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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 MI THE GOVERNING BUILDING CODE NOTED ABOVE
<br />2. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENTTHEDRAWINGS.SHOULDCONFLICTS
<br />EXIST BETWE04 THE DRAWINGS AND THE STRUCTURAL NOTES, THE STRICTIST PROVISION
<br />SMALL GOVERN.
<br />3. THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH
<br />INCLUDE ARCHITECTURAL., STRUCTURAL, MECHANICAL, ELECIRCAL, AND CNILSITE 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 SECTION%MAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED IN THE SECTIONS/MAILS, 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 />S. DO NOT SCALE STRUCTURAL. DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
<br />CONTACT THE ENGINEEPt
<br />7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE
<br />LOCAL GOVERNING ODES, CURRENT EDITION, AND ALL REQUIREMENTS SPECIFED IN THE
<br />CODES SHALL BE ADHERED TO AS F THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS.
<br />THIS SHALL NOT BE CONSTRUED TO MEAN THAT REQUIREMENES 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 REQUITED BY CODE
<br />S. THE ENGINEERS 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 484ROURS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS 'CONCRETE SCREW AND WSONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCRETEIMASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SMALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
<br />PRODUCTS: SIMPSON STRONG TIE TITEN TURBO, GENUNE TAPOON, OR HLTI 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 />11. POST INSTALLED EPDXY ANCHORAGE GENERICALLY NOTED WITHIN THESE DRAWINGS SHALL BE
<br />EITHER SIMPSON STRONG TIE SET36, OR HILT HR-HY-I50
<br />DESIGN CRITERIA:
<br />BUILDING RISK CATEGORY
<br />=I
<br />VERTICAL LOADING:
<br />ROOF TOP CHORD LIVE LOAD
<br />PSF (REDUCIBLE)
<br />ROOF TOP CHORD DEAD LOAD
<br />:20
<br />7 PSF
<br />ROOF TOP CHORD DEAD LOAD M E)
<br />-15 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (w/ STORAGE) =
<br />20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (w/0 STORAGE)
<br />- 10 PSF
<br />ROOF 130TTOM CHORD DEAD LOAD
<br />=10 PSF
<br />FLOOR LIVE LOAD
<br />-40 PSF
<br />FLOOR LIVE LOAD (SLEEPING ROOMS)
<br />-30 PSF
<br />FLOOR DEAD LOAD
<br />-ISPSF
<br />DECKSALLCONY LIVE LOAD
<br />-40 PSF
<br />NOTE TO TRUSS & I.IOIST MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
<br />SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
<br />LOCATION
<br />TOTAL LOAD
<br />LIVE LOAD
<br />MAX TOTAL
<br />DEFLECTION
<br />ROOF TRUSSES
<br />UM
<br />L/240
<br />1'
<br />FLOOR JOSTSIIRUSS
<br />L/JBO
<br />LU480
<br />1/2'
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE SW
<br />2. ANY MEMBER SUPPORTING BFUCKMASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF L/800
<br />3. FIELDSTONE APE 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 CRITERM TORNADO WIND SPEED .WA
<br />BASIC WIND SPEED -140 MPH
<br />EXPOSURE CATEGORY -C
<br />INTERNAL PRESSURE COEFFICIENT +/• 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CUSS -D
<br />SEISMIC DESIGN CATEGORY eA
<br />4. EARTH PRESSURE LOADING:
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND S. SEISMIC) -2000 PSF
<br />LATERAL EARTH EOUIVALENT FLUID PRESSURE
<br />WALLS LMNBRACED AT TOP -40 PCF
<br />WALL BRACED AT TOP -55 PCF
<br />S. GUARDIWLNANDRAILLOADING:
<br />ALL GUARDRAIL/MANDRILS 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 (IOC -ES) AC 273 -'ACCEPTANCE
<br />CRITERIA FOR NANDRULS 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 ACT 332
<br />"RESIDENTIAL CODE REOUIREMENTS FOR STRUCTURAL CONCRETE" EXCEPT AS MODIFIED BY
<br />STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
