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GENEML STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2020 EDITION OF THE FLORIDA (INTERNATIONAL4
<br />RESIDENTIAL CODE. 7th EmnoK AND APPIUCABLE COUNTY CODE AMENDMENTS. STANDARDS
<br />LISTED IN STRUCTURAL NOTE SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE
<br />IDENTIFIED IN THE REFERENCED STANDARDS CHAPTER IN THE GOVERNING BUILDING CODE
<br />NOTED ABOVE.
<br />2. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS. SHOULD CONFLICTS
<br />EDOST BETWEEN THE DRAWINGS AND THE STRUCTURAL NOTES, THE STRICTEST PROVISION
<br />SHALL GOVERN.
<br />3. THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH
<br />INCLUDE ARCHITECTURAL. STRUCTURAL, MECHANICAL, ELECTRICAL, AND ClVILjS1TE DRAWINGS.
<br />COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
<br />COMPONENTS OF THE CONTRACT DOCUMENTS.
<br />4. TYPICAL DETAILS AND OTHER SECTIONS/DETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED IN THE SECTIONSADETAILS. EVEN IF THEY ARE NOT SPECIFICALLY
<br />REFERENCED ON THE PLANS.
<br />S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND
<br />PROCEMIRES OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO TEMPORARY SHORING AND
<br />BRACING,
<br />S. DO NOT SCALE STRUCTLIRAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CUEAFL,
<br />CONTACT THE ENGINEER
<br />7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE
<br />LOCAL GOVERNING CODES, CURRENT EDTTION, AND ALL REQUIREMENTS SPECIFIED IN THE
<br />CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS.
<br />THIS SHALL NOT BE CONSTRUIED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING
<br />MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR
<br />BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.
<br />S. THE ENGINEEITS SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT.
<br />ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. ANY DEVIATIONS
<br />OR DISCREPANCIES ON THESE PLANS MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF
<br />THE ENGINEER OF RECORD. BACK CHARGES WILL NOT 13E ACCEPTED, REGARDLESS OF FAULT,
<br />WITHOUT PRIOR NOTIFICATION 13Y BULDER WITHIN 48+10URS AND INVESTIGATION By
<br />FIELDSTONE.
<br />9. THE TERMS 'CONCRETE SCREW AND IMASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCRETEAIASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTUREII
<br />PRODUCTS: SIMPSON STRONG TIE TITEN TURBO. GENUINE TAPCON. OR HILTI OUIK CON 1.
<br />DESIGN CRITERIA:
<br />1. BUILDING RISK CATEGORY -11
<br />2. VERTICAL LOADING:
<br />ROOF TOP CHORD LIVE LOAD -20 PSF (REDUCIBLE)
<br />ROOF TOP CHORD DEAD LOAD -10 RIF
<br />ROOF TOP CHORD DEAD LOAD 15 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD W STORAGE) - -20 PSF
<br />ROOF soTrm CHORD LIVE LOAD (%V/o smwl�--___�- I o PsF
<br />ROOF BOTTOM CHORD DEAD LOAD -IOPSF
<br />FLOOR LIVE LOAD -40 PSF
<br />FLOOR LIVE LOAD PLEEPING ROOMS)________730 PSF
<br />FLOOR DEAD LOAD -15 PSF
<br />DECKSALCONY LIVE LOAD -40 PSIF
<br />EXTERIOR FRAME WALLS
<br />WOOSB -10 PSF
<br />W/STUCCO -15PSF
<br />w/BRICK -45 PSF
<br />INTERIOR V400D WALL -7PSF
<br />STAIRSAANDINGIS -40 PSF
<br />SNOW CRITERiA:
<br />GROUND SNOW LOAD ft -0 PSF
<br />SLOPED ROOF SNOW LOAD PSF
<br />EXPOSURE FACTOR (Ce) -1.0
<br />IMPORTANCE FACTOR
<br />THERMAL FACTOR (CQ -1.0
<br />ROOF SLOPE FACTOR (Co) -1.0
<br />SNOW LOADS ADJACENT VERTICAL PROJECTIONS T -LOW ROOFS ADJACENT TO HIGH
<br />ROOF AIRE INCREASED FOR THE EFFECT OF DRIFTING
<br />3. LATERAL LOADING
<br />WIND CRITERLAL,
<br />BASIC WIND SPEED -140 MPH
<br />EXPOSURE CATEGORY -c
<br />INTERNAL PRESSURE COEFFICIENT - +/- 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS -0
<br />SEISMIC DESIGN CATEGORY A
<br />4. EARTH PRESSURE LOADIN&
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND & SEtSMIC)____-72DOO PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP -40 PCF
<br />WALL BRACED AT TOP -55 PCF
<br />5. GUARDRAILAMNDRAJL LOADING,
<br />ALL GUARDRAIL/HANDRAILS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPLJED
<br />IN ANY DIRECTION. IN4:IUL COMPONENTS OF GUARDRAIL SHALL MEET 50 PSF. THESE LOADS
<br />ARE TO BE EVALUATED INDEPENDENTLY AND ARE NOT TO ACT CONCURRENTLY WITH ANY
<br />OTHER LIVE LOAD. DEFLECTION OF GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE
<br />INTERNATIONAL CODE COUNCII. EVALUATION SERVICES QCC-ES) AC 273 - 'ACCEPTANCE
<br />CRITERIA FOR HANDRALS AND GUARDS'
<br />FOUNDATION NOTES:
<br />1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING LNDBW40UND UTILITIES AND FIELD
<br />MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNERS REPRESENTATNE.
