: GENERAL PLUMBING FIXTURE LOCATIONS AREINDICATED. REFER TO FLOOR PLANS AND VERIFY SPECIFIC FIXTURELOCATIONS w/ ACTUAL EQUIPMENT REQUIREMENTS.

4. CONTROL JOINTS (C.J.): PROVIDE SAWED CONTROL JOINTS ON SLABSURFACE AS INDICATED ON PLANS. SEE TYPICAL CONTROL JOINT/CONSTRUCTION JOINT DETAIL "1/S3.02", TYP.

5. CORNER REINFORCEMENT: PROVIDE 2-#4 STEEL BARS 4'-0" LONG @ 8" O.C.IN SLAB @ ALL RE-ENGTRANT CORNERS AS SHOWN, TYP.

6. EXPANSION JOINT: PROVIDE 12" THICK x 4" WIDE CONTINUOUSBITUMINOUS MATERIAL WHERE SLABS ABUT EACH OTHER.

7. TYPICAL EXTERIOR LOAD-BEARING STUD WALLS (UP TO 12'-0"): PROVIDE2x6 (#2 S.P.F.) VERTICAL STUDS @ 16" O.C. w/ 2x6 SOLID BLOCKING @ 6'-0"O.C. (MAX.) UP TO 12'-0" TRUSS BEARING HEIGHT. PROVIDE CONT. DBL.2x6 TOP PLATE & CONT. 2x6 P.T. BOTTOM PLATE FASTENED TO CONCRETESLAB w/ SIMPSON "MASA" STRAPS @ 21" O.C., TYP. (U.N.O.)

8. TYPICAL INTERIOR LOAD-BEARING STUD WALLS (UP TO 12'-0"): PROVIDE2x6 (#2 S.P.F.) VERTICAL STUDS @ 16" O.C. w/ 2x6 SOLID BLOCKING @ 5'-0"(MAX.) UP TO TRUSS BEARING HEIGHT. PROVIDE CONT. DBL. 2x6 TOPPLATE & CONT. 2x6 P.T. BOTTOM PLATE FASTENED TO CONCRETE SLAB w/HILTI "X-ZF" P.A.F.'s w/ 114" MIN. EMBED. @ 16" O.C., TYP. (U.N.O.)

9. TYPICAL EXTERIOR LOAD-BEARING STUD WALLS (UP TO 15'-0"): PROVIDE2x8 (#2 S.P.F.) VERTICAL STUDS @ 12" O.C. w/ 2x8 SOLID BLOCKING @ 5'-0"O.C. (MAX.) UP TO 15'-0" TRUSS BEARING HEIGHT. PROVIDE CONT. DBL.2x8 TOP PLATE & CONT. 2x8 P.T. BOTTOM PLATE FASTENED TO CONCRETESLAB w/ SIMPSON "MASA" STRAPS @ 21" O.C., TYP. (U.N.O.)

10. TYPICAL INTERIOR LOAD-BEARING STUD WALLS (UP TO 15'-0"): PROVIDE2x6 (#2 S.P.F.) VERTICAL STUDS @ 12" O.C. w/ 2x6 SOLID BLOCKING @ 5'-0"(MAX.) UP TO 15'-0" TRUSS BEARING HEIGHT. PROVIDE CONT. DBL. 2x6TOP PLATE & CONT. 2x6 P.T. BOTTOM PLATE FASTENED TO CONCRETESLAB w/ HILTI "X-ZF" P.A.F.'s w/ 114" MIN. EMBED. @ 16" O.C., TYP. (U.N.O.)

11. TYPICAL EXTERIOR LOAD-BEARING STUD WALLS (UP TO 17'-0"): PROVIDE134"x714" VERSA-LAM 1.7 2650 VERTICAL STUDS @ 12" O.C. w/ 2x8 SOLIDBLOCKING @ 5'-0" O.C. (MAX.) UP TO 17'-0" TRUSS BEARING HEIGHT.PROVIDE CONT. DBL. 2x8 TOP PLATE & CONT. 2x8 P.T. BOTTOM PLATEFASTENED TO CONCRETE SLAB w/ SIMPSON "MASA" STRAPS @ 12" O.C.,TYP. (U.N.O.)

