|
GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2023 Slh EDITION OF THE FLORIDA INTERNATIONAL)
<br />RESIDENTIAL CODE AND APPLICABLE COUNTY CODE AMENDMENTS. STANDARDS LISTED IN
<br />STRUCTURAL 140TE 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 CONFUCTS
<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, MECHANICAI, ELECTRICAL, AND ClVIlJSrTE DRAWINW.
<br />COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
<br />COMPONENTS OF THE CONTRACT DOCUMENTS.
<br />4. TYPICAL DETAILS AND OTHER SECTIONSIDETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED IN THE SECTIONSIDETAX-S, EVEN IF THEY ARE NOT SPECIFICALLY
<br />REFERENCED ON THE PLANS.
<br />S. THE CONTRACTOR 94ALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND
<br />PROCEDURES OF CONSTRUCTION, INCLUDING BUT NOT LIMITIED TO TEMPORARY 940FONG AND
<br />BRACING.
<br />6. DO NOT SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR
<br />CONTACT THE ENGINEER
<br />7. CONSTRUCTION MALL 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 SMALL NOT 13E CONSTRUED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING
<br />MAY BE L4001FIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR
<br />BECAUSE THEY ARE NOT SPECIFICALLY REC"RED 13Y CODE-
<br />8. 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 4&+IOURS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS 'CONCRETE SCREW AND IIIIASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCRETEAVAONRY 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, Oft HILTI KWIK4DON 11.
<br />10. CONTENT LINKED WITHIN OR CODES THAT MAY 13E SHOWN NTH 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 SMALL BE
<br />EITHER SIMPSON STRONG TIE SET,3A OR HILTI HIT-HY-1 50
<br />DESIGN CRITERIk
<br />1. BUILDING FISK CATEGORY -11
<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 (nLE) -15PSF
<br />A" BOTTOM CHORD LIVE LOAD W STORAGE) _-!--20 RIF
<br />ROOF BOTTOM CHORD LIVE LOAD Wo STORAGE) -- 10 PSF
<br />ROOF BOTTOM CHORD DEAD LOAD -10 RIF
<br />FLOOR LIVE LOAD -40 PSF
<br />FLOOR LIVE LOAD (SLEEPING ROOMS) =30 PSF
<br />FLOOR DEAD LOAD -15 PSF
<br />DECK(BALCONY LIVE LOAD -40PSF
<br />NOTE TO TRUSS A IIOIST MANUFACTURERS - ROOF & PCO-OR SYSTEM OELE-GATED DESIGN
<br />SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
<br />LOCATION
<br />TOTAL LOAD
<br />LIVE LOAD
<br />MAN TOTAL
<br />DEFLECTION
<br />ROOF TRUSSES
<br />I I"
<br />W40
<br />ftA�
<br />FLOOR JOISTSTRUSS
<br />I LAW
<br />I lAAn
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLA
<br />MEMBERS SHALL 13E 5Ar
<br />2. ANY MEMBER SUPPORTING BRICK4AASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF LAW
<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 CRTTERLA.
<br />BASIC WIND SPEED -14OLIPH
<br />EXPOSURE CATEGORY -C
<br />INTERNAL PRESSURE COEFFICIENT 0.1 S WENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS -D
<br />SEISMIC DESIGN CATEGORY -A
<br />EARTH PRESSURE LOADING:
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND & SEISMICI -2000 PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP -40PCF
<br />WALL BRACED AT TOP -55 POF
<br />GUARDRAILJHANORAIL LOADINM'
<br />ALL GUARDRAILIHANDRAILS SMALL MEET 200 LBS (MINIMIUM) CONCENTRATED FORCE APPLIED
<br />IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL MEET 50 RIF 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 POC-ES) AC 273 - 'ACCEPTANCE
<br />CRITERIA FOR MANDRAILS AND GUARDS!
<br />CONCRETE NOTES:
<br />I . STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332 *RESIDENTIAL
<br />CODE REOUIREMENTS FOR STRUCTURAL CONCRETE*.