<br />3. CEMENT SHALL CONFORM TO ASTM C150'SPECIFICATION FOR PORILAND 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 />S. REINFORCING SHALL CONFORM TO ASTM "IS GRADE SM
<br />8. 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', ACT 315R
<br />7. RBWORCING STEEL AND WELDED WINE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />KASO 64 RAM WITHIN UPPER 2/3 OF SLAB AND 3/4" MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1AP' MINIMUM COVER AT EXTERIOR CONDITIONS
<br />OONpl1EBNOUBDIIM4AGAEIBTEARRk 3"
<br />..112- (#5 REBAR OR SMALLER) 2- (#S REBAR OR LARGER)
<br />+/. SW
<br />S. REINFORCING STEEL SMALL 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 />CONCRETE NOTES (CONTINUED):
<br />10 CONCRETE SHALL HAVE A MINIMUM 2 CAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />8LA84)NN•GRADE & CONCRETE BEAMS: 26M PSI
<br />i 1.CONTRACTOR SHALLTE 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 . INSEARHGDOWELSINTO
<br />WET CONCRETE B NOT PERMITTED. ANCHOR RODS AND STEEL INSET(TS SHALL BE SET BY
<br />TEMPLATE TO WITHIN US' TOLBANKE 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 ACT UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS S PER ACT 3% LOCATION OF LAP
<br />SPLICES SHALL BE AS INDICATEDON CONSTRUCTION DOCUMENTS.
<br />I&DOWELS INTO FOUNDATION SWILL 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 SMONN
<br />ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBER
<br />1S.ONE OF THE FOLLOWING CONCRETE SUB ON GRADE CRACK CONTROL METHODS SMALL BE
<br />USED (CONTRACTOR PREFERENCE):
<br />• CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A 1" MINMUMM 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' 8UB: 10 FEET O.C. EACH DIRECTION
<br />• WELDED WARE FABRIC (W.W.F4 US•WI.4XW1A. 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 SMALL BE 1/2' TO 2.1/4' IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
<br />3A POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WiTH ASTM C1116. THE MANUFACTU ER(SUPP I ER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL.
<br />18.CONTROL JOINTS SHALL BE FURNISHED WITH A FULL4.ENGTH KEYWAY CENTERED ON MEMBERS.
<br />WHERE THE SIZE OF KEY S NOT S140M ON THE DRAWINGS, THE KEY SHALL BE 25%OF THE
<br />CIDSS-SECTON DIMENSION OF THE MEMBER AND MINIMUM 1.1/2 INCHES INTO THE FIRST POUR
<br />OF CONCRETE.
<br />17.PRDVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REQUIRED
<br />EVEN F NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM ERECTION.
<br />i&CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI WSA 'STANDARD SPECIFICATION
<br />FOR CONCRETE CURING' AND ACT SM *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 CAPACrTYOF 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 SLOUGHING
<br />BEFORE AND DURING CONCRETE PLACEMENT. PROVIDE POLYETHYLENE VAPOR RETARDER
<br />COMPLYING WITH GOVERNING BUILDING CODE LISTED ON THIS SHEET AGAINST SOILS VOW -RE
<br />CONCRETE IS TO BE PLACED; LAP ALL EDGES 81NCH (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 />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 FOOTING
<br />EXCAVATION AFTER SU&GRADE APPROVAL, THE SUB -GRADE 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 EOUIPMENT TO MAINTAIN A DRY
<br />EXCAVATION UNTIL BACKFILL IS COMPLETE.
<br />S. 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 />NONCONFORMING WORK
<br />BAWIWNG:
<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 S 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 SUPPORTS IS INSTALLED.
<br />3. SACKFILL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF
<br />ORGANIC MATERIAL AND AGE COMPACTED TO 95%OF MAXIMUM DENSITY, AS DETERMINED BY
<br />THE MODIFIED PROCTOR METHOD (ASTM DIM, IN LIFTS NOT EXCEEDING 8INCHES.