12. TYPICAL INTERIOR LOAD-BEARING STUD WALLS (UP TO 17'-0"): PROVIDE2x8 (#2 S.P.F.) VERTICAL STUDS @ 12" O.C. w/ 2x8 SOLID BLOCKING @ 5'-0"(MAX.) UP TO 17'-0" TRUSS BEARING HEIGHT. PROVIDE CONT. DBL. 2x8TOP PLATE & CONT. 2x8 P.T. BOTTOM PLATE FASTENED TO CONCRETESLAB w/ HILTI "X-ZF" P.A.F.'s w/ 114" MIN. EMBED. @ 16" O.C., TYP. (U.N.O.)

13. ALL STUD WALL SILL PLATES & OTHER MEMBERS IN CONTACT w/CONCRETE OR MASONRY SHALL BE PRESSURE TREATED, TYP.

14. PROVIDE 6"x6" (#2 S.Y.P.) WOOD POST BELOW GIRDER TRUSS w/ SIMPSON"ABU66" USING (1) 58"Ø THREADED RODS DRILLED & EPOXIED (6" EMBED.)w/ HILTI "HY150" ADHESIVE TO CONCRETE, TYP. (U.N.O.)

15. HATCH INDICATES PAVERS @ EXTERIOR PATIOS. COORD. PAVERREQUIREMENTS w/ ARCH. & LANDSCAPE DWGS., TYP.

16. POOL EQUIPMENT AREA & SCREEN WALLS. COORD. w/ ARCH., CIVIL, &LANDSCAPE DWGS., TYP.

17. 4" THICK (MIN.) CONCRETE STOOPS PER ARCH. DWGS., TYP.

Clubhouse Foundation Plan

Key Notes#

Foundation Plan

Typical Sheet Notes

A. SEE SHEET "S0.01b" FOR GENERAL STRUCTURAL NOTES, TYP.

B. COORDINATE w/ CIVIL DRAWINGS FOR CONTINUATION OF SIDEWALK, TYP.

C. "F-#" INDICATES REINFORCED CONCRETE SPREAD FOOTING. REFER TO"9/S0.02b" FOR CONCRETE FOOTING SCHEDULE, TYP.

D. "WF-#" INDICATES CONTINUOUS REINFORCED CONCRETE FOUNDATION.REFER TO "9/S0.02b" FOR CONCRETE FOOTING SCHEDULE, TYP.

E. EXTERIOR WALL SHEATHING TO BE 716" CDX PLYWOOD or O.S.B. (PROVIDE15

32" P.T. PLYWOOD @ 1st 48" ABOVE SLAB) FASTENED TO WOOD FRAMINGw/ 8d RING SHANK NAILS @ 6" O.C. ALONG PANEL EDGES & 12" O.C. IN FIELD,TYP.

F. SEE SHEET "S2.02b" FOR FLORIDA BUILDING CODE COMPONENT & CLADDINGDESIGN WIND PRESSURE TABLE, TYP.

G. "SW-#" INDICATES WOOD STUD SHEAR WALL. REFER TO SHEET "S2.03b" FOR1-STORY SHEAR WALL SCHEDULE & DETAILS, TYP.

H. REFER TO SHEETS "S2.03b" FOR TYPICAL WOOD WALL FRAMING ELEVATIONSw/ STRAPPING & ANCHORAGES, TYP.

\\SC

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FLO

RID

A C

.O.A

. NO

. 271

91


drawn by:

job no:

reviewed by:

date:

char

lan,

bro

ck &

ass

ocia

tes,

inc.

her

eby

rese

rves

it's

com

mon

law

cop

yrig

ht a

nd o

ther

pro

perty

righ

ts in

thes

e pl

ans,

idea

s, an

d d

esig

ns.

thes

e id

eas,

des

igns

, and

pla

ns a

re n

ot to

be

repr

oduc

ed, c

hang

ed o

r cop

ied

in a

ny fo

rm o

r man

ner w

hats

oeve

r, no

r are

they

to b

e as

signe

d to

any

third

par

ty, w

ithou

t firs

t obt

aini

ng th

e ex

pres

s writ

ten

perm

issio

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m c

.b.a

., in

c. w

ritte

n d

imen

sions

shal

l hav

e pr

eced

ence

ove

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le d

imen

sions

.

