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GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2023 ft 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 CIVIUSITE 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/DETAJLS, 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 SMALL 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 P40T BE CONSTRUED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING
<br />MAY BE L40DIFIED 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 SCREW AND UASONRY 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 ITTEN TURBO, GENUINE TAPCON, OR HILT] KWIK-CON 11,
<br />10. CONTENT LINKED WITHIN OR CODES THAT MAY BE SHOWN WT111 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 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 (w/ STORAGE) =20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD IWO STORAGE) =10 PSF
<br />ROOF BOTTOM CHORD DEAD LOAD =10 PSIF
<br />FLOOR LIVE LOAD =40 PSIF
<br />FLOOR LIVE LOAD (SLEEPING ROOMS) =30 PSF
<br />FLOOR DEAD LOAD =15 PSF
<br />DECK/BALCONY 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 />I
<br />TOTAL LOAD
<br />I
<br />LIVE LOAD
<br />I
<br />MAX TOTAL
<br />DEFLECTION
<br />I ROOF TRUSSES
<br />I LJ240
<br />L/240
<br />I FLOOR JOISTS/TRUSS
<br />� L/360
<br />i L/480
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE 5/ir
<br />2. ANY MEMBER SUPPORTING BRICKIMASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF L/600
<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
<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
<br />4. 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 />5. GUARDRAIUHANDRAIL LOADING:
<br />ALL GUARDRAILIHANDRAJLS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPL
<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 QCC-ES) AC 273 - 'ACCEPTANCE
<br />CRITERIA FOR HANDRAILS AND GUARDS.'
<br />CONCRETE NOTES:
<br />I . STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER AGI 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 50 "SPECIFICATION FOR PORTLAND CEMENT." CONCRETE
<br />SMALL 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 />7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />SLAB�0"RADE: WITHIN UPPER 2/3 OF SLAB AND 3/4" MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-112" MINIMUM COVER AT EXTERIOR CONDITIONS
<br />OONCRIETIE FOUNDATKIN) AGW48T EARTH: 3-
<br />FORMED CONCRETE 1 -M- (*5 REBAR OR SMALLER) 2- (#6 REBAR OR LARGER)
<br />TOLEIRANOE. +/- 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 DIA SPECIFICATION.
<br />CONCRETE NOTES (CON-nNUED):
<br />10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 25W 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.) SX6-WI.4XW1.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTIA A -I 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 112'TO 2-1/4" IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
<br />3.0 POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WITH ASTM C1 116. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM CI 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 RRST 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 W8R "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 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 GEOTECHNfCAL 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 NTH ADHESIVE.
<br />4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL 13E 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 SLIGHT, ENTER A FOOTING
<br />EXCAVATION AFTER SUB -GRADE APPROVAL, THE SUB -GRADE SHALL BE RE INSPECTED BY THE
<br />GEOTECHNtCAL ENGINEERJ 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 />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 DI 557), IN LIFTS NOT EXCEEDING 8 INCHES.
<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 Fm = 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 SMALL 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 $HALL BE TYPE M. ELSEWHERE MORTAR MAY
<br />BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
<br />CEMENT/UME 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 />0, 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 />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 SPLICE LENGTH
<br />BEND DIAMETER
<br />ACI HOOK
<br />*4
<br />20'
<br />3'
<br />10,
<br />#5
<br />25'
<br />3-3/4'
<br />10M
<br />#6
<br />34'
<br />4-IR'
<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 />I I 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 530/ASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WM4OUr MECHANICALLY
<br />CONSOLIDATED (VIBRATED) GROUT POURS.
<br />12, LIFTS OF GROUT 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 />1 . 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 />1 ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO NOLUNTARY PRODUCT STANDARD PS2
<br />PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS".
<br />4. ALL BEAMS AND HEADERS SHALL BE (2)-PLY U.PLO.
<br />S. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/2DiAMETER 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"x0.229" WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR BOLT SPACING= 2'-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 NOA /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />Fs= 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 (a)-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,= 1100 PSI F, = 565 PSI FT= 675 PSI F, = 1450 PSI F� - 175 PSI E- 1400 KSI
<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 />MKNKXLAM LVL PARALLAM PSL TIMBERSTRAND LSIL
<br />E = 2000 KSI E 1800 KSI E 1300 KSI
<br />F, = 2600 PSI F, 2400 PSI F, 1700 PSI
<br />I') - 'BOOZER BEAM 2.1 E' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE'BOOZER BEAM 2.11F 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 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.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH OC AT INTERMEDIATE SUPPORTS.
<br />1 1.FOR INTERIOR WALL HEADERS PROVIDE (I)-2X JACK STUD AND (l)-2X KING STUD U.N.O. ON
<br />DRAWINGS.
<br />12.FOR EXTERIOR WALL HEADERS PROVIDE (I)-2x JACK STUD AND (l)-2x KING STUD, MINIMUM.