<br />MASONRY NOTES:
<br />1. CONCRETE MASONRY HAS SEEN DESIGNED IN ACCORDANCE WITH ACI 530, -BUILDING CODE
<br />REQUIREMENTS FOR MASONRY STRUCTURES' MID SHALL BE CONSTRUCTED IN ACCORDANCE
<br />WITH ACT SMA, "SPECIFICATIONS FOR MASONRY STRUCTURES.-
<br />2. CONCRETE MASONRY SHALL CONFORM TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH I'm - 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 UNITSSHALL 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 8 UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
<br />CEMENTNME OR MASONRY CEMENT FOR MORTAR
<br />S. GROUT SHALL CONFORM TO ASTM C478 WITH MINIMUM 28•DAY COMPRESSIVE STRENGTH OF
<br />2.500 PSI.
<br />6. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 80.
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
<br />FREE OF MORTAR DROPPING&
<br />S. VERTICAL CMU WAIT REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
<br />CONCRETE FOUNDATION TO LATCH SITE 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 REINFORCING SHALL BE CONTINUOUS U.ON. 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 NOTE&
<br />BAR SIZE
<br />LAP SPLICE LENGTH
<br />BEND DIAMETER
<br />ACI HOOK
<br />#4
<br />2P
<br />3'
<br />i r
<br />#5
<br />25'
<br />33/4•
<br />I
<br />Are
<br />34•
<br />4.1/7
<br />IT,
<br />MASONRY NOTES (CONTINUED):
<br />10 REINFORCING BARS SHALL BE HELD IN POSITION BY HIRE 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 SMALL 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 ACT SWASCE 6 SPECIFICATION FOR MASONRY
<br />SIRJOTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY
<br />CONSOLIDATED MORATED) GROUT POURS.
<br />I I LIFTS OF GROUT SHALL BE KEYED 41NCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
<br />1& MASONRY MOW 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 FM.
<br />BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA- CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 34B -'BRACING CONCRETE
<br />MASONRY WALLS DUPING CONSTRUCTION.'
<br />WOOD FRAMING NOTES:
<br />1. STRUCTURAL SAWN LUMBER, SIR IMRAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
<br />BEEN DESIGNED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD
<br />CONSTRUCTION-1 (NDS)
<br />2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WI TH'PANEL DESIGN SPECIFICATION." AND
<br />SMALL CONFORM TO'VOLUNTARY PRODUCT STANDARD PSI CONSTRUCTION AND INDl167RIAL
<br />PLYWOOD'
<br />3. ORIENTED STRAND BOARD (0611) SMALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD PS2
<br />PERFORMANCE STANDARD FOR VVOOD•GASED STRUCTURAL. -USE PANELS".
<br />4. ALL BEAMS AND HEADERS SHALL BE (*MY LIMA
<br />S. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/Y DIAMETER CAST-NN-PLACE ANCHOR BOLTS WITH T EMBEDMENT,
<br />4- (MINIMUM) AND 1Y MAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3Y3"x0229" WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR SOLT SPACING - r-O" O.C.
<br />REFER TO'PREAPPROVED FIELD REPAIR NOTES' SECTION FOR ALTERNATE ANCHORAGE
<br />APPROVALS. FOR OTHER ANCHORS NOT LISTED, SUBMIT TO ENGINEER OR RECORD FOR
<br />REVIEW.
<br />e. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY -AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN Ilr ON
<br />TOP, SIDES, AND END(S) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
<br />MOISTURE BARRIER.