issue history:


10-03-1818-015

MA

RY M

OLT

ZAN

CHA

RLA

N B

ROC

K, A

AC

0079

8

TLWRCS

PERM

IT SE

T (F

OR

CO

NST

RUC

TION

)T

o t

he b

est

of

the D

esig

n E

ngin

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lans a

nd s

pecific

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or t

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ject

co

mply

with t

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pplicable

min

imum

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odes a

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ete

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ined b

y t

he lo

cal auth

ority in a

cco

rdance w

ith t

he F

lorid

a S

tatu

tes.

CITY

OF

DA

YTO

NA

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CH,

FL

FLBP

S IN

DEP

END

ENT

LIV

ING

LLC

2451

SE

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1 01/28/193

3 12/06/19

UPDATED PLAN TO MATCHREVISED ARCHITECTURALDRAWINGS, TYP.

H3-12

H3-08 H3-08

H3-08 H3-08

H3-08 H3-08

H3-

08

H3-

08

H3-

08H

3-08

H3-

08H

3-08

H3-

08

G.T

.H

3-08

H3-08

H3-08

H3-

08

H3-08

G.T

.

G.T.

H3-

08H

3-08

H3-

08

H3-

08H

3-08

H3-

08H

3-08

H3-

08H

3-08

H3-

08H

3-08

H3-

08H

3-08

H3-

08

H3-

12

H3-08 H3-08 H3-08 H3-08H3-08

H3-08 H3-08 H3-08

H3-08 H3-08 H3-08

H3-08

H3-08

H3-08 H3-08 H3-08

H3-08 H3-08 H3-08H3-08

H3-08 H3-08

H3-08 G.T. H3-08

H3-

08

H3-

08

H3-

08

H3-

12

B3-12

H3-12

B3-12

B4-1

2

B3-12

H3-08

B3-1

2B3

-12

B3-1

2

H3-12

H3-12 H3-12

B3-12 B3-12 B3-12

B3-12

H3-08

H3-08H3-08

H3-08H3-08H3-08H3-08

H3-08H3-08H3-08

H3-08H3-08H3-08H3-08H3-08

H3-

08H

3-08

H3-

08

B3-1

0H

3-12

B3-1

0

H3-

12

B3-12

B3-10 B3-10 B3-10 B3-10

H3-

12

B3-1

2

B3-1

2

RIDGE

RID

GE

RIDGE

RIDGE

RIDGE

RIDGE

RIDGE

RIDGE

RID

GE

RID

GE

RID

GE

5S3.02b

5S3.02b

2S3.02b

1S3.02b

5S3.02b

5S3.02b

2S3.02b

1S3.02b

2S3.02b

3S3.01b

5S3.02b

5S3.02b

5S3.02b

5S3.02b

5S3.02b

2S3.02b

2S3.02b

3S3.01b

5S3.02b

3S3.01b

5S3.02b

5S3.02b

1S3.02b

1S3.02b

2S3.02b

5S3.02b

1S3.02b

1S3.03b

7S3.02b

3S3.02b

7S3.02b

7S3.02b

3S3.02b

3S3.02b

4S3.02b

RTU-11,550 LB

RTU-22,800 LB

MUA-1

30x16DUCT

24x20DUCT

2S3.11b

1S3.11b

4S3.11b

3S3.11b

H4-08 (HI & LO)

H3-12 (HI)

1S3.12b

2S3.12b

H3-08 (LO)H3-12 (HI)H3-08 (LO)

H3-08

H3-

08

H3-

08

(HI & LO)H3-08

(HI & LO)H3-08

(HI & LO)

H3-08(HI & LO)

H3-08(HI & LO)

2S3.12b

1S3.12b

"SIM" "SIM"

B3-12 (HI & LO)

B3-12 (HI & LO)

B3-12 (HI & LO)

B3-12 (HI & LO)

1S1.43b

1S3.04b

2S3.03b

2S3.04b

NOTE: TRUSS ENGINEER TOCOORDINATE ALL MECH.DUCT LOACTIONS WITHMECH. DWGS., TYP.