<br />2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN AIRE MINIMUM ELEVATIONS. IN ALL
<br />CASES FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING
<br />A MINIMUM NET ALLOWA13LE BEARING CAPACITY OF 2OW PSF.
<br />3. SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.
<br />FOUNDATIONS POURED AGAINST THE EARTH REQUIRED THE FOLLOWING PRECAUTIONS: SLOPE
<br />SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER AND CLEAN UP
<br />SLOUGHING BEFORE AND MW84G CONCRETE PLACEMENT PROVIDE 6 MIL (MINIMUM
<br />POLYETHYLENE VAPOR RETARDER AGAINST SOILS WHERE CONCRETE IS TO BE RACED, LAP ALL
<br />EDGES 6 INCH (FAMULAQ AND SEAL WITH ADHESIVE
<br />4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NO ST89-M THAN ONE VERTICAL TO
<br />TWO HORIZONTAL U.N.O.
<br />5. FOOTINGS SHALL BE CENTERED UNDER OOLUM14S AND WALLS UNLESS SPEOFICALLY DETAILED
<br />OTHERWISE ON THE DRAWINGS.
<br />6. NO FOOTNW OR SLA138 SHALL BE PLACED ON OR AGA94ST SUB-� CONTAINING FREE
<br />WATEFk FROST OR ICE. SHOIJUD WATER OR FROST, HOWEVER SILKIHT, ENTER A FOOTING
<br />EXCAVATION AFTER SU"RADE APPROVAL, THE S1JB*RADE SHLAU. BE RE WSPECTED BY THE
<br />GEOTECHNICAL EINGINEEN TESTING LABORATORY AFTER REMOVAL OF WATER OR FROST.
<br />7. CONTRACTOR SHALL FURNISH ALL REQUIRED DE-WATBW40 EQUIPMENT TO MAINTAIN A DRY
<br />EXCAVATION UNTIL BACKFILL IS COMPLETE.
<br />8. A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF WORK PERFORMED SHALL INSPECT
<br />THE CONDITION AND ASSURE -THE ADEQUACY OF ALL SITE PREPARATION. SUSGAADES. FILLS,
<br />EIACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS. SLABS AND WALLS. HE SHALL
<br />SUBMIIIT REPORT TO THE ARCHITECTIENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
<br />NOWOONFORMING WORK.
<br />BACKFIWNG:
<br />I . DO NOT PLACE EIACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
<br />BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE. SHORE ANDIOR
<br />BRACE WALLS AS REQUIRED IF BACKFILLING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF RJOOR SYSTEM.
<br />2. WHERE BACKFILL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
<br />BALANCED BACKFILL AGAINST FOUNDATION WALLS TO ELIMINATE LATERAL LOAD EFFECTS. OR
<br />PROVIDE NECESSARY TEMPORAIT( LATERAL SUPPORT TO THE TOP OF THE WALL UNTIL
<br />PERMANENT SUPPORT IS INSTALLED.
<br />3. BACKIFILL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF
<br />ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY. AS DE!"ERMINED BY
<br />THE MODIFIED PROCTOR METHOD (ASTM DI 667). IN LIFTS NOT EXCEEDING 8 INCHES.