<br />2. CONCRETE PRODUCTION AND PLACEMENT SMALL CONFORM TO THE REQUIREMENTS OF ACI 332
<br />'RESIDENTIAL CODE REQUIREMENTS FOR STRUCTURAL CONCRETE* EXCEPT AS MODIFIED BY
<br />STRUCTURAL REQUIREMENITS NOTED ON THE DRAWINGS,
<br />3. CEMENT SHALL CONIFORM TO ASTM Cl 50"SPECIFICATION FOR PORTLAND CEMENT.'CONCRETE
<br />SMALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
<br />4. CONCRETE AGGREGATES SMALL CONFORM TO ASTM CSS'SPECIFICATION FOR CONCRETE
<br />AGGREGATES."
<br />5. RENFORCING SHALL CONFORM TO ASTM A-61 5 GRADE SM
<br />6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
<br />DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, ACI 315 - AND WANUAL OF
<br />ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTUREW, ACI 315FL
<br />7. REINFORCING STEEL AND WELDED WIFE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />IL41111401111,4111MIX WITHIN UPPER 2A OF SLAB AND 3/4" MINIMUM DOVER AT INTERIOR
<br />CONDITIONS; 1-1/2'MINIMUM COVER AT EXTERIOR CONDITIONS
<br />0011101PIE1111 11110011JIMIX1101411 AGAMEAfflft 3*
<br />collllc� 1-1/2- (#5 FEW OR SMALLER) r (#6 REBAR OR LARGER)
<br />71011.1111111111111411011h +/- 3fir
<br />8. 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 SMALL CONFORM TO AWS 131.4 SPECIFICATION.
<br />WNCRETE NOTES (CONTINUED):
<br />10. CONCRETE SHALL HAVE A MINIMUM 2843AY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 25W PSI
<br />SLA84)N-GRADE & CONCRETE SEAMS: 2500 PSI
<br />11. CONTRACTOR SHALLTIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING
<br />CONCRETE AND PROVIDE SUFFICIENT SUPP09M 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 Iff TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
<br />EXACT PROJECTION INDICATED ON THE DRAWINGS, PRIOR TO RACING 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 8 PER ACI 318. LOCATION OF LAP
<br />SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS,
<br />IS. DOWELS INTO FOUNDATION SHALL MATCH SUE 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 />I S. ONE OF THE FOLLOWING CONCRETE SLAB ON GRADE CRACK CONTROL METHODS SMALL BE
<br />USED (CONTRACTOR PREFERENCE):
<br />• CONTROL JOINTS:, SHALL 13E FORMED. SAWED, OR TOOLED TO A I" MIN IMUM DEPTH WITHIN
<br />24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
<br />IS AS FOLLOWS:
<br />3-IJ2* SLAB: 8 FEET D.C. EACH DIRECTION
<br />4'SLAS: 10 FEET D.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F.) WWWI.4XWI A. WELDED WIRE FABRIC SMALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SMALL CONFORM TO ASTM A4 064 AND HAVE A
<br />MINIMUM SIDE AND END LAP OF 0 M>IE&
<br />• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENKITHS SMALL BE 1/7 TO 2-1/4'IN LENGTH. DOSAGE AMOUNT 94ALL BE FROM 3/4 TO
<br />&0 POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATION& SYNTHETIC
<br />FIBERS SMALL COMPLY WITH ASTM Cl I 16. THE MANUFACTLW43VSUPPLJER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM Cl I 16 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL.
<br />16. CONTROL JOINTS SHALL 13E FURNISHED WITH A FULLAENGTH KEYWAY CENTERED ON MEMBERS.
<br />V44EFIE 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 1-112 INCHES INTO THE FIRST POUR
<br />OF CONCRETE-
<br />17. PROVIDE POC14EM 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 />I e. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 308.1 'STANDARD SPECIFICATION
<br />FOR CONCRETE CURING"AND ACI 3M *GUIDE TO CURING CONCRETE'.