MECH. WELL ACCESS DOORPER ARCH. DWGS, TYP.

PRE-ENGINEERED CANOPY &CONNECTION BY OTHERS, TYP.

1S1.42b

Clubhouse - Roof Framing Plan S1.42b

Clubhouse

Roof Framing Plan

-

-

SCALE: 18" = 1'-0"

Roof Framing Plan

Typical Sheet Notes


B. EXTERIOR WALL SHEATHING TO BE 716" CDX PLYWOOD or O.S.B. (PROVIDE 1532"P.T. PLYWOOD @ 1st 48" ABOVE SLAB) FASTENED TO WOOD FRAMING w/ 8dRING SHANK NAILS @ 6" O.C. ALONG PANEL EDGES & 12" O.C. IN FIELD, TYP.

C. SEE SHEET "S2.01b" FOR WOOD BEAM/HEADER SCHEDULE, TRUSS FRAMINGDESIGN CRITERIA, & TYPICAL BUILT-UP WOOD STUD COLUMN DETAILS, TYP.

D. SEE SHEET "S2.02b" FOR FLORIDA BUILDING CODE COMPONENT & CLADDINGDESIGN WIND PRESSURE TABLE, TYP.

E. REFER TO SHEETS "S2.03b" FOR TYPICAL WOOD WALL FRAMING ELEVATIONSw/ STRAPPING & ANCHORAGES, TYP.

\\SC

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3277

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FA

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82-2

386

WW

W.S

CD

-EN

G.C

OM

FLO

RID

A C

.O.A

. NO

. 271

91


drawn by:

job no:

reviewed by:

date:

char

lan,

bro

ck &

ass

ocia

tes,

inc.

her

eby

rese

rves

it's

com

mon

law

cop

yrig

ht a

nd o

ther

pro

perty

righ

ts in

thes

e pl

ans,

idea

s, an

d d

esig

ns.

thes

e id

eas,

des

igns

, and

pla

ns a

re n

ot to

be

repr

oduc

ed, c

hang

ed o

r cop

ied

in a

ny fo

rm o

r man

ner w

hats

oeve

r, no

r are

they

to b

e as

signe

d to

any

third

par

ty, w

ithou

t firs

t obt

aini

ng th

e ex

pres

s writ

ten

perm

issio

n fro

m c

.b.a

., in

c. w

ritte

n d

imen

sions

shal

l hav

e pr

eced

ence

ove

r sca

le d

imen

sions

.

issue history:


10-03-1818-015

MA

RY M

OLT

ZAN

CHA

RLA

N B

ROC

K, A

AC

0079

8

TLWRCS

PERM

IT SE

T (F

OR

CO

NST

RUC

TION

)T

o t

he b

est

of

the D

esig

n E

ngin

eer's k

no

wle

dge, th

e p

lans a

nd s

pecific

atio

ns f

or t

his

pro

ject

co

mply

with t

he a

pplicable

min

imum

buildin

g c

odes a

s d

ete

rm

ined b

y t

he lo

cal auth

ority in a

cco

rdance w

ith t

he F

lorid

a S

tatu

tes.

CITY

OF

DA

YTO

NA

BEA

CH,

FL

FLBP

S IN

DEP

END

ENT

LIV

ING

LLC

2451

SE

GO

LFW

OO

D D

RIV

EST

UART

, FL

3499

6PH

. 321

-217

-155

4

Day

tona

Bea

ch, F

lorid

aTo

mok

a In

dep

end

ent L

ivin

g


1. ROOF TRUSS BRG. ELEVATION = +12'-0", TYP. (U.N.O.)

2. TRUSS SHOP DRAWINGS: PROVIDE SHOP DRAWINGS SHOWING TRUSSLAYOUT, PROFILES, CONNECTIONS, & LOAD DIAGRAMS FOR FLOOR TRUSSSYSTEM SIGNED & SEALED BY A PROFESSIONAL ENGINEER REGISTERED INTHE STATE OF FLORIDA.

