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GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2023 Sth 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 CIVILISITE 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 SECTIONS/DETAILS, EVEN IF THEY ARE NOT SPECIFICALLY
<br />REFERENCED ON THE PLANS.
<br />5. 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-HOURS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS'CONCRETE SCREWANDMASONRY 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 KWIK-CON 11.
<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 />I 1.POST INSTALLED EPDXY ANCHORAGE GENERICALLY NOTED WITHIN THESE DRAWINGS SHALL BE
<br />EITHER SIMPSON STRONG TIE SET-3G, OR HILTI HIT-HY-150
<br />DESIGN CRITERIA:
<br />1. BUILDING RISK CATEGORY
<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 I* 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 & I -JOIST MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
<br />SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
<br />LOCATION
<br />TOTAL LOAD
<br />I
<br />LIVE LOAD
<br />MAX TOTAL
<br />DEFLECTION
<br />I ROOF TRUSSES
<br />I 1_1240
<br />I L/240
<br />1.
<br />I FLOOR JOISTS/TRUSS
<br />I L/360
<br />I L/480
<br />1/2"
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE 5/8"
<br />2. ANY MEMBER SUPPORTING BRICKIMASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF LJ600
<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 />LATERAL LOADING
<br />WIND CRITERIA: TORNADO WIND SPEED -=N/A
<br />BASIC WIND SPEED =140 MPH
<br />EXPOSURE CATEGORY -C
<br />INTERNAL PRESSURE COEFFICIENT 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS
<br />SEISMIC DESIGN CATEGORY
<br />EARTH PRESSURE LOADING:
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND & SEISMIC) =2000 PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP =40 PCF
<br />WALL BRACED AT TOP =55 PCF
<br />GUARDRAILIHANDRAIL LOADING:
<br />ALL GUARDRAILIHANDRAILS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPLE.
<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 (ICC-ES) AC 273 - -ACCEPTANCE
<br />CRITERIA FOR HANDRAILS AND GUARDS."
<br />CONCRETE NOTES:
<br />I . 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 Cl 50 "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 REINFORCEMENr, Aci 315 - AND 'MANUAL OF
<br />ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES-, ACI 315R.
<br />T 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" MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1 /2" MINIMUM COVER AT EXTERIOR CONDITIONS
<br />CONCRETE (RDUNDATION) AGAINST EARTH: 3"
<br />FORMED CONCREFF-* 1-1/2- (#5 REBAR OR SMALLER) 2- (#6 REBAR OR LARGER)
<br />TOLERANCE: +/- 318"
<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 D1.4 SPECIFICATION.
<br />CONCRETE NOTES (CONTINUED):
<br />10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE & 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 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 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 UNREINFORCED SLAB
<br />IS AS FOLLOWS:
<br />3-1/2" SLAB: 8 FEET D.C. EACH DIRECTION
<br />4" SLAB: 10 FEET D.C. EACH DIRECTION
<br />WELDED WIRE FABRIC (W.W.F.) 6X6-WIAXW1.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1 064 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/Z'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 C1 116. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM Cl 116 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 ACI 308.1 "STANDARD SPECIFICATION
<br />FOR CONCRETE CURING" AND ACI 308R'GUIDE 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 2000 PSF.
<br />3, SIDES OF FOUNDATIONS SHALL OF 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 13E PLACED ON OR AGAINST SUB -GRADE CONTAINING FREE
<br />WATER, FROST OR ICE- SHOULD WATER OR FROST, HOWEVER SLIGHT, 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 WiTER 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 />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 BACKFILLING 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 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 />MASONRY NOTES:
<br />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 />CONCRETE MASONRY SHALL CONFORM TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH Prn = 1,500 PSI U.0-N. MASONRY SHALL HAVE A TEXTURE SUITABLE FOR STUCCO
<br />APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION.
<br />CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND.
<br />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 />CEMENTILIME OR MASONRY CEMENT FOR MORTAR.
<br />GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
<br />2,500 PSI.
<br />STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60.
<br />VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
<br />FREE OF MORTAR DROPPINGS.
<br />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)45 CONTINUOUS VERTICAL REINFORCING BARS..
<br />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 126%
<br />OF SPECIFIED YIELD STRENGTH OF THE BAR. LAP VERTICAL REINFORCEMENT WITH M
<br />DOWELS OF SAME SIZE AND SPACING THAT HAVE BEEN PREVIOUSLY INSTALLED IN T��
<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 />ACI HOOK
<br />#4
<br />20"
<br />3.
<br />IV,
<br />#5
<br />25"
<br />�3/4--
<br />IV,
<br />#6
<br />11,
<br />4-1/Z'
<br />11.1
<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 "HIGH 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 WITHOUT MECHANICALLY
<br />CONSOLIDATED (VIBRATED) GROUT POURS.
<br />12. LIFTS OF GROLIT SHALL BE KEYED 4 INCHES 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 3-4B - "BRACING CONCRETE
<br />MASONRY WALLS DURING CONSTRUCTION."
<br />WOOD FRAMING NOTES:
<br />I . STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
<br />BEEN DESIGNED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD
<br />CONSTRUCTION.- INDS)
<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 (2)-PLY U.N.O.