<br />FOUNDATION NOTES:
<br />I . CONTRACTOR SMALL VERIFY ALL. CONDmoNs, INCLUDING UNDERGROUND UTILMES 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 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 (MINIML" 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 SMALL 13E CENTERED LINDER 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 SUB -GRADE APPROVAL. THE SUB -GRADE SMALL 13E 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 18 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, SUBGRAIDES, FILLS,
<br />BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS. MASS AND WALLS. HESHALL
<br />SUBMIT REIKW TO THE ARCHITEGUENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
<br />NON -CONFORMING WOW,
<br />BACKFILLING:
<br />I . DO NOT PLACE SACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
<br />BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE SHORE ANO)OR
<br />BRACE WALLS AS REGUIRED IF SACKFILUNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF FLOOR SYSTEM.
<br />2. WHERE aACKFILL 15 TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLA PROVIDE A
<br />BALANCED aACKFILL 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. aACKFIUL MATERIAL SHALL CONSIST OF CILEAN, WELL GRADE GRANULAR SOIM FREE OF
<br />ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY. AS DETERMINED BY
<br />THE MODIFIED PROCTOR METHOD (ASTM DISM, IN LIFTS NOT EXCEEDING 8 INCHES.
<br />KASONRY NOTES:
<br />I . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530, -BUILDING CODE
<br />REOLAREMEATTS FOR MASONRY STRUCTURES* AND 94ALL 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 - I RM PSI U.O.N. MASONRY SHALL. HAVE A 7EXTURE SUITABLE FOR STUC00
<br />APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION.
<br />3. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND.
<br />4. MOFFIAA FOR ALL MASONRY WALL CONFORM TO ASTM C270 WITH MINIMUM COMPRESSIVE
<br />STRENGTH OF 21000 PSI. MORTAR BELOW GRADE SHALL BE TYPE L41. ELSEWHERE MORTAR MAY
<br />BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
<br />CEMENTIUME OR MASONRY CEMENT FOR MORTAR
<br />5. GROUT SHALL CONFORM TO ASTM C470 WITH NNNIMUM 28-nAY COMPRESSIVE STRENGTH OF
<br />Z500 PSI.
<br />6. STEEL BAR REINFORCEMENT SMALL CONFORM TO ASTM AM 5, GRADE SM
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
<br />FREE OF MORTAR DROPPINGS.
<br />8. VERTICAL CMU WALL REINFORCING SMALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
<br />CONCRETE FOUNDATION TO MATCH SUE AND SPACING OF VERTICAL RENFORCING UNLESS
<br />NOTED OTHERWISE. REINFORCE CMIJ CORE AT CORNERS, EACH SIDE OF CONTROL JOINTS AND
<br />EACH SIDE OF WALL OPENINGS WITH (+#S CONTINUOUS VERTICAL REINFORCING BARS..
<br />9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SMALL 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 SMALL CONFORM TO THE REQUIREMENTS OF
<br />THE CONCRETE NOTES.
<br />BAR SIZE
<br />LAP SPLICE LENGTH
<br />SEND DIAMETER
<br />ACI HOOK
<br />#4
<br />2(r
<br />31
<br />1 w
<br />#5
<br />25"
<br />3,VC
<br />Icr
<br />#6
<br />3,r
<br />4-1/7
<br />111
<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 ANSVTPI I 'NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
<br />TRUSS CONSTRUCTION.' FINAL PRE-ENGINEERED ROOF TRUSS FRAL41NO 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 />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 RECORDOR FOR MANS 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, TRUISS-TO-SEW AND BEAM -TO -TRUSS CONNECTIONS.
<br />S. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHAPE, OVERHANG6 DIMENSIONS, SLOPES,
<br />SPANS, DRAINAGE. GEARING WALL HEIGHTS, ETC.
<br />6. THE POSITIONS, WEIGHTS, AND MEI`HO05 OF ATTACHMENTS OF ALL MECHANICAL UNITS,
<br />ELECTRICAL FIXTURES. PLUMBING. FIRE SPRINKLER% ETC WALL BE INCLUDED IN THE DESIGN
<br />OF THE TRUSSES BY THE TRUSS MANUFACTURER SEE ARCHITECTURAL DRAWNC38 FOR ATTIC
<br />ACCESS S12E AND LOCATIONS.