3. SHEAR WALLS & TRUSSES: WHEN SHEAR WALLS ARE PARALLEL w/ ROOF ORFLOOR TRUSSES & NORMALLY SPACED TRUSSES DO NOT ALIGN w/ SHEARWALLS, PROVIDE FULL HEIGHT INFILL TRUSSES OVER EACH SHEAR WALL w/VERTICAL MEMBERS @ 16" O.C. MAX. ANCHOR TRUSSES TO SHEAR WALLS& DECK SHEATHING AS NOTED ON SHEET "S4.01" & SHEAR WALLSCHEDULES. ADJUST HEIGHT & SHAPE OF TRUSSES AS REQ'D. TO MATCHDEFLECTION OF SPANNING TRUSSES.

4. ROOF TRUSSES: PROVIDE ENGINEERED, PRE-FABRICATED 2x WOODTRUSSES FOR LOADS, SPANS, & CONDITIONS SHOWN. SPACE TRUSSES @ 24"O.C. MAX. & AS REQUIRED BY TRUSS MANUF. PROVIDE ALL REQUIREDINFILL FRAMING, BLOCKING, & BRACING AS REQ'D. TO FRAME ENTIREROOF ASSEMBLY. PROVIDE ALL NECESSARY SUPPORT CONDITIONS FORFRAMING ATTACHED TO WOOD TRUSSES. SECURE BEARING POINTS OFEACH TRUSS w/ GALVANIZED HURRICANE STRAPS AS SPECIFIED & DETAILED.

5. ROOF TRUSS DRAFTSTOP: PROVIDE DRAFTSTOPPING AS SPECIFIED ONARCH. DWGS. IN ROOF TRUSS AREA (IF REQ'D.), TYP.

6. ROOF SHEATHING: PROVIDE 58" EXTERIOR GRADE, SPAN RATED, CODECERTIFIED O.S.B. SHEATHING w/ H-CLIPS AS REQ'D., TYP.

7. ROOF SHEATHING NAILING SCHEDULE:· NAIL @ 6" O.C. AT DIAPHRAGM BOUNDARIES, OVER PERIMETER

WALLS, AND AT ALL RIDGES, HIPS,& VALLEYS.· NAIL @ 12" O.C. ALL INTERIOR SUPPORTS AND ALL OTHER PANEL

EDGES.· UN-BLOCKED DIAPHRAGM, USE 8d RING SHANK or 10d COMMON

NAILS w/ 112" PENETRATION, TYP.

8. OVERFRAMING BY TRUSS ENGINEER.

9. TYPICAL TRUSS TO HAVE SIMPSON "H10A" @ EACH WOOD SUPPORT ORSIMPSON "HETA16" @ EACH MASONRY SUPPORT, TYP. (U.N.O.)

10. TYPICAL 2-PLY GIRDER TRUSS TO HAVE SIMPSON "LGT2" & "MTS12" @ EACHBEARING POINT, & TYPICAL 3-PLY GIRDER TRUSS TO HAVE SIMPSON"LGT3-SDS2.5" @ EACH BEARING POINT, TYP. (U.N.O.)

11. TRUSS MANUF. NOTE: HATCHED AREAS INDICATE INTERIOR DESIGNCEILING ELEMENTS SUPPORTED BY THE ROOF TRUSSES. DESIGN TRUSSESFOR ADDITIONAL 5 PSF (MIN.) BOTTOM CHORD DEAD LOAD IN THESEAREAS. COORD. SPECIFIC DIMENSIONS, LOCATIONS, WEIGHTS, &DETAILING w/ ARCH. & INTERIOR DESIGN DRAWINGS, TYP.

12. TYPICAL EXTERIOR WOOD BEAM TO POST CONNECTIONS: PROVIDESIMPSON "AC6(MAX)" @ ALL POSTS SUPPORTING BEAMS RUNNING CONT.OVER THE TOP OF THE POST. AT CORNER CONDITIONS, THE LONGERSPAN BEAM SHOULD BEAR FULLY ON THE WOOD POST WITH SIMPSON"ACE6" CONNECTORS & THE SHORTER SPAN BEAM SHOULD BE ATTACHEDTO THE PERPENDICULAR BEAM w/ SIMPSON "LEG" (OFFSET TOP FLANGE).

