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GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2020 EDITION OF THE FLORIDA (INTERNATIONAL)
<br />RESIDENTIAL CODE AND APPLICABLE COUNTY CODE AMENDMENTS. STANDARDS LISTED IN
<br />STRUCTURAL NOTE SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE IDENTIFIED IN THE
<br />REFERENCED STANDARDS CHAPTER IN THE GOVERNING BUILDING CODE NOTED ABOVE.
<br />2. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS. SHOULD CONFLICTS
<br />EXIST 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 CML/SITE 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 SECTIONSNETNLS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED IN THE SECTIONS/DETAILS, EVEN IF THEY ARE NOT SPECIFICALLY
<br />REFERENCED ON THE PLANS.
<br />S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND
<br />PROCEDURES OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO TEMPORARY SHORING AND
<br />BRACING.
<br />6. DO NOT SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
<br />CONTACT THE ENGINEER.
<br />7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE
<br />LOCAL GOVERNING CODES, CURRENT EDITION, 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 CONSTRUED 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 />8. THE ENGINEER'S 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 BE ACCEPTED, REGARDLESS OF FAULT,
<br />WITHOUT PRIOR NOTIFICATION BY BUILDER WITHIN 48-H0URS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS'CONCRETE SCREW AND MASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCRETE/MASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
<br />PRODUCTS: SIMPSON STRONG TIE TITEN TURBO, GENUINE TAPCON, OR HILTI OUIK CON II.
<br />DESIGN CRITERIA:
<br />1. BUILDING RISK CATEGORY =II
<br />2. VERTICAL LOADING:
<br />ROOF TOP CHOIR LIVE LOAD =20 PSF (REDUCIBLE)
<br />ROOF TOP CHORD DEAD LOAD =10 PSF
<br />ROOF TOP CHORD DEAD LOAD (TILE) =15 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (w/ STORAGE)= 20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (W/o STORAGE)= 10 PSF
<br />ROOF BOTTOM CHORD DEAD LOAD =10 PSF
<br />FLOOR LINE LOAD -40 PSF
<br />FLOOR UVE LOAD (SLEEPING ROOMS) =30 PSF
<br />FLOOR DEAD LOAD =15 PSF
<br />DECK(BALCONY LIVE LOAD =40 PSF
<br />EXTERIOR FRAME WALLS
<br />w/OSB =10 PSF
<br />W/STUCCO -15 PSF
<br />w/BRICK -45 PSF
<br />INTERIOR WOOD WALL =7 PSF
<br />STAIRSAANDINGS -40 PSF
<br />SNOW CRITERIA:
<br />GROUND SNOW LOAD (PO) =0 PSF
<br />SLOPED ROOF SNOW LOAD (Ps) =0 PSF
<br />EXPOSURE FACTOR (Cal =1.0
<br />IMPORTANCE FACTOR (4) =1.0
<br />THERMAL FACTOR
<br />ROOF SLOPE FACTOR
<br />SNOW LOADS ADJACENT VERTICAL PROJECTIONS 8 LOW ROOFS ADJACENT TO HIGH
<br />ROOF ARE INCREASED FOR THE EFFECT OF DRIFTING
<br />3. LATERAL LOADING
<br />WIND CRITERIA:
<br />BASIC WIND SPEED =140 MPH
<br />EXPOSURE CATEGORY =C
<br />INTERNAL PRESSURE COEFFICIENT = +/- 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS -D
<br />SEISMIC DESIGN CATEGORY =A
<br />4. EARTH PRESSURE LOADING:
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND S, SEISMIC) =20DO PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP =40 PCF
<br />WALL BRACED AT TOP -55 PCF
<br />S. GUARDRAILMMDRAIL LOADING:
<br />ALL GUARDRAIUHANDRAILS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPLIED
<br />IN ANY DIRECTION. IN -FILL 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 COUNCIL EVALUATION SERVICES (CC -ES) AC 273 -'ACCEPTANCE
<br />CRITERIA FOR HANDRAILS AND GUARDS.'
<br />FOUNDATION NOTES:
<br />I. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD
<br />MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNER'S REPRESENTATIVE.
<br />2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL
<br />-CASES FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING
<br />A MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2000 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 DURING CONCRETE PLACEMENT. PROVIDE 6 MIL (MINIMUM)
<br />POLYETHYLENE VAPOR RETARDER AGAINST SOILS WHERE CONCRETE IS TO BE PLACED; LAP ALL
<br />EDGES B INCH (MINIMUM) AND SEAL WITH ADHESIVE
<br />4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NO STEEPER THAN ONE VERTICAL TO
<br />TWO HORIZONTAL U.N.O.