<br />7. SUPERIMPOSED LOADS FROM SECONDARY FRAMING (I.E. SOFFITS. PARAPETS, VALLEY FRAMING6
<br />UPPER TRUSSES. ETC) SMALL BE INCLUDED IN THE DESIGN OF SUPPORTING TRUSSES.
<br />S. CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSI-63 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 REPAIRTHIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OF
<br />REBAR VERTICAL REINFORCEMENT AT AN INCORRECT LOCATION.
<br />IF THE WALL HAS NOT BEEN BUILT: ORILL AND EPDXY #5 REBAR (36' I.G.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRICTED, LAP REBAR IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDUILF, PLACING A HOOKED BAR NTH 12- LAP AT
<br />THE TOP OF WALL WITH THE CONTINL60W REBAR IN THE TIE BEAMAIOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />IFIHE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
<br />CORRECT LOCATION APPROXIMATELY I W 00 x 4" (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />REBAR (32- I.G.) INTO THE THICKENED EDGE OF SLAB, LAP VERTICAL REINFORCEMENT IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR NTH I r LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE SEAM/BOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MISSINGANSPLACED ANCHOR SOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />KIDOONCIP11111111t
<br />A IrZW ITTEN HO WITH I V4* MINIMUM EDGE INSTANCE AND 0' MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 1/2* DIAMETER ANCHOR BOLT WITH r EMBEDMENT INTO
<br />CONCRETE.
<br />A IJ7 THREADED ROD SET46 EPDXY r EMBEDMENT WITH I-W MINIMUM EDGE DISTANCE AND
<br />7-1,7MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 1/2"DIAMETER ANCHOR
<br />BOLT WITH r EMBEDMENT INTO CONCRETE -
<br />KID Man rLLED MAIllow WOMUL
<br />A I IrW TITEN HD WITH I V4" MINIMUM EDGE DISTANCE AND W MINIMUM END DISTANCE ATW-W
<br />D.C. REPLACES A 1 /r DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT f-Ir D.C.; LIKEWISE A
<br />I IrW TITEN HID WITH I V4" MINIMUM EDGE DISTANCE AND r MINIMUM END DISTANCE AT 24r
<br />D.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT YmH r EMBEDMENT AT w-w D.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 M"
<br />MAXIMUM
<br />SPACING
<br /><140
<br />9-M
<br />140
<br />Il_r
<br />ISO
<br />11-7
<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 />MISSINGIMISPLACED TRUSS STRAP ANCHOR: REFER TO 'PASSED TRUSS STRAP REPAIR" DETAIL
<br />WITHIN DRAWINGS.
<br />FDA MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 118" BUT LESS THAN I -W FROM
<br />THE FACE OF THE TRUSS. A SHIM SMALL BE PROVIDED AND NAIL LENGTH INCREASED TO
<br />PENETRATE THROUGH BOTH PLYS OF MATERIAL P.E. 3- LG, NAILS). WHEN GAP 18 GREATER THAN
<br />1 -1 IV, INSTALL NEW ANCHORS.
<br />MASONRY WALL OVERHANGING SLAB
<br />< SW NO REPAIR REDD
<br />5/8' < OVERHANG < I-W GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>I-Ilr CONTACTENGINEER OF RECORD FOR REPAIR
<br />NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
<br />AT WILM STRUCTURAL REPAIR IS REQUIRED AT STUDS WHEN A STUD IS NOTCHED TO A DEPTH
<br />GREATER �HAN 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 80% OF THE STM WIDTH IN NON41EARING WALL& IF THE MAXIMUM
<br />HOLENOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HS82-SOSI.5 WITH (I 2)-1/4Xl-Ilr BIDS
<br />SCREWS. FOR MUL11-PLY 2X STUDS USE HS82--*--SDS3 WITH (1*1/41" SIDS SCREWS, WHERE
<br />'ir CORRESPONDS TO THE NUMBER OF STUDS IN THE MULII-PLY.
<br />AT 7W PLATIM 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 18
<br />COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE
<br />REQUIRED REPAIR IS A GALVANIZED I6.GAUGE METAL TIE THAT IS AT LEAST 1-1 /2* WIDE AND
<br />MUST BE FASTENED WITH (01-1 OD NAILS ON EACH SIDE OF THE OPENING.