<br />5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/2" DIAMETER CAST -IN -PLACE ANCHOR BOLTS 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, WITH NUT AND 3"x3"XD.229"WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR BOLT SPACING= Z-O"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 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 NO.1 /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />FB= 875 PSI F� = 425 PSI FT = 450 PSI Fc= 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 (8)-0.162"x2-1/2- 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 NO.2 OR BETTER WITH BASE DESIGN VALUES:
<br />F.=1100PSI F,=565PS] FT=675PSI F,=145OPSI F,=175PSI E=1400KSI
<br />WITH THE MOISTURE 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 />MICIIXXLAM LVL PARALLAM PSL TIMBERSTRAND LSL
<br />E = 200D KSI E 1800 KSI E 1300 KSI
<br />F, = 2600 PSI F, 2400 PSI F, 1700 PSI
<br />I-) - 'BOOZER BEAM 2.1 IF ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE'BOOZER BEAM 2.1 e IS OF EQUAL OR GREATER SECTION
<br />DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
<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 0.131"X2-1/2" COMMON NAILS AT 6 INCH
<br />O-C ALONG SUPPORTED PANEL EDGES AND 12 INCH OC AT INTERMEDIATE SUPPORTS.
<br />11. FOR INTERIOR WALL HEADERS PROVIDE (I)-2X JACK STUD AND (I)-2X KING STUD U.N.O. ON
<br />DRAWINGS.
<br />12. FOR EXTERIOR WALL HEADERS PROVIDE (l)-2x JACK STUD AND (l)-2x KING STUD, MINIMUM,
<br />REFER TO CHART BELOW U.N.0 ON DRAWINGS:
<br />WINDSPEE OF
<br />< 140 EXP. C
<br />WALL HEIGHT
<br />8FT
<br />9FT
<br />1 OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />IFT)
<br />4
<br />IJ/1K
<br />1J/1K
<br />1J/1K
<br />6
<br />1J/IK
<br />1J/1K
<br />1J/2K
<br />8
<br />1J/1K
<br />1J/2K
<br />IJ/3K
<br />10
<br />IJ/2K
<br />1J/2K
<br />I J/4K
<br />2x4
<br />12
<br />1 J/2K
<br />JJ/3K
<br />/3K
<br />1 J/4K
<br />14
<br />1J/2K
<br />1 J/4K
<br />ENG
<br />IJ/3K
<br />1 J/4K
<br />ENG
<br />IJ/3K
<br />ENG
<br />ENG
<br />WIN SPEED OF
<br />� = 140 EXP. C
<br />WALL HEIGHT
<br />8FT
<br />9FT
<br />1OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />IT
<br />4
<br />1J/IK
<br />1J/1K
<br />1J/1K
<br />6
<br />1J/IK
<br />1J/IK
<br />1J/1K
<br />8
<br />1J/IK
<br />1J/1K
<br />1J11K
<br />10
<br />1J/1K
<br />1J/1K
<br />1JJIK
<br />2X6
<br />12
<br />1J/IK
<br />IJ1IK
<br />IJ/1K
<br />14
<br />IJ/IK
<br />IJ/lK
<br />IJ/1K
<br />16
<br />IJ/lK
<br />1J/IK
<br />1J/1K
<br />18
<br />1 1J/IK
<br />1J/1K
<br />IJ/IK
<br />13. 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 16"O.C. MAXIMUM U.N.O.
<br />NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2XOR METAL STUDS (18
<br />GA. MIN.) @ 24- D.C. MAXIMUM.
<br />15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
<br />GIRDER/BEAM PLY COUNT WITHIN 1/Z'TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
<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 R602.3(l).
<br />17.FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURER'S
<br />DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS & 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 5055.
<br />JURISDICTION SPECIFIC NOTES:
<br />I . 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 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. I.
<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 />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 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 MANUFACTUREFtS 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 PLANS 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 & VERIFY
<br />ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPLIFULATERAL 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.
<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 (I.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 />I 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 #5 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 16" (H) 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 BEAMIBOND BEAM. COMPLETE
<br />GROUTING OF WALL.
<br />2. MISSING/MISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />1NM CONCRETE:
<br />A 1/2'x6" TITEN HD NTH 1-3/4" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT INTO
<br />CONCRETE.
<br />A 1/2"THREADED ROD SET-313 EPDXY 7" EMBEDMENT WITH 1-3/4" 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 />ONTO GROUT FILLED MASONRY (GFCMQ:
<br />A 1/2*x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE ATV-8"
<br />D.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT F-O"O.C.; LIKEWISE A
<br />1/2*x6"TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT Z-8"
<br />O.C. REPLACES A 112" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 4�-O"O.C..
<br />3. SIMPSON MASA 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�_Ol
<br />140
<br />V
<br />150
<br />V-3-
<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 />4. 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 />5. MASONRY WALL OVERHANGING SLAB
<br />BLOCK OVERHANCII REPAIR
<br />< 5/8" 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 />6� NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
<br />AT =DS: 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 DRILUED/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 />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"Xl-1/2" SDS
<br />SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-"#'-SDS3 WITH (12)-1/4"X3" SDS SCREWS, WHERE
<br />"#"CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />AT TOP : 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)-16D NAILS ON EACH SIDE OF THE OPENING.
<br />0000 Fieldstone
<br />C.O.A.# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERIN
<br />No. 8
<br />29349
<br />13 IBRAHEM ELAYEB, PE
<br />P.E.# 91476
<br />STATE OF
<br />0 BENJAMIN NIESE, PE
<br />0
<br />Xc
<br />P.E.# 86025
<br />06/20/2024
<br />MAU
<br />DATE
<br />Pt
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<br />�.O _6
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<br />Michigan
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<br />Suite 200
<br />Aubum Hills, MI 48326
<br />+1 248.622.4035
<br />Florida
<br />12906 Tampa Oaks Blvd.
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<br />+1 813.466.3310
<br />www.fieldstoneae.com
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<br />DRAWN BY: I =FAE
<br />VERSION. 5=0
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<br />COVER SHEET
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<br />SO.1-140_
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