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GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2023 OBI EDITION OF THE FLORIDA ONTERNATIONAL)
<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 CMUSITE DRAWINGS.
<br />COORDINATE THE STRUCTURAL DRAWINGS WITH THE REOUIREMENTS SHOWN IN THE OTHER
<br />COMPONENTS OF THE CONTRACT DOCUMENTS.
<br />4. TYPICAL DETAILS AND OTHER SECTIONSDETAILS 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 REOUIREMENTS 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 />S. 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 REGARD. BACK CHARGES WILL NOT BE ACCEPTED, REGARDLESS OF FAULT,
<br />WITHOUT PRIOR NOTIFICATION BY BUILDER WITHIN 48-HOLORS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS 'CONCRETE SCREW AND'MRASONRY 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 TTTEN TURBO, GENUINE TAPCON, Oft HILTI KWIK-CON II.
<br />10. CONTENT LINKED WITHIN OR CODES THAT MAY BE SHOWN WITH THE DRAWING SET ARE FOR
<br />INFORMATIONAL PURPOSES ONLY AND THE PROFESSIONAL SEAL ON THIS DRAWING DOES NOT
<br />APPLY TO CONTENT CONTAINED WITHIN ANY OR CODES.
<br />11. POST INSTALLED EPDXY ANCHORAGE GENERICALLY NOTED WITHIN THESE DRAWINGS SHALL BE
<br />EITHER SIMPSON STRONG TIE SET3G, OR HILT HIT-HY-150
<br />DESIGN CRITERIA:
<br />1. BUILDING RISK CATEGORY -II
<br />2. VERTICAL LOADING:
<br />ROOF TOP CHORD LIVE LOAD =20 PSF (REDUCIBLE)
<br />ROOF TOP CHORD DEAD LOAD =7 PSF
<br />ROOF TOP CHORD DEAD LOAD (TILE) =15 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD IW/ STORAGE) =20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (W/o STORAGE) =10 PSF
<br />ROOF BOTTOM CHORD DEAD LOAD =10 PSF
<br />FLOOR LIVE LOAD =40 PSF
<br />FLOOR LIVE LOAD (SLEEPING ROOMS) =30 PSF
<br />FLOOR DEAD LOAD =15 PSF
<br />DECKIBALCONY LIVE LOAD =40 PSF
<br />NOTE TO TRUSS 8 IJOIST MANUFACTURERS - ROOF 6 FLOOR SYSTEM DELEGATED DESIGN
<br />SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
<br />LOCATION
<br />TOTAL LOAD
<br />WE LOAD
<br />MAX TOOT AL
<br />ROOF TRUSSES
<br />I LJ240
<br />L1240
<br />1'
<br />FLOOR JOISTS/TRUSS
<br />I L/360
<br />L l-
<br />1 /7
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE 5/8'
<br />2. ANY MEMBER SUPPORTING BRICK/MASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF LI6DO
<br />3. FIELDSTONE AE CANNOT BE HELD RESPONSIBLE FOR ANY STRUCTURAL ISSUES RELATED
<br />TO ANY BUILDING COMPONENT IF COMPONENT SHOP DRAWINGS ARE NOT SUBMITTED TO
<br />FAE FOR REVIEW PRIOR TO FABRICATION, DELIVERY, OR INSTALLATION
<br />3. LATERAL LOADING
<br />WIND CRITERIA: TORNADO WIND SPEED -NA
<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 8 SEISMIC) =2000 PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP =40 PCF
<br />WALL BRACED AT TOP =55 PCF
<br />5. GUARDRAILAUWDRAIL LOADING:
<br />ALL GUARDRAIL/HANDRAILS 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 />CONCRETE NOTES:
<br />1. STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 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 C150 "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-615 GRADE 60.
<br />6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
<br />'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, ACI 315 - AND -MANUAL 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 />6LAWN6 BADE: WITHIN UPPER 213 OF SLAB AND 314" MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1/2" MINIMUM COVER AT EXTERIOR CONDITIONS
<br />GONG ETE Aa0111DATT0l0 AOANBT EAffnt 3"
<br />FOAMED CONCRETE: 1-112- (,Y5 REBAR OR SMALLER) 2- (M6 REBAR OR LARGER)
<br />TOLERANCE +1- 3/8'
<br />S. RENFORGNG STEEL SHALL NOT BE CUT, BENT OR STRAIG�iTENED IN THE FIELD VNLESS
<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 D1.4 SPECIFICATION.