<br />CONCRUE NOTES:
<br />I . STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332'RESIDENTIAL
<br />CODE REOUIREMENTS FOR STRUCTURAL CONCRETE*.
<br />2. CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 332
<br />'RESIDENTIAL CODE REQUIREMENTS FOR STRUCTURAL CONCRIETE* EXCEPT AS MODIFIED BY
<br />STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
<br />3. CEMENT SHALL CONFORM TO ASTM C1 50 'SPECIFICATION FOR PORTLAND CEMENT.' CONCRETE
<br />WALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE
<br />4. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33'SPECIFICATtON FOR CONCRETE
<br />AGGREGATES.'
<br />5. REINFORCING SHALL CONFORM TO ASTM A-61 5 GRADE 90.
<br />6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS*
<br />`DETAILS AND DETAILING OF CONCRETE REINFORCEMENr, ACI 315 - AND WANUAL OF
<br />ENGNEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES, ACI 31 SR.
<br />7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />SLAB�IRADF-, WITHIN UPPER 213 OF SLAB AND 3/4' MINIMUM COVER AT INTERIOR
<br />CONDITIONS: I-Itr MINIMUM COVER AT EXTERIOR CONDITIONS
<br />CONCRETE (IFOUNDATION) AGAINST EARTH: 3'
<br />FORMED CONCRETE: 1-1/2- (#5 REBAR OR SMALLER) 2- (#6 REBAR OR LARGER)
<br />TOLERANCE: +/- 318*
<br />a. REINFORCING STEEL SHALL NOT BE CUT. SENT OR STRAIGHTENED IN THE FIELD UNLESS
<br />APPROVED BY THE STRUCTURAL ENGINEER OR AS INDICATED ON THE DRAWINGS.
<br />S. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING
<br />WHERE DETAILED SHALL CONFORM TO AWS 01.4 SPECIFICATION.
<br />10. CONCRETE SHALL HAVE A MINIMUM 2114)AY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE & CONCRETE BEAMS: 2500 P84
<br />11. CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING
<br />CONCRETE AND PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THEIR POSITION WITHIN
<br />SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. INSERTING DOWELS INTO
<br />WET CONCRETE IS NOT PERMITTED. ANCHOR RODS AND STEEL INSERTS SHALL BE SET BY
<br />TEMPLATE TO WITHIN A I/r TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
<br />EXACT PROJECTION INDICATED ON THE DRAWNGS, PRIOR TO PLACING CONCRETE.
<br />1 Z HOOKED BARS SHALL BE STANDARD 90 DEGREE HOOKS PER ACI UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP BRUCE SHALL BE CLASS 9 PER ACI 31 & LOCATION OF LAP
<br />SPUCIES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
<br />13. DOWELS INTO FOUNDATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
<br />ALL COLUMNS. PIERS AND WALL% UNLESS OTHERWISE NOTED.
<br />14. CONTRACTOR SHALL OBTAIN APPROVAL PRIOR TO PLACING OPENINGS OR SLEEVES NOT SHOWN
<br />ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBER
<br />15. ONE OF THE FOLLOWING CONCRETE SLAB ON GRADE CRACK CONTROL METHODS SHALL BE
<br />USED (CONTRACTOR PREFERENCE):
<br />• CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A I * MINIMUM DEPTH WITHIN
<br />24 HOURS OF CONCRETE PLACEMENT MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
<br />IS AS FOLLOWS:
<br />3-1 Ir SLAB: 8 FEET D.C. EACH DIRECTION
<br />4' SLAB: 10 FEET D.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F.) GX6-WI.4XWI.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS POLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1 064 AND HAVE A
<br />MINIMLIM SIDE AND END LAP OF 0 INCHES.
<br />• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENGTHS SHALL BE I/r TO 2-IW IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 314 TO
<br />3.0 POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WITH ASTM CI I I& THE MANUFACTURER/SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM CI I 16 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL
<br />I S. CONTROL JOINTS SHALL BE FUP441SHED WITH A FUU,4RNGTH KEYWAY CENTERED ON MEMBERS.
<br />WHERE THE SUE OF KEY IS NUT MOWN ON THE DRAWINGS, THE KEY 94ALL BE 25% OF THE
<br />C41OBS-SECTION DIMENSION OF THE MEMBER AND MINIMUM 1-1 A INCHES INTO THE FIRST POUR
<br />OF CONCRETE
<br />17. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REQUIRED
<br />EVEN IF 140T SHOWN ON THE DRAWINGS, PROVIDE CONCRETE FILL AFTER BEAM ERECTION.