<br />S. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED
<br />OTHERWISE ON THE DRAWINGS.
<br />S. NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB -GRADE CONTAINING FREE
<br />WATER, FROST OR ICE. SHOULD WATER OR FROST, HOWEVER SLIGHT, ENTER A FOOTNG
<br />EXCAVATION AFTER SU"RADE APPROVAL, THE SU"RADE SHALL BE REINSPECTED BY THE
<br />GEOTECHNICAL ENGINEER# TESTING LABORATORY AFTER REMOVAL OF WATER OR FROST.
<br />7. CONTRACTOR SHALL FURNISH ALL REQUIRED DE -WATERING EQUIPMENT TO MAINTAIN A DRY
<br />EXCAVATION UNTIL BACKFILL IS COMPLETE
<br />FOUNDATION NOTES (CONTINUED):
<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, SUBGRADES, FILLS,
<br />BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS AND WALLS. HE SHALL
<br />SUBMIT REPORT TO THE ARCHITECT/ENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
<br />NON -CONFORMING WORK.
<br />BACKFILLING:
<br />1. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
<br />BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE SHORE AND/OR
<br />BRACE WALLS AS REQUIRED IF BACKFIWING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF FLOOR SYSTEM.
<br />2. WHERE BACKFlLL 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 TEMPORARY LATERAL SUPPORT TO THE TOP OF THE WALL UNTIL
<br />PERMANENT SUPPORT IS INSTALLED.
<br />3. BACKFILL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF
<br />ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY, AS DETERMINED BY
<br />THE MODIFIED PROCTOR METHOD (ASTM D1557), IN LIFTS NOT EXCEEDING 8 INCHES.
<br />CONCRETE NOTES:
<br />1. STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACT 332'RESIDENTIAL
<br />CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'.
<br />2. CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 332
<br />'RESIDENTIAL CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' EXCEPT AS MODIFIED BY
<br />STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
<br />3. CEMENT SHALL CONFORM TO ASTM CI SO'SPECIFICATION FOR PORTLAND CEMENT.' CONCRETE
<br />SHALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
<br />4. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33'SPECIFICATION FOR CONCRETE
<br />AGGREGATES.'
<br />5, REINFORCING SHALL CONFORM TO ASTM A-815 GRADE 80.
<br />6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACT STANDARDS:
<br />'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, ACI 315 - AND WAMIAL OF
<br />ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES', ACI 315R.
<br />7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />SLAB -ON -GRADE: WITHIN UPPER 2/3 OF SLAB AND 3/4' MNIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1/2• MINIMUM COVER AT EXTERIOR CONDITIONS
<br />CONCRETE (FOUNDATION) AGAINST EARTH: 3'
<br />FORMED CONCRETE 1-1/2' (#5 REBAR OR SMALLER) Y (#6 REBAR OR LARGE;)
<br />TOLERANCE: +/- 3/8'
<br />8. REINFORCING STEEL SHALL NOT BE CUT, BENT OR STRAIGHTENED IN THE FIELD UNLESS
<br />APPROVED BY THE STRUCTURAL ENGINEER OR AS INDICATED ON THE DRAWINGS.
<br />9. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING
<br />WHERE DETAILED SHALL CONFORM TO AWS DI A SPECIFICATION.
<br />10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS 8, FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE S CONCRETE BEAMS: 25M PSI
<br />I1.CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PUKE 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 1/8' TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
<br />EXACT PROJECTION INDICATED ON THE DRAWINGS, PRIOR TO PLACING CONCRETE.
<br />12.HOOKED BARS SHALL BE STANDARD 90 DEGREE HOOKS PER ACI UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACI 31 S. LOCATION OF LAP
<br />SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
<br />13.130WELS INTO FOUNDATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
<br />ALL COLUMNS, PIERS AND WALLS, 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 1' MINIMUM DEPTH WITHIN
<br />24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
<br />IS AS FOLLOWS:
<br />3-1/2' SLAB: 8 FEET O.C. EACH DIRECTION
<br />4' SLAB: 10 FEET O.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F.) 6XS.W1.4XW1.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1054 AND HAVE A
<br />MINIMUM SIDE AND END LAP OF 8 INCHES.
<br />• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENGTHS SHALL BE 1 /2' TO 2-1/4" IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
<br />3.0 POUNDS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER/SUPPUER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL
<br />1S. CONTROL JOINTS SHALL BE FURNISHED WITH A FULL-LENGTH KEYWAY CENTERED ON MEMBERS.