<br />CONCRETE NOTES (CONTINUED):
<br />10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS 8 FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE 8 CONCRETE BEAMS: 2500 PSI
<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 WRING 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 Ar 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 AG UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER AG 318. LOCATION OF LAP
<br />SPLICES 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 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 UNRENFORCED 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.) 6X6-W1.4XWI.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1064 AND HAVE A
<br />MINIMUM SIDE AND END LAP OF 8INCHES.
<br />• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENGTHS SHALL BE I TO 2-1/4' IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
<br />3.0 POUNDS N ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURERJSUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL
<br />16. 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 1.1/2 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 NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM ERECTION.
<br />18. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACT 308.1 'STANDARD SPECIFICATION
<br />FOR CONCRETE CURING' AND ACI XISR'GUIIDE TO CURING CONCRETE'.
<br />FOUNDATION NOTES:
<br />1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD
<br />MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNERS REPRESENTATIVE.
<br />2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES
<br />FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A
<br />MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2WO 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 SLOUGHING
<br />BEFORE AND DURING CONCRETE PLACEMENT. PROVIDE POLYETHYLENE VAPOR RETARDER
<br />COMPLYING WITH GOVERNING BUILDING CODE LISTED ON THIS SHEET AGAINST SOILS WHERE
<br />CONCRETE IS TO BE PLACED; LAP ALL EDGES 6 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 />5. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED
<br />OTHERWISE ON THE DRAWINGS,
<br />6. NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB -GRADE CONTAINING FREE
<br />WATER, FROST OR ICE. SHOULD WATER OR FROST, HOWEVER SUGHT, ENTER A FOOTING
<br />EXCAVATION AFTER SUB -GRADE APPROVAL THE SUB -GRADE SHALL BE RE INSPECTED 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 />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 />BACIFILL ING:
<br />1. DO NOT PUCE BACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
<br />BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PUCE. SHORE AND/OR
<br />BRACE WALLS AS REQUIRED IF BACKFILLNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF FLOOR SYSTEM.
<br />2. WHERE BACKFILL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
<br />BALANCED BACKFILL AGAINST FOUNDATION WAITS 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 UFTS NOT EXCEEDING 8 INCHES.
<br />MASONRY NOTES:
<br />1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH AG 530, 'BUILDING CODE
<br />REOVIREMENTS 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 - 1,500 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 EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
<br />CEMENT/LIME OR MASONRY CEMENT FOR MORTAR.
<br />5. GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
<br />2,500 PSI.
<br />6. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60.
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
<br />FREE OF MORTAR DROPPINGS.
<br />8. VERTICAL CMU WAIT 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)-*5 CONTINUOUS VERTICAL REINFORCING BARS..
<br />9. HORIZONTAL BOND BEAM AND VERTICAL RENFORGNG 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 SPLICE LENGTH
<br />BEND DIAMETER
<br />AG HOOK
<br />M4
<br />20'
<br />3•
<br />10'
<br />A15
<br />25'
<br />33/4'
<br />1&
<br />M6
<br />34'
<br />4-1/7
<br />11'
<br />MASONRY NOTES (CONTINUED):
<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 "LOW
<br />LIFT GROUTING' OR 'a LIFT GROUTING' AS OUTLINED IN THE NCMA-TEK 3-2A- GROUTING
<br />FOR CONCRETE MASONRY WALLS AND ACT 5301ASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY
<br />CONSOLIDATED (VIBRATED) GROUT POURS.
<br />12. LIFTS OF GROUT SHALL BE KEYED 4114CHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
<br />13. MASONRY BELOW 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 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 />t. 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 PS2
<br />PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS'.
<br />4. ALL BEAMS AND HEADERS SHALL BE M-PLY U.N.O.
<br />5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/7 DIAMETER CAST -IN -PLACE ANCHOR BOLTS WITH T EMBEDMENT,
<br />4" (MINIMUM) AND 12- (MAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3-x3-x0.M- WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR BOLT SPACING = 7-0' 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 />REVIEW.