<br />REFER TO CHART BELOW U.N.0 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 />IJ/IK
<br />IJ/IK
<br />1J/IK
<br />6
<br />1J/1K
<br />1J/IK
<br />IJ/2K
<br />0
<br />IJ/1K
<br />1J/2K
<br />IJ/3K
<br />10
<br />1 J/2K
<br />1J/2K
<br />IJ/4K
<br />2x4
<br />-
<br />,2
<br />1J/2K
<br />1J/3K
<br />IJ/4K
<br />14
<br />1J/2K
<br />1J/4K
<br />ENG
<br />16
<br />171513K
<br />1J/4K
<br />ENG
<br />L
<br />18
<br />11 J/3K
<br />ENG
<br />ENG
<br />WINDSPEEDOF
<br />< = 140 EXP. C
<br />FW HEIGHT
<br />8FT
<br />9F`T
<br />1 OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />IT
<br />4
<br />1J/1K
<br />1J/1K
<br />1J/1K
<br />6
<br />1J11K
<br />IJ/1K
<br />1J/1K
<br />8
<br />IJ/IK
<br />IJ/1K
<br />IJ1IK
<br />10
<br />IJ/IK
<br />1J/IK
<br />1J/IK
<br />2X6
<br />12
<br />1J/IK
<br />IJ/IK
<br />1J/IK
<br />14
<br />1J/IK
<br />16
<br />IJ/1K
<br />lj/, K
<br />4IJ/IK1J/IK
<br />18
<br />1J/1K
<br />1J/IK
<br />I 1.111K
<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 2X OR METAL STUDS (18
<br />GA. MIN.) @ 24- O.C. MAXIMUM.
<br />15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
<br />GIRDERIBEAM PLY COUNT WITHIN I1Z TOLERANCE (2-PLY STUD COLUMN MINIMUK. 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(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 />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 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 KAYCAN VINYL SOFFIT
<br />INSTALLED IN ACCORDANCE WITH MANUFACTURERS REGUIRMENTS AND ICC-ES EVALUATION
<br />REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703 I
<br />PRE-ENGINEERED ROOFTRUSS 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 ANSifTPI I "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 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 UPLIFT/LATERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE RANGERS 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 POSI[TIONS, 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 O.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 #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 BEAMA30ND 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 WTrH 12" LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
<br />GROUTING OF WALL.
<br />2. MISSING/MISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />KM CONCRETE:
<br />A 1/2'x6" TITEN 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 1/2"THREADED ROD SET-3G 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 />IINTO GROUT FILLED MASONRY CGIROMIJI:
<br />A 1/2'x6"TITEN HD WITH 1-3/4* MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT N-8'
<br />O.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT AT 6-0" 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 />D.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 4'-0" OC
<br />3 SIMPSON MASA SILL ANCHORS MAYBE USED AS AN ALTERNATE TO THE ANCHOR 13OLTS AND
<br />SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
<br />BASIC WIND
<br />SPEED (MPH)
<br />MAXIMUM
<br />SPACING
<br />N
<br />6-V
<br />140
<br />V-6*
<br />I so
<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 REPAJR" DETAJL
<br />WITHIN DRAWINGS.
<br />FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 118'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- LG. NAILS). WHEN GAP IS GREATER THAN
<br />1-1/2", INSTALL NEW ANCHORS.
<br />5, MASONRY WALL OVERHANGING SLAB
<br />BLOCK OVERHANG REPAIR
<br />1 5/8' NO REPAIR REOD
<br />518" . OVERHANG < 1-1/2" GROUr 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 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 DRILLEDIBORED 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"X1 -1/2' SDS
<br />SCREWS. FOR MULTI -PLY ZX STUDS USE MSS2-'#"-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, CUFT, 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 I&GAUGE METAL TIE THAT IS AT LEAST 1-1 12"WIDE AND
<br />MUST BE FASTENED NTH (8)-1 6D NAILS ON EACH SIDE OF THE OPENING.
<br />000 Fieldstone
<br />C.O.A.# ARCHITECURE: EN
<br />AA26002802
<br />C.O.E.# ENGINEE No. 860
<br />29349
<br />E3 IBRAHEM ELAYEB, PE
<br />P.E.# 91476
<br />0 BENJAMIN NIESE, PE OF
<br />P.E.# 86025
<br />05/24/2024
<br />/ *10NAL
<br />DATE
<br />.6 E
<br />5
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<br />2 4�
<br />Michigan
<br />3400 Aubum Rd
<br />Suite 200
<br />Aubum Hills, MI 48326
<br />+1 248.622.4035
<br />Florida
<br />129D6 Tampa Oaks Blvd.
<br />Suite 150
<br />Tampa, FL 33637
<br />+1 B13.466.3310
<br />www.fieldstoneae.com
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