<br />WHERE THE SIZE OF KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY SHALL BE 25% OF THE
<br />CROSS-SECTION DIMENSION OF THE MEMBER AND MINIMUM 1.1/2INCHES 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 NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM ERECTION.
<br />18. CURING OF CONCRETE SURFACES SHALL CONFORM TO AC 308.1 'STANDARD SPECIFICATION
<br />FOR CONCRETE CURING' AND ACI 30OR *GUIDE TO CURING CONCRETE'.
<br />MASONRY NOTES:
<br />1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530,'BUILDING CODE
<br />REQUIREMENTS FOR MASONRY STRUCTURES' AND SHALL BE CONSTRUCTED IN ACCORDANCE
<br />WITH ACI 530.1, *SPECIFICATIONS FOR MASONRY STRUCTURES.'
<br />2. CONCRETE MASONRY SHALL CONFORM TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH PM - 1,15W PSI U.O.N. MASONRY SHALL HAVE A TEXTURE SUITABLE FOR STUCCO
<br />APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION.
<br />3. CONCRETE MASONRY UNITS SHALL BE LAID 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 UNLESS SPECIFICALLY INDICATED OTHERWISE USE EITHER PORTLAND
<br />CEMENTNME OR MASONRY CEMENT FOR MORTAR.
<br />S. GROUT SHALL CONFORM TO ASTM 0476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
<br />2.500 PSI.
<br />6. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM AST 5, GRADE S0.
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
<br />FREE OF MORTAR DROPPINGS.
<br />S. 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 CORNERS, EACH SIDE OF CONTROL JOINTS AND
<br />EACH SIDE OF WALL OPENINGS WITH (1)-" 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 SPLICES 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 INSTALLED IN THE
<br />FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF
<br />THE CONCRETE NOTES.
<br />BAR SIZE
<br />LAP SPICE LENGTH
<br />BEND DIAMETER
<br />ACI HOOK
<br />04
<br />2W
<br />3'
<br />1w
<br />#5
<br />25'
<br />33/4'
<br />Ur
<br />#6
<br />34•
<br />4-1/2'
<br />11'
<br />#7
<br />5
<br />13'
<br />10.REINFORCING BARS 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 YAW
<br />UFT GROUTING' OR "HIGH LIFT GROUTING' AS OUTLINED IN THE NCMA-TEK 3-2A - GROUTING
<br />FOR CONCRETE MASONRY WALLS AND ACT 530/ASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY
<br />CONSOUDATED (VIBRATED) GROUT POURS.
<br />I ZUFTS OF GROUT SHALL L BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
<br />13.MASONRY BELOW GRADE SHALL BE GROUTED SOUD.
<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 REQUIRED STRENGTH PM.
<br />BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 3-48 -'BRACING CONCRETE
<br />MASONRY WALLS DURING CONSTRUCTION.'
<br />WOOD FRAMING NOTES:
<br />1. STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
<br />BEEN DESIGNED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATION FOR WOOD
<br />CONSTRUCTION.- (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 />PLYWOOD.'
<br />3. ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD P82
<br />PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS'.
<br />4. ALL BEAMS AND HEADERS SHALL BE (2) PLY U.N.O.
<br />5. WOOD SILL PLATES AND WOOD WADS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/2' DIAMETER CAST4N-PLACE ANCHOR BOLTS WITH 7' EMBEDMENT,
<br />4- (MINIMUM) AND 12- (MINIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3•x3'A.229- WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR BOLT SPACING = 2-0.O.C.
<br />REFER TO'PRE-APPROVED FIELD REPAIR NOTES' SECTION FOR ALTERNATE ANCHORAGE
<br />APPROVALS. FOR OTHER ANCHORS NOT LISTED, SUBMIT TO ENGINEER OR RECORD FOR
<br />RENEW.