<br />6. ALL LUMBER N 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 NOA NO2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />Fa= 875 PSI F - 425 PSI FT = 450 PSI F,= 1150 PSI Fv= 135 PSI E= 1400 KSI
<br />WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />8. 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 (6)-0.162-4-112- FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2X) TOP PLATES
<br />OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
<br />SOUTHERN YELLOW PINE NO2 OR BETTER WITH BASE DESIGN VALUES:
<br />Fa= 11 OD PSI F = 565 PSI FT- 675 PSI Fc= 1450 PSI FV= 175 PSI E= 1400 KSI
<br />WITH THE MOISTU4 CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED le%.
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />MICFK LLAM LVL PARALLAM PBL (h TROE iBTRAND t8L
<br />E = 2000 KSI E - 1800 KSI E = 13DO KSI
<br />F, - 2800 PSI FB - 2400 PSI FS = 1700 PSI
<br />I') -'BOOZER BEAM 2.1 F ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE'BOOZER BEAM 2.1E IS OF EQUAL OR GREATER SECTION
<br />DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
<br />10. FLOOR SHEATHING SHALL BE 23132 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 MELT APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
<br />THE MANUFACTURERS RECOMMENDATIONS. PROVIDE 0.131 "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 (1)-2x JACK STUD AND (1)-2x KING STUD, MINIMUM,
<br />REFER TO CHART BELOW U.N.O ON DRAWINGS:
<br />WINDSPEED OF
<br /><- 140 EXP. C
<br />WALL HEIGHT
<br />8FT
<br />9FT
<br />10FT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />IT
<br />4
<br />1J/1K
<br />1J/1K
<br />1J/1K
<br />6
<br />1J/1K
<br />1J/1K
<br />1J/2K
<br />8
<br />I 1J/1K
<br />1J/2K
<br />1J/3K
<br />10
<br />1J/2K
<br />1J/2K
<br />IJ/4K
<br />2x4
<br />12
<br />1J/2K
<br />1J/3K
<br />1J/4K
<br />14
<br />1J/2K
<br />1J/4K
<br />ENG
<br />76
<br />12
<br />1J/4K
<br />ENG
<br />18
<br />1J/3K
<br />ENG
<br />ENG
<br />WINDSPEED OF
<br /><= 140 EXP. C
<br />WAIT HEIGHT
<br />OFT
<br />9FT
<br />1OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />(FT)
<br />4
<br />1J/1K
<br />1J/1K
<br />INIK
<br />6
<br />1J/1K
<br />1J1IK
<br />1J/IK
<br />8
<br />1J/1K
<br />1J/1K
<br />1J/1K
<br />10
<br />1J/1K
<br />INIK
<br />1J/1K
<br />2x6
<br />12
<br />1J/1K
<br />1J/1K
<br />1J/1K
<br />14
<br />1J/iK
<br />1J/1K
<br />1J11K
<br />16
<br />1J/1K
<br />1J/1K
<br />IJJ1K
<br />18
<br />1J/1K
<br />1XIK
<br />1J/1K
<br />13. WALLS SHOWN ON THE FRAMING PUNS 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 16" O.C. MAXIMUM U.N.O.
<br />NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
<br />GA. MIN.) Q 24" O.C. MAXIMUM.
<br />15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
<br />GIRDER/BEAM PLY COUNT WITHIN 1 /2' TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
<br />BLOCK ALL GIRDER/BEAMS 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 R602.3(1).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURERS
<br />DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS d DEFLECTIONS IDENTIFIED
<br />IN THE DESIGN CRITERIA NOTES SECTION. INSTALL PER MANUFACTURERS RECOMMENDATIONS,
<br />NOTES, AND DETAILS. FLOOR FRAMING CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE
<br />FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM -TO -WALL CONNECTIONS.
<br />CHANGES TO THE CONCEPTUAL FLOOR LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER
<br />AND REVIEW FROM THE ENGINEER OF RECORD. PREFABRICATED WOOD I -JOIST SHALL
<br />CONFORM TO ASTM D 5065.
<br />JURISDICTION SPECIFIC NOTES:
<br />1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
<br />BALCONIES A 1/2' (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOUS
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PANTED MEETING THE
<br />REOUIREMENTS 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-1495 THE SOFFIT WILL COMPLY WITH R703.1.
<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/TPI 1 '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. THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS FILES. ANY LOT THAT DEVIATES
<br />FROM THE MASTER TRUSS FILE ON RECORD,OR FOR PUNS FIELDSTONE AE IS NOT
<br />CONTRACTED TO PERFORM TRUSS REVIEW ON, THE CONTRACTOR IS RESPONSIBLE TO ASSURE
<br />THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS d VERIFY
<br />ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPLIFTMTERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
<br />AT ALL TRUSS -TO -TRUSS, TRUSS -TO -SEAM, AND BEAM -TO -TRUSS CONNECTIONS.