<br />7. STRUCTURAL SAWN LUMBER SHALL DE SPRUCE -PINE -FIR NOA /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />F•- 875 PSI_�Fri - 425 PSI FT - 45O PSI FC- 115O PSI FV- 135 PSI E- 140O KSI
<br />WITH THE MOISLLHH€ 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 09 TOP PLATES MALL BE OFFSET AT LEAST 24 INCHES AND SMALL BE NAILED WITH
<br />NOT LESS THAN (S-0.16Yx2-1/2" FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (9) 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 />F,- 1100 PSI F - 5S5 PSI FT- S75 PSI FC- 145O PSI FV- 175 PSI E-140O KSI
<br />WITH THE MOISTUA CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED IM
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />MKNKLIAM)OL PARAMIAMPOL(A) TEIGNBMRAlDIpI
<br />E - 2000 KS1 E . 1SOO KSI E s 1300 KSI
<br />Fe - 2WO PSI F• - 2400 PSI Fs - 1700 PSI
<br />i•) -'BOOZER BEAM 2.1 E' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PUNS 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 23/32 INCH, APA RATED SHEATHING 4WS 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 AFG01, APPLIED IN ACCORDANCE WITH
<br />THE MANUFACTURERS FACTURER'S RECOMMENDATIONS. PROVIDE 0.131 ")Q-117 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 />OFT
<br />Wr
<br />1OFT
<br />STUD
<br />SIZE
<br />HEADERSPAN
<br />(FT)
<br />4
<br />1J/IK
<br />1JAK
<br />1J/IK
<br />8
<br />1J/1K
<br />1J11K
<br />1JAX
<br />8
<br />1J/1K
<br />1J12K
<br />1J/3K
<br />10
<br />IJ/2K
<br />1J12K
<br />1JAK
<br />2x4
<br />12
<br />1IJ/2K
<br />1J/9K
<br />WAK
<br />14
<br />1.92K
<br />1JµK
<br />ENG
<br />16
<br />IJ/3K
<br />1JµK
<br />ENO
<br />16
<br />11.M
<br />ENG
<br />ENG
<br />WINDSPEED OF
<br />« 140 EXP. C
<br />WALL HEIGHT
<br />OFT
<br />OFT
<br />LOFT
<br />STUD
<br />SIZE
<br />HEADERSPAN
<br />(FT)
<br />4
<br />1J/1K
<br />1J/1K
<br />1J/1K
<br />6
<br />1J/IK
<br />IJAK
<br />INIK
<br />O
<br />tJ/IK
<br />IJ/1K
<br />1J/IK
<br />10
<br />1J/1K
<br />IJ/1K
<br />1J/iK
<br />2x8
<br />12
<br />1JAK
<br />IJ/IK
<br />1J/IK
<br />14
<br />1J IK
<br />INIK
<br />1J/1K
<br />18
<br />IJ/1K
<br />1JAK
<br />1J/1K
<br />18
<br />1JAK
<br />1JAK
<br />1JAK
<br />13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS; WALLS NOT SHOWN ON
<br />STRUCTURAL FRAMING PUNS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
<br />14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2)(STUDS AT 1S' O.C. MAXIMKMM U.N.O.
<br />NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
<br />GA. MINA GI 24" O.C. MAXIMUM.
<br />IS.STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
<br />GMER43EAMI PLY COUNT WITHIN 1/2' TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
<br />BLOCK ALL GIRDERBEAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
<br />1 & WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING
<br />ELEMENTS SHALL COMPLY WITH THE ITC TABLE R0023(1).
<br />17.FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD 1. JOIST MANUFACTURERS
<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 WORST SHALL
<br />CONFORM TO ASTM D SM.
<br />JURISDICTION SPECIFIC NOTES:
<br />1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT UNTIED TO LANAIS, PORCHES, AND
<br />BALCONIES A 1/2' (MINIMUM) EXTERIOR LADE SOFFIT BOARD WITH ACEME TITIOUS
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
<br />REQUIREMENTS OF ASTM OW 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 MANUFACTURER'S REQUIRMENTS AND I04ES 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 SWILL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FOR THE INDICATED
<br />LOADS WITH ANSI/TW 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 SMALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE -
<br />DE81GN=IBM NOTES SECTION.