<br />I & CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 306.1 "STANDARD SPECIFICATION
<br />FOR CONCRETE CURING* AND ACI 3W'GUME TO CURING CONCRETE'.
<br />MASONRY NOTES:
<br />I . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 630, 'BUILDING CODE
<br />FEQUIREMENTS FOR MASONRY STRUCTURES'AND SHALL BE CONSTRUCTED IN ACCORDANCE
<br />MTN ACI 530.1. -SPECIFICATIONS FOR MASONRY STRUCTURES.-
<br />2. CONCRETE MASONRY SHALL CONFORM TO ASTM GOD AND HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH Pm - 1.500 PSI U.O.N. MASONRY SHALL HAVE A TEXTURE SUITABLE FOR STUCCO
<br />APPUCATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION.
<br />3. CONCRETE MASONRY UNITS SHALL BE LAE) IN RUNNING BOND.
<br />4. MORTAR FOR ALL MASONRY SHALL CONFORM TO ASTM C270 WITH MINIMUM COMPRESSIVE
<br />STRENGTH OF 2.000 PSI. MORTAR BELOW GRADE SHALL BE TYPE M. ELSEWHERE MORTAR MAY
<br />BE ETHER TYPE M OR S L24LEM SPECIFICALLY INDICATED OTHERWISE USE EITHER PORTLAND
<br />CEMENTAJME OR MASONRY CEMENT FOR MORTAR
<br />S. GROUT SHALL CONFORM TO ASTM 0476 NTH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
<br />2AW PSI.
<br />S. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A61 5, GRADE 90.
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY.
<br />FREE OF MORTAR DROPPINGS.
<br />8. VERTICAL CMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
<br />CONCRETE FOUNDATION TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING UNLESS
<br />NOTED OTHERWISE. REINFORCE CMU CORE AT COMM, EACH SIDE OF CONTROL JONTS AND
<br />EACH SIDE OF WALL OPENINGS WITH (l)-*S CONTINUOUS VERTICAL REINFORCING BARS.
<br />MASONRY NOTES (CONTINUED):
<br />9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS U.O.N. LAP
<br />SPLICE REINFORCING PER THE SCHEDULE OR USE MECHANICAL SPLJCES ADEQUATE FOR 125%
<br />OF SPECIFIED YIELD STRENGTH OF THE BAR LAP VERTICAL REINFORCEMENT WITH MINIMUM
<br />DOWELS OF SAME SIZE AND SPACING THAT HAVE BEEN PREVIOUSLY 94STALLED IN THE
<br />FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF
<br />THE CONCRETE NOTES.
<br />13AR SIZE
<br />LAP SPICE LENGTH
<br />BEND DIAMETER
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<br />I O.REINFORCINGBARS SHALL BE HELD IN POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO
<br />ENSURE DESIGN LOCATION AND LAP. PLACE BARS AND LAP PRIOR TO GROUTING.
<br />11. GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR 'LOW
<br />LIFT GROUTING" OR 'KOH LIFT GROUTING* AS OUTLINED IN THE NCMA-TEK 3-2A - GROUTING
<br />FOR CONCRETE MASONRY WALLS AND ACI 5301ASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WfTHOUT MECHANICALLY
<br />CONSOLIDATED (VIBRATEq GROUT POURS.
<br />12. LIFTS OF GROUT SHALL BE KEYED 4 IN04ES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
<br />I & MASONRY 13ELOW GRADE SHALL BE GROUTED SOLID.
<br />14. CONTRACTOR SHALL BRACE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
<br />ROOFS ARE IN PLACE, AND THE MASONRY HAS REACHED 75% OF THE REC"RED STRENGTH F`M.
<br />02AONG SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NOMA TEK 3-413 - "BRACING CONCRETE
<br />MASONRY WALLS DURING CONSTRUCTION.*
<br />WOOD FRAMING NOTES:
<br />I . STRUCTLIRAL SAWN LUMBER. STRUCTIAAL COMPOSITE LUMBER AND CONNECTIONS HAVE
<br />BEEN DESIGNED IN ACCORDANCE WITH THENATIONAL DESIGN SPECIFICATION FOR WOOD
<br />coNsTRucnON.- (NDS)
<br />2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH'PANEL DESIGN SPECIFICATION.'AND
<br />SHALL CONFORM TO -VOLUNTARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
<br />F1011,100O.-
<br />3. ORIENTED STRAND BOARD (OSB) WALL CONFORM TO NOWNTARY PRODUCT STANDARD P82
<br />PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS'.