Clubhouse Roof Framing Plan

Key Notes#

1 01/28/193

3 12/06/19


RID

GE

S3.01b1

9S3.02b

WALL GIRDERWALL GIRDER

GIRDER TRUSS

WALL GIRDER

GIRDER TRUSS

GIRDER TRUSS

GIRDER TRUSS

1S3.12b

2S3.12b

S3.01b2

"SIM" "SIM"

9S3.02b

NOTE: TRUSS ENGINEERTO PROVIDE A 2x10 (MIN.)TOP CHORD, TYP.

NOTE: TRUSS ENGINEERTO PROVIDE A 2x10 (MIN.)TOP CHORD, TYP.

1S1.43b

Clubhouse - High Roof Framing Plan S1.43b

Clubhouse

Roof Framing Plan

-

-

SCALE: 18" = 1'-0"

1. ROOF TRUSS BRG. ELEVATION = +12'-0", TYP. (U.N.O.)

2. TRUSS SHOP DRAWINGS: PROVIDE SHOP DRAWINGS SHOWING TRUSSLAYOUT, PROFILES, CONNECTIONS, & LOAD DIAGRAMS FOR FLOOR TRUSSSYSTEM SIGNED & SEALED BY A PROFESSIONAL ENGINEER REGISTERED INTHE STATE OF FLORIDA.

3. SHEAR WALLS & TRUSSES: WHEN SHEAR WALLS ARE PARALLEL w/ ROOF ORFLOOR TRUSSES & NORMALLY SPACED TRUSSES DO NOT ALIGN w/ SHEARWALLS, PROVIDE FULL HEIGHT INFILL TRUSSES OVER EACH SHEAR WALL w/VERTICAL MEMBERS @ 16" O.C. MAX. ANCHOR TRUSSES TO SHEAR WALLS& DECK SHEATHING AS NOTED ON SHEET "S4.01" & SHEAR WALLSCHEDULES. ADJUST HEIGHT & SHAPE OF TRUSSES AS REQ'D. TO MATCHDEFLECTION OF SPANNING TRUSSES.

4. ROOF TRUSSES: PROVIDE ENGINEERED, PRE-FABRICATED 2x WOODTRUSSES FOR LOADS, SPANS, & CONDITIONS SHOWN. SPACE TRUSSES @ 24"O.C. MAX. & AS REQUIRED BY TRUSS MANUF. PROVIDE ALL REQUIREDINFILL FRAMING, BLOCKING, & BRACING AS REQ'D. TO FRAME ENTIREROOF ASSEMBLY. PROVIDE ALL NECESSARY SUPPORT CONDITIONS FORFRAMING ATTACHED TO WOOD TRUSSES. SECURE BEARING POINTS OFEACH TRUSS w/ GALVANIZED HURRICANE STRAPS AS SPECIFIED & DETAILED.

5. ROOF TRUSS DRAFTSTOP: PROVIDE DRAFTSTOPPING AS SPECIFIED ONARCH. DWGS. IN ROOF TRUSS AREA (IF REQ'D.), TYP.

6. ROOF SHEATHING: PROVIDE 58" EXTERIOR GRADE, SPAN RATED, CODECERTIFIED O.S.B. SHEATHING w/ H-CLIPS AS REQ'D., TYP.

7. ROOF SHEATHING NAILING SCHEDULE:· NAIL @ 6" O.C. AT DIAPHRAGM BOUNDARIES, OVER PERIMETER

WALLS, AND AT ALL RIDGES, HIPS,& VALLEYS.· NAIL @ 12" O.C. ALL INTERIOR SUPPORTS AND ALL OTHER PANEL

EDGES.· UN-BLOCKED DIAPHRAGM, USE 8d RING SHANK or 10d COMMON

NAILS w/ 112" PENETRATION, TYP.