<br />5. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHAPE, OVERHANG, DIMENSIONS, SLOPES,
<br />SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
<br />6. 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 SIZE 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 />8. CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSI-B3 IN 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 REINFORCEMENT AT AN INCORRECT LOCATION,
<br />IF THE WALL HAS NOT BEEN BUILT: DRILL AND EPDXY i5 REBAR (36' LG.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR 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 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 Is- (H) x 4' (V) AT FLOOR LEVEL DRILL AND EPDXY 05
<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 BEAMIBOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MISSINGIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />NTD CONCRETE.
<br />A 1 /2'x6" TTTEN HD WITH 1-3/4' MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR BOLT WITH 7• EMBEDMENT INTO
<br />CONCRETE.
<br />A 112' THREADED ROO SET3G EPDXY 7" EMBEDMENT WITH 13/4" MINIMUM EDGE DISTANCE AND
<br />7-1/2' MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 1/2' DIAMETER ANCHOR
<br />BOLT WITH 7" EMBEDMENT INTO CONCRETE.
<br />KID GROUT FLLED MA90N1Y (OFCMIR:
<br />A 1/2x6' TTTEN HD WITH 1-3A" MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE AT 4'-0"
<br />O.C. REPLACES A 12' DIAMETER ANCHOR BOLT WITH T EMBEDMENT AT 6-0" O.C.; LIKEWISE A
<br />1/2'x6' TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND O" MINIMUM END DISTANCE AT 2-0'
<br />O.C. REPLACES A 112" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 4'-0' O.C..
<br />3. SIMPSON MASH SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
<br />SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
<br />BASIC WIND
<br />SPEED (MPH)
<br />MAXIMUM
<br />SPACING
<br /><140
<br />6'-w
<br />1 40
<br />1'$
<br />150
<br />1".
<br />NOTES:
<br />1. MASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
<br />INSTALLED VERTICALLY ATTACHED TO STUD
<br />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 1-112" 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' I.G. NAILS). WHEN GAP IS GREATER THAN
<br />1-112'. INSTALL NEW ANCHORS.
<br />MASONRY WALL OVERHANGING SUB
<br />< 5/8' NO REPAIR REOD
<br />518" < OVERHANG < 1-1/2" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />> 1-1 /2' CONTACT ENGINEER OF RECORD FOR REPAIR
<br />NOTCHED TOP PLATES 8 STUDS REQUIRING REPAIR
<br />AT 6TiDN 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 WAITS;
<br />OR WHEN A HOLE IS DRILLED/BORED TO A DIAMETER EXCEEDING 40%OF THE STUD WIDTH IN
<br />BEARING WALLS, OR 60% OF THE STUD WIDTH IN NON -BEARING WALLS. IF THE MAXIMUM
<br />HOLEJNOTCH 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'X1-112" SDS
<br />SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2--♦--SDS3 WITH (12)-1/4-X3" SDS SCREWS, WHERE
<br />"N' CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />ATTDP PLATE$: 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 1-112" WIDE AND
<br />MUST BE FASTENED WITH (8)-16D NAILS ON EACH SIDE OF THE OPENING.
<br />000 Fieldstone
<br />O `� C
<br />C.O.A.# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERING: No. 860
<br />29349 -
<br />D IBRAHEM ELAYEB, PE �\
<br />P.E.# 91476
<br />■ BENJAMIN NIESE PE 0 STATE OF lV��
<br />P.E.# 86025 i�� ' !��ORIOO' • ' 0����
<br />05/24
<br />DATE
<br />MlcMpan
<br />3400 Aubum Rd
<br />Suite 200
<br />Aubum Hills, MI 48326
<br />+1 248.622.4035
<br />Florida
<br />129M Tampa Oaks Blvd.
<br />Suite 150
<br />Tampa, FL 33637
<br />+1 813.466.3310
<br />www.heldstoneae.com
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<br />I I DRAWN BY: I FAE I I
<br />VERSION: 5.0
<br />SHEET NAME
<br />COVER SHEET
<br />SHEET RY
<br />SO.1-140
<br />
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