<br />4. ALL BEAMS AND HEADERS WALL BE M-PLY 113LO.
<br />S. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED NTH Ifr DIAMETER CAST -IN -PLACE ANCHOR 13OLTS WITH 7' EMBEDMENT,
<br />4- (MINIMUM) AND 12- (MAXIMUM) FROM END OF SILL PLATE(S). LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE. NTH NUT AND 3-w)0.22V WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR BOLT SPACING - 7-W O.C.
<br />REFER TO'PRE-APPROVED, FELD REPAIR NOTES' SECTION FOR ALTERNATE ANCHORAGE
<br />APPROVALS. FOR OTHER ANCHORS NUT LISTED. SUBMIT TO ENGINEER OR RECORD FOR
<br />REVIEW.
<br />6. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAM140 CLEARANCES LESS THAN Ilr ON
<br />TOP, SIDES, AND END(S) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
<br />MOISTURE BARRIER
<br />7. STRUCTURAL SAWN LUMBER SHALL BE SPRUCE-PINIE-FIR NOA /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />F,-975PSI F -425PSI FT-45OPSI FC-115OPSI FV-135PSI E-140OKS1
<br />WITH THE MO1SiI3RE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />8. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2)9 TOP PLATES
<br />INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
<br />DOUBLE Mg TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
<br />NOT LESS THAN @K`142-4-1/2- FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2)9 TOP PLATES
<br />OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
<br />SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BASE DESIGN VALUES:
<br />Fo-1100PSI F =565PS! Fr-875PSI FC-145OPSI Fv-175PSI E-140OKSI
<br />WITH THE MOISTUA% CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />MXNXXJ AM LVIL PARALLAM PSL TIMBERSTRAND LSL
<br />E - 2000 KSl E - 1800 KSI E - 1300 KSI
<br />F, - 2600 PSI F, - 2400 PSI N = 1700 PSI
<br />10. FLOOR 94FATHWO SHALL BE UW INCH, APA RATED SHEATHING, 48/24 MIN.. EXPOSURE 1.
<br />INSTALL WITH THE LONG DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS
<br />AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. PANEL EDGES SHALL BE
<br />TONGUE AND -GROOVE. FLOOR SHEATHING SHALL BE GLUED AND NAILED TO SUPPORTING
<br />MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01. APPLIED IN ACCORDANCE WITH
<br />THE MANUFACTURERS RECOMMENDATIONS. PROVIDE 0.131'x2-I/r COMMON NAILS AT 8 INCH
<br />O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
<br />1 I.FOR INTERIOR WALL HEADERS PROVIDE (l)-2)(JACK STUD AND (I)-2X KING STUD U.N.O. ON
<br />DRAWINGS.
<br />12. FOR EXTERIOR WALL HEADERS PROVIDE JACK STUD AND KING STUD PER CHART BELOW U.N.0
<br />ON DRAWINGS:
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<br />13. WALLS SHOWN ON THE FRAMNO PLANS ARE LOAD BEARING WALLS; WALLS NOT SHOWN ON
<br />STRUCTURAL FRAMING PLAINS ARE INTERIOR NON-LDADM BEARING PARTITION WALLS.
<br />14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2)(STUDS AT I S' D.C. MAXIMUM U.N.O.
<br />NM4-LOAD BEARING PARTITION WALLS MALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
<br />GA- MIN.) 0 24- D.C. MAXIMUM.
<br />I S. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIROERSAIEAMS SHALL MAT04 THE
<br />GRDEIMBEAM PLY COUNT WITHIN 1/2- TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
<br />BLOCK ALL GIRDERIBEAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
<br />I & WHEN NOT SHOWN ON DRAWIINGS OR DETAILS. THE NAILING SCHEDULE FOR WOOD FRAPAN13
<br />ELEMENTS SHALL COMPLY WITH THE PC TABLE FIN113(l).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD �- JOIST MANUFACTURER.