8. OVERFRAMING BY TRUSS ENGINEER.

9. TYPICAL TRUSS TO HAVE SIMPSON "H10A" @ EACH WOOD SUPPORT ORSIMPSON "HETA16" @ EACH MASONRY SUPPORT, TYP. (U.N.O.)

10. TYPICAL 2-PLY GIRDER TRUSS TO HAVE SIMPSON "LGT2" & "MTS12" @ EACHBEARING POINT, & TYPICAL 3-PLY GIRDER TRUSS TO HAVE SIMPSON"LGT3-SDS2.5" @ EACH BEARING POINT, TYP. (U.N.O.)

11. TRUSS MANUF. NOTE: HATCHED AREAS INDICATE INTERIOR DESIGNCEILING ELEMENTS SUPPORTED BY THE ROOF TRUSSES. DESIGN TRUSSESFOR ADDITIONAL 5 PSF (MIN.) BOTTOM CHORD DEAD LOAD IN THESEAREAS. COORD. SPECIFIC DIMENSIONS, LOCATIONS, WEIGHTS, &DETAILING w/ ARCH. & INTERIOR DESIGN DRAWINGS, TYP.

Clubhouse Roof Framing Plan

Key Notes#

Roof Framing Plan

Typical Sheet Notes


B. EXTERIOR WALL SHEATHING TO BE 716" CDX PLYWOOD or O.S.B. (PROVIDE 1532"P.T. PLYWOOD @ 1st 48" ABOVE SLAB) FASTENED TO WOOD FRAMING w/ 8dRING SHANK NAILS @ 6" O.C. ALONG PANEL EDGES & 12" O.C. IN FIELD, TYP.

C. SEE SHEET "S2.01b" FOR WOOD BEAM/HEADER SCHEDULE, TRUSS FRAMINGDESIGN CRITERIA, & TYPICAL BUILT-UP WOOD STUD COLUMN DETAILS, TYP.

D. SEE SHEET "S2.02b" FOR FLORIDA BUILDING CODE COMPONENT & CLADDINGDESIGN WIND PRESSURE TABLE, TYP.

E. REFER TO SHEETS "S2.03b" FOR TYPICAL WOOD WALL FRAMING ELEVATIONSw/ STRAPPING & ANCHORAGES, TYP.

\\SC

D2B

AYN

AS\

hom

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Stat

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ruct

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Ser

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Cha

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Bro

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Ass

oci

ates

\201

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18-0

15 T

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Far

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12/

16/1

9

TLW

2965

WES

T S.

R. 4

34, S

UIT

E 10

0 ■

LO

NG

WO

OD

, FL

3277

9PH

ON

E 40

7/68

2-20

86 ■

FA

X 4

07/6

82-2

386

WW

W.S

CD

-EN

G.C

OM

FLO

RID

A C

.O.A

. NO

. 271

91


drawn by:

job no:

reviewed by:

date:

char

lan,

bro

ck &

ass

ocia

tes,

inc.

her

eby

rese

rves

it's

com

mon

law

cop

yrig

ht a

nd o

ther

pro

perty

righ

ts in

thes

e pl

ans,

idea

s, an

d d

esig

ns.

thes

e id

eas,

des

igns

, and

pla

ns a

re n

ot to

be

repr

oduc

ed, c

hang

ed o

r cop

ied

in a

ny fo

rm o

r man

ner w

hats

oeve

r, no

r are

they

to b

e as

signe

d to

any

third

par

ty, w

ithou

t firs

t obt

aini

ng th

e ex

pres

s writ

ten

perm

issio

n fro

m c

.b.a

., in

c. w

ritte

n d

imen

sions

shal

l hav

e pr

eced

ence

ove

r sca

le d

imen

sions

.

issue history:


10-03-1818-015

MA

RY M

OLT

ZAN

CHA

RLA

N B

ROC

K, A

AC

0079

8

TLWRCS

PERM

IT SE

T (F

OR

CO

NST

RUC

TION

)T

o t

he b

est

of

the D

esig

n E

ngin

eer's k

no

wle

dge, th

e p

lans a

nd s

pecific

atio

ns f

or t

his

pro

ject

co

mply

with t

he a

pplicable

min

imum

buildin

g c

odes a

s d

ete

rm

ined b

y t

he lo

cal auth

ority in a

cco

rdance w

ith t

he F

lorid

a S

tatu

tes.