<br />* Fiel&sftne
<br />C.OJL# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERIN6::7�
<br />29349
<br />13 IBRAHEM ELAYEB, PE
<br />P.E.# 91476
<br />BENJAMIN NIESE, PE
<br />MASONRY NOTES (CONTINUED):
<br />10. REINFORCING BARS SMALL 13E HELD IN POSITION BY VOW 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 GROUTINWOR 'MGM LIFT GROUTING* AS OUTLINED IN THE NCMA-TEK 3-2A - GROUTING
<br />FOR CONCRETE MASONRY WALLS AND ACI S30/ASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURE& GRIDUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY
<br />CONSOLIDATED (VIBRATED) GROUT POURS.
<br />12. LIFTS OF GROUT SMALL 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 PI.ACF, AND THE MASONRY HAS REACHED 75% OF THE REQUIRED STRENGTH PM.
<br />BRACING SHALL BE PROVIDED IN ACCORDANCE NTH OSHA - CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK348 -'BRACING CONCRETE
<br />MASONRY WALLS DURING CONSTRUCTION.*
<br />WOW FRAMING NOTES:
<br />I . STRUCTURAL SAWN LUMBER SMUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
<br />BEEN DESIGNED IN ACCORDANCE WITH THE 'NATIONAL DESIGN SPECIFICATION FOR WOOD
<br />CONWRUCTIONL' NOS)
<br />2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH 'PANEL DESIGN SPECIFICATION.'AND
<br />SMALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
<br />PLYYVDOO.-
<br />3. ORIENTED STRAND BOARD (OSB) 94ALL CONFORM TO "VOLUNTARY PRODUCT STANDARD PS2
<br />PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS*.
<br />4. ALL BEAMS AND HEADEM SMALL M M-PLY UJIL0.
<br />5. WOOD SILL RATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SMALL BE ANCHORED WITH ur DIAMETER cAsT4N-PLAcE ANCHOR BOLTS WITH r EMBEDIAEN`T,
<br />4- (MINIMUMI]l AND 12- (MAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3-xrW2W WASHERS AT THE ANCHOR SPACING
<br />BELOW
<br />MAXIMUM ANCHOR BOLT SPACING - 7-V D.C.
<br />REFER TO 'PREAPPROVED FIELD REPAIR NOTES'SECTION FOR ALTERNATE ANCHORAGE
<br />APPROVALS. FOR OTHER AN04ORS NOT LISTED, SUBMIT TO ENGINEER OR RECORD FOR
<br />REVIEW.
<br />6. ALL LUMBER IN CONTACT NTH EARTH. CONCRETE, OR MASONRY - AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN I/r ON
<br />TOP, SIDES, AND ENO(S) SMALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
<br />MOISTURE BARRIER
<br />7. STRUCTURAL SAWN LUMBER SMALL BE SPRUCE -PINE -FIR NOA /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />F,-875PSI F -425PSI FT-45OPSI Fc-IISOPSI Fv-135PSI E-140OKSI
<br />WITH THE �&�FIE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED I ow
<br />8. BEARING AND EXTERIOR WALL STUDS SMALL BE CAPPED WITH DOUBLE (2X) TOP PLATES
<br />INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
<br />DOUBLE PQ TOP PLATES 914ALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
<br />NOT LESS THAN (". 182-4- 1 Ir 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 VAIN BASE DESIGN VALUES:
<br />F,-IIOOPSI F -565PSI FT'GMPSI FC-145OPSI Fv-i75PS] E-14WKSI
<br />WITH THE MOISTUA CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED IM
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM 0 5456 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />5111113FIGILLAIIII W. PARIP1111M Hill. M T� LML
<br />E - 2000 KSI E - I SIXI KSI E - 1300 KSI
<br />F, - 2800 PSI F, - 2400 PSI F, - 1700 PSI
<br />(') - 'BOOZER BEAM 2-1 E` ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE 130OZER BEAM 2.1 IT IS OF EQUAL OR GREATER SECTION
<br