<br />3. THIS PLAN S DEVELOPED FROM THE REVIEW OF MASTER TRUSS FILES. ANY LOT THAT DEVIATES
<br />FROM THE MASTER TRUSS FILE ON RE ORD,OR FOR PLANS FIELDSTONE AE B NOT
<br />CONTRACTED TO PERFORM TRUSS REVIEW ON, THE OONTRACTOR IS RESPONSIBLE 70 ASSURE
<br />THE DIRECT COMPLIANCE OF TRIES MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY
<br />ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPUFTAATERAL LOADS MPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
<br />AT ALL TRUSS -TO -TRIES, TRUSS-TO43EAM, AND BEAWTO•TRCBS CONNECTIONS.
<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 SPRINIQEPA 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 P.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 SCSF88IN.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 INOORIECT LOCATION.
<br />F THE WALL HAS NOT BEEN BOLT: DRILL AND EPDXY #5 REBAR OW LG.) INTO THE TH 004M
<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 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 18' (H) x 4' (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />RESAR (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 BEAMAIOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MISSIN GIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />NIOOONcpwm
<br />A IMW TITEN HD WITH I V4" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 1/2' DIAMETER ANCHOR BOLT WITH T EMBEDMENT INTO
<br />A IIr THREADED ROD SET40 EPDXY 7' EMBEDMENT WITH 134' MINIUM EDGE DISTANCE AND
<br />7.1A2r MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A IIr DIAMETER ANCHOR
<br />BOLT WITH T EMBEDMENT INTO CONCRETE
<br />BRDG ITRUADMAEOMIY(GIR311 k
<br />A 1/2'x8' TRTEN HD WITH 13/4" MINIMUM EDGE DISTANCE AND W MINIMUM END DISTANCE AT 4'$
<br />O.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT WITH T EMBEDMENT AT S'4Y O.C.; UKE MSE A
<br />IrZ tff TITEN HD WITH 13/4' MINIMUM EDGE DISTANCE AND W MINIMUM END DISTANCE AT 2d'
<br />O.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT WITH T EMBEDMENT AT 04r O.C..
<br />3. SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR SOLTS AND
<br />SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
<br />BASIC WIND
<br />SPEED (MPH)
<br />MAXIMUM
<br />SPACING
<br /><140
<br />04Y
<br />140
<br />V4•
<br />150
<br />11-T
<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 TRIES STRAP REPAIR" DETAIL
<br />WITHIN DRAWINGS.
<br />FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 1B" BUT LESS THAN 1.1/7 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 />1.1/2', INSTALL NEW ANCHORS.
<br />5. MASONRY WALL OVERHANGING SLAB
<br />01=0VENHWiG RlMI
<br />< 5/8' NO REPAIR REQD
<br />5/8' < OVERHANG < 1.11T GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>1-1)r CONTACT ENGINEER OF RECORD FOR REPAIR
<br />S. NOTCHED TOP PLATES S. STUDS REQUIRING REPAIR
<br />ATBIUDB STRUCTURAL REPAIR IS REOU1RED AT STUDS WHEN A STUD IS NOTCHED 70 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 ORILLEDAMED 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 />HOLE/NOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HS924MIS WITH (12)-tµ"X1-Ilr SDS
<br />SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-"#'-SDS3 WITH (12)-1µ"M' SDS SCREWS, WHERE
<br />'#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />AT TOP P XM. A HOLE, CUT, OR NOTCH THAT IS GREATER THAN W% OF THE PLATE WIDTH B
<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 />REQURED REPAIR 18 A GALVANIZED 16•GAUGE METAL TIE THAT IS AT LEAST 1.1/2" WIDE AND
<br />MUST BE FASTENED WITH(S)-18D NAILS ON EACH SIDE OF THE OPENING
<br />10 e
<br />Fieldstone �pMl
<br />C.O..A��.f#��ARCHITECURE:
<br />.w♦�� ��' "
<br />C.O.E.# ENGINEERING: lam' : No.
<br />29349
<br />O IBRAHEM ELAYEB, PE
<br />P.E.# 91476
<br />■ BENJAMIN NIESE, PE
<br />P.E.# ON25
<br />05/06/2024
<br />DATE
<br />I
<br />0, pp • Ai:
<br />�s�ONAI .
<br />11111111oxx
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