CITY

OF

DA

YTO

NA

BEA

CH,

FL

FLBP

S IN

DEP

END

ENT

LIV

ING

LLC

2451

SE

GO

LFW

OO

D D

RIV

EST

UART

, FL

3499

6PH

. 321

-217

-155

4

Day

tona

Bea

ch, F

lorid

aTo

mok

a In

dep

end

ent L

ivin

g


3

3 12/06/19


3"112"

1'-0"

112"

9"

1'-0"

1'-0"

3"

112"

1'-0"

112"

9"

1'-0"

1'-0"

3"

112"

1'-0"

112"

9"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

3"

112"

1'-0"

112"

9"

1'-0"

1'-0"

1'-0"

3-PLY 2x4(1 ROW OF STAGGERED 30d

COMMON WIRE NAILS)

3-PLY 2x6(1 ROW OF STAGGERED 30d

COMMON WIRE NAILS)

4-PLY 2x4(1 ROW OF STAGGERED

30d COMMON WIRENAILS EACH PLY)

4-PLY 2x6(2 ROWS OF STAGGERED

30d COMMON WIRENAILS EACH PLY)

2S2.01b

Built-up Wood Stud Column SectionsSCALE: 34" = 1'-0"

S2.01bLO

AD

ING

DEPTH / PITCH

-----

BREEZEWAY(TRUSSES)

PITCHED ROOF(TRUSSES)

WOOD TRUSS FRAMING DESIGN CRITERIA

-----

BALCONY/PATIO(TRUSSES)

-----

INTERIOR FLOOR(TRUSSES)

TOTAL (PSF)

SPACING

USI

BCDL

BCLL

TCDL

TCLL

-----

VARIES

24" O.C.

40 PSF

10 PSF

20 PSF

-----

25%

10 PSF

----------

----- ----- -----

FLAT ROOF(TRUSSES)

VARIES

24" O.C.

50 PSF

10 PSF

30 PSF

-----

25%

10 PSF

2 SIMPSON "MST27" (ONE EACH SIDE)

2 SIMPSON "MSTI26" (ONE EACH SIDE)

2 SIMPSON "MSTA15" (ONE EACH SIDE)

MODEL NO.

"H2.5A"

"H10A"

RECOMMENDED SIMPSON CONNECTOR

"LGT3-SDS2.5"

"MTS12" + "H2.5A"

"HTS20" + "H10A"

BEAM & HEADER ANCHORAGE

8'-1" TO 12'-0"

4'-1" TO 8'-0"

UP TO 4'-0"

UPLIFTREQUIREMENT

0 - 500 LBS

500 - 1000 LBS

1000 - 1500 LBS

1500 - 2500 LBS

3050 LBS

3685 LBS

600 LBS

UPLIFT CAPACITY

1140 LBS

1600 LBS

2590 LBS

CONNECTOR SCHEDULESTYPICAL TRUSS STRAPPING

HEADER TO SUPPORT STUDSHEADER SIZE

170 LBS

410 LBS

110 LBS

LATERAL CAPACITY

285 LBS

110 LBS

285 LBS

2-PLY GIRDER (3000 LB MAX)

3-PLY GIRDER (3500 LB MAX)

"LGT2" + "MTS12"

"LGT4-SDS3" 4060 LBS 675 LBS4-PLY GIRDER (4000 LB MAX)

3"

2"

12"

2"

9"

12"

12"

3-PLY (BOLTED)

3-PLY (NAILED)

2-PLY (NAILED)12"

2"

12"

2"

12"

12" 12"

212"

2"

24"

2"

1412" 24"

3"

9"

2"2"

312"

2"3"

514" or 512"

2"3"

2"

514" or 512"

2"

4-PLY (BOLTED)

212"

General Structural Notes · 2020. 11. 6. · General Structural Notes General Structural Notes-\\SCD2BAYNAS\home\CloudStation\F\Structural Server\Charlan Brock & Associates\2018 Projects\18-015

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