<br />INSTALL PER MANUFACTURERS RECOMMENDATIONS, NOTES. AND DETAILS, FLIDOR FRAM1W
<br />CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE FOR ILLUSTRATIVE PURPOSES ONLY TO
<br />DEPICT FLOOR SYSTEM-TO-WAUL CONNECTIONS. CHANGES TO THE CONCEPTUAL FLOOR
<br />LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER AND REVIEW FROM THE ENGINEER OF
<br />RECORD PREFABRICATED WOOD I -JOIST SHALL CONFORM TO ASTM 0 5055.
<br />PRE-ENGINEERED ROOF TRUSS NOTES:
<br />I . ROOF TRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUAL ONLY TO ILLUSTRATE
<br />TRUSS -TO WALL CONNECTIONS AND DOES NOT SERVE AS A ROOF TRUSS DESIGN. ROOF
<br />TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FOR THE INDICATED
<br />LOADS WITH ANWTPl I "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
<br />TRUSS CONSTRUCTION.' FINAL PRE-(NGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
<br />TO BE BY ROOF MANUFACTURERS DELEGATED ENGINEER
<br />2. ROOF TRUSSES SHAUL BE DESIGNED FOR THE SUPERIMPOSED WADS IDENTIFIED IN THE
<br />GIN CRITTERIA NOTES SECTION.
<br />3. FOR PLANS FIELDSTONE AE IS NOT CONTRACTED To PERFORM TRUSS REVIEW ON, THE
<br />CONTRACTOR IS RESPONSIBLE TO ASSURE THE DIRECT COMPLIANCE OF TRUSS
<br />MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY ALL TRUSS CONNECTORS AIRE
<br />SUFFICIENT TO WITHSTAND THE UPUFTAATERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOAM
<br />AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEM, AND BEAM -TO -TRUSS CONNECTIONS. IF ANY TRUSS
<br />CONNECTOR SHOWN IN THESE DRAWINGS CAPACITY HAS BEEN EXCEEDED, THE TRUSS
<br />MANLIFACTURIER SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY
<br />S. REFER TO ARCHTTECTLIRAL DRAWINGS MR TRUSS SHAPE. OVERHANG, DNWEI�Wow SLOPES.
<br />SPANS, DRAINAGF- BEAFW40 WALL HEIGHTS. ETC.
<br />S. THE POSITIONS, WEIGHTS, AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
<br />ELECTRICAL FWURES, PLUMBING, FIRE SPRINKLERS. ETC 94ALL BE INCLUDED IN THE DESIGN
<br />OF THE TRUSSES BY THE TRUSS MANUFACTURER. SEE ARCHITECTURAL DRAWINGS FOR ATTIC
<br />ACCESS SIZE AND LOCATIONS.
<br />7. SUPERIMPOSED LOADS FROM SECONDARY FRAMING (LE SOFFITS, PARAPETS. VALLEY FRAMING.
<br />UPPER TRUSSES. ETC) SHALL BE INCLUDED IN THE DESIGN OF SUPPORTING TRUSSES.
<br />CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSM IN ADDITION TO PERMANENT BRACING
<br />SHOWN ON THE TRUW DESIGN PROVIDED BY THE DUEGATED TRUSS ENGINEER.
<br />PRE -APPROVED FIELD REPAIR NOTES:
<br />I . MISPLACED DOWEL REPAIR: THIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OF
<br />REBAR VERTICAL REINFORCMENT AT AN INCORRECT LOCATION.
<br />IF THE WALL HAS NOT BEEN BUILT: DRILL AND EPDXY *5 REBAR (36' I-G.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRICTED, LAP REBAR IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH I r LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
<br />CORRECT LOCATION APPROXIMATELY 16' (H) x 4' (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />REGAIN Or La) INTO THE THICKENED EDGE OF SLAB. LAP VERTICAL REINFORCEMENT IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDIJUE- RACING A HOOKED BAR WITH 12- LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAWBOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MISSINGIMISPLACED ANCHOR BOLT.* SILL PLATE ANCHORAGE SOLUTIONS
<br />INTO CONCRETE:
<br />A Ir.W TITEN HD WITH 1 -314* MINIMUM EDGE DISTANCE AND 6' MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 1/2' DIAMETER ANCHOR BOLT WITH r EMBEDMENT INTO
<br />CONCRETE.