<br />S. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN 1/2' 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 -PINE -FIR 140.1 /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />N- 875 PSI F- 425 PSI FT = 45O PSI FC- 1150 PSI FV- 135 PSI E= 140O KSI
<br />WITH THE MOISTIdRE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />S. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2X) TOP PLATES
<br />INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
<br />DOUBLE (2X) TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
<br />NOT LESS THAN (8)-0.162-x2.1/2' FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2)) TOP PLATES
<br />OF EXTERIOR WADS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
<br />SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BASE DESIGN VALUES:
<br />FB= 110D PSI F = 565 PSI FT= 675 PSI FC= 1450 PSI Fy= 175 PSI E= 1400 KSI
<br />WITH THE MOISTUR% 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 />MICROLAM LVL PARALLAM PSL TIMBERST RAND LSL
<br />E - 2000 KSI E = 1 SW KSI E 1300 KSI
<br />Fa = 2000 PSI N = 2400 PSI Fe = 1700 PSI
<br />10. FLOOR SHEATHING SHALL BE 23/32 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 0.1 31'x2-1/2'COMMON NAILS AT 6 INCH
<br />O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
<br />11.FOR INTERIOR WALL HEADERS PROVIDE (1)-2X JACK STUD AND (1)-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.O
<br />ON DRAWINGS:
<br />WINDSPEED OF
<br /><- 140 EXP. C
<br />WAIL HEIGHT
<br />SIFT
<br />9FT
<br />LOFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />(FT)
<br />4
<br />1J/1K
<br />1J/1K
<br />1J/1K
<br />6
<br />1J/IK
<br />1J/1K
<br />1J/2K
<br />8
<br />11J/1K
<br />1J/2K
<br />1J/3K
<br />2x4
<br />10
<br />1J/2K
<br />1J/2K
<br />1JAK
<br />12
<br />1J/2K
<br />1J/3K
<br />1J/4K
<br />14
<br />1J/2K
<br />1JAK
<br />ENG
<br />16
<br />1J/3K
<br />1J/4K
<br />ENG
<br />18
<br />1J/31(
<br />ENG
<br />ENG
<br />WNDSPEED OF
<br /><- 140 EXP. C
<br />WAIL HEIGHT
<br />SIFT
<br />OFT
<br />10FT
<br />STUD
<br />SIZE
<br />HEADER SPIN
<br />iFn
<br />4
<br />1J/IK
<br />1J/1K
<br />INIK
<br />6
<br />IJ/1K
<br />1J/1K
<br />INIK
<br />8
<br />1J/1K
<br />1JfIK
<br />INIK
<br />10
<br />1J/1K
<br />1JAK
<br />INIK
<br />2x6
<br />12
<br />INIK
<br />1J/1K
<br />1J1IK
<br />14
<br />1J/1K
<br />1J/1K
<br />1J1IK
<br />16
<br />1J/1K
<br />1J/1K
<br />1J/Z
<br />18
<br />111K
<br />1JMK
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<br />I & WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS; WALLS NOT SHOWN ON
<br />STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
<br />14.LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2X STUDS AT IW O.C. MAXIMUM U.N.O.
<br />NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
<br />GA MIN.) ® 24- O.C. MAXIMUM.
<br />IS. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERSSEAMS SHALL MATCH THE
<br />GIRDER/BEAM PLY COUNT WITHIN 1/2' TOLERANCE P-PLY STUD COLUMN MINIMUM). SOLD
<br />BLOCK ALL GIRDERIBEAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
<br />16. WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING
<br />ELEMENTS SHALL COMPLY WITH THE IRC TABLE R802.3(i).
<br />17.FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURER.
<br />INSTALL PER MANUFACTURER'S RECOMMENDATIONS, NOTES, AND DETAILS. FLOOR FRAMING
<br />CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE FOR ILLUSTRATIVE PURPOSES ONLY TO
<br />DEPICT FLOOR SYSTEM -TO -WALL 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 hIOIST SHALL CONFORM TO ASTM D 5055.
<br />PRE-ENGINEERED ROOF TRUSS NOTES:
<br />1. 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 ANSI/TP11 'NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
<br />TRUSS CONSTRUCTION.' FINAL PRE-ENGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
<br />TO BE BY ROOF MANUFACTURERS DELEGATED ENGINEER.
<br />2. ROOF TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE
<br />DESIGN CRITERIA 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 COMPUANCE OF TRUSS
<br />MANUFACTURER LAYOUT TO THESE DRAWINGS S, VERIFY ALL TRUSS CONNECTORS ARE
<br />SUFFICIENT TO WITHSTAND THE UPUFTAATERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
<br />AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND BEAM -TO -TRUSS CONNECTIONS. IF ANY TRUSS
<br />CONNECTOR SHOWN IN THESE DRAWINGS CAPACITY HAS BEEN EXCEEDED, THE TRUSS
<br />MANUFACTURER SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY.