<br />A I /T THREADED ROD SETAP EPDXY r EMBEDMENT WITH 1,V4* MINIMLIM EDGE DISTANCE AND
<br />7-1/2' MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A W DIAMETER ANCHOR
<br />BOLT WITH r EMBEDMENT INTO CONCRETE
<br />INTO GROUT FILLED MASONRY (GFCMtj):
<br />A IrZW TITEN HD WITH 1144' MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE ATV-S"
<br />O.C. REPLACES A 112* DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT 6-0' D.C.; LIKEWISE A
<br />I "" TITEN HD WITH 1,V4* MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 2-41"
<br />D.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT ATV-0" D.C..
<br />& MISSIN"ISPLACED TRUSS STRAP ANCHOR REFER TO'MISSED TRUSS STRAP REPAJFr DETAIL
<br />WITHIN DRAWINGS.
<br />FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 1/8* BUT LESS THAN 1-1/2"FROM
<br />THE FACE OF THE TRUSS, A SHIM SHALL BE PROVIDED AND NAIL LENGTH INCREASED TO
<br />PENETRATE THROUGH BOTH PLYS OF MATERIAL Q.F 3- I.G. NAILS). WHEN GAP IS GREATER THAN
<br />1-11r. INSTALL NEW ANCHORS.
<br />4. MASONRY WALL OVERHANGING SLAB
<br />BLOCK OVERHANG REPAIR
<br />< Sir NO REPAIR REOI)
<br />SW < OVERHANG < 1 -1 Ir GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>1-w CONTACT ENGINEER OF RECORD FOR REPAIR
<br />5. NOTCHED TOP PLATES A STUDS REQUIRING REPAIR
<br />AT STUDS: STRUCTURAL REPAIR IS REOUIRED AT STUDS WHEN A STUD IS NOTCHED TO A DEPTH
<br />GREATER THAN 25% OF THE WIDTH IN BEARING WALLS, OR 40% IN NON -LOAD BEARING WALLS;
<br />OR WHEN A HOLE IS DRILUED/BORIED TO A DIAMETER EXCEEDING 40% OF THE STUD WIDTH IN
<br />BEARING WALLS, OR W% OF THE STUD WIDTH IN NOWBEARING WALLS. IF THE MAXIMUM
<br />HOLEMOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 2XSTUD USE HSS24MI.5 WITH (I 2)-1/4XI -1 Ir SIDS
<br />SCREWS. FOR MULTI-M-Y 2XSTUDS USE HSS2--*--SDW WITH (I 2)-1/4-a- BOB SCREWS. WHERE
<br />'#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />AT TOP PLATES: A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS
<br />REMOVED FOR PIPING (EXCEPT WHEN THE SIDE OF THE WALL WITH THE NOTCH OR CUT IS
<br />COVERED 13Y WOOD STRUCTURAL PANEL SHEATHING). OR THE PLATES ARE CUT THROUGH. THE
<br />REQUIRED REPAIR IS A GALVANIZED I 6-GAUGE METAL TIE THAT IS AT LEAST 1-112* WIDE AND
<br />MUST BE FASTENED WITH (8)-1 6D NAILS ON EACH SIDE OF THE OPENING.
<br />JURISDICTION SPECIFIC NOTES:
<br />I . FOR PARTIALLY 84CLOSED AREAS, INCLUDING BUT NOT LIMITED TO LAMB, PORCHES, AND
<br />BALCONIES A 1/2- (MINIMLIMI EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOUS
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PANTED MEETING THE
<br />REQUIREMENTS OF ASTM C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD
<br />PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
<br />WITH R703.1.
<br />2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
<br />INSTALLED IN ACCORDANCE WITH MANUFACTURERS REQUIRMENTS AND ICC-ES EVALUATION
<br />REPORT ESR-t495 THE SOFFIT WILL COMPLY WITH R703.1.
<br />Fieldswne
<br />C.OJL# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERING:
<br />29349
<br />(3 IBRAHELA ELAYEB, PE
<br />P.E.# 9f476
<br />0 BENJAMIN NIESE, PE
<br />P.F-# 86025
<br />02/13/2024
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<br />3400 Auburn Rd
<br />Sufte 200
<br />Autxjm Hills, MI 4&326
<br />+1 248.UZ4035
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<br />12WS Tampa Oaks Blvd.
<br />Suite 150
<br />Tampa, FL 33637
<br />+1 813.468.3310
<br />www.fiekkqor)eae.com
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<br />DRAWN BY. I FAE I
<br />VERSION: 5:.:0]
<br />SHEETNAME
<br />COVER SHEET
<br />SHEEET #
<br />SO.1-140_
<br />
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