<br />5. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHAPE, OVERHANG, DIMENSIONS, SLOPES,
<br />SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
<br />S. THE POSITIONS, WEIGHTS, AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
<br />ELECTRICAL FIXTURES, PLUMBING, FIRE SPRINKLERS, ETC SHALL BE INCLUDED IN THE DESIGN
<br />OF THE TRUSSES BY THE TRUSS MANUFACTURER. SEE ARCHITECTURAL DRAWINGS FOR ATTIC
<br />ACCESS SI2E AND LOCATIONS.
<br />7. SUPERIMPOSED LOADS FROM SECONDARY FRAMING Q.E. SOFFITS, PARAPETS, VALLEY FRAMING,
<br />UPPER TRUSSES, ETC) SHALL BE INCLUDED IN THE DESIGN OF SUPPORTING TRUSSES.
<br />S. CONTRACTOR TO PROVIDE TRUSS BRACING PER SCSI.83IN ADDITION TO PERMANENT BRACING
<br />SHOWN ON THE TRUSS DESIGN PROVIDED BY THE DELEGATED TRUSS ENGINEER.
<br />PRE -APPROVED FIELD REPAIR NOTES:
<br />1. 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- LG.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR N
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12- LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAMIBONO 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• IN) x 4' (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />REBAR (32- LG.) INTO THE THICKENED EDGE OF SLAB. LAP VERTICAL REINFORCEMENT IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING 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. MISSING/MISPLACED ANCHOR SOLT: SILL PLATE ANCHORAGE SOLUTIONS
<br />INTO CONCRETE:
<br />A 1r2PxS' TITEN HD WITH 13/4' MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 1/2' DIAMETER ANCHOR BOLT WITH T EMBEDMENT INTO
<br />CONCRETE
<br />A 1/Y THREADED ROD SET-XP EPDXY T EMBEDMENT WITH 13/4' MINIMUM EDGE DISTANCE AND
<br />7-1/Y MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 1/2' DIAMETER ANCHOR
<br />BOLT WITH T EMBEDMENT INTO CONCRETE
<br />INTO GROUT FILLED MASONRY (GFCMU):
<br />A 1/Yh8' TITEN HO WITH 13/4• MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE AT W-S"
<br />O.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT AT V-0' O.C.; LIKEWISE A
<br />1/2'x8' TITEN HD WITH 13/4' MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE AT 2'3'
<br />O.C. REPLACES A I Ir DIAMETER ANCHOR BOLT WITH 7- EMBEDMENT ATV-0- O.C..
<br />3. MISSING/MISPLACED TRUSS STRAP ANCHOR: REFER TO 'MISSED TRUSS STRAP REPAIR' 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 (I.E. 3- LG. NAILS). WHEN GAP IS GREATER THAN
<br />1-1/2', INSTALL NEW ANCHORS.
<br />4. MASONRY WALL OVERHANGING SLAB
<br />BLOCK OVERHANG REPAIR
<br />< 5/9' NO REPAIR REO'D
<br />5/8' < OVERHANG < 1-1/2' GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>1.1/2' CONTACT ENGINEER OF RECORD FOR REPAIR
<br />S. NOTCHED TOP PLATES 8 STUDS REQUIRING REPAIR
<br />AT STUDS: STRUCTURAL REPAIR IS REQUIRED 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 DRILLED/BORED TO A DIAMETER EXCEEDING 40% OF THE STUD WIDTH IN
<br />BEARING WALLS, OR SD%OF THE STUD WIDTH IN NON -BEARING WALLS. IF THE MAXIMUM
<br />HOLEINOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HSS2-SDS1.5 WITH (12)-1/4'Xt-1/2" SDS
<br />SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2--#'-SOS3 WITH (12)-1 /4')W 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 BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE
<br />REQUIRED REPAIR IS A GALVANIZED 16-GAUGE METAL TIE THAT IS AT LEAST 1-1/2' WIDE AND
<br />MUST BE FASTENED WITH (8)-1 SO NAILS ON EACH SIDE OF THE OPENING.
<br />JURISDICTION SPECIFIC NOTES:
<br />1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
<br />BALCONIES A 1/Y (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMEWM04JS
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED 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 KAYCAR VINYL SOFFIT
<br />INSTALLED IN ACCORDANCE WITH MANUFACTURERS REQURRMENTS AND ]CC -ES EVALUATION
<br />REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703.1.
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<br />C.O.E.# ENGINEERING: No.
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<br />O IBRAHEM ELAYEB, PE
<br />P.E.# 91476
<br />■ BENJAMIN NIESE, PE % O STATE OF
<br />P.E.# 86025 i����� '•��OR1D0! •
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<br />+1 248.622.4035
<br />Florida
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<br />+1 813.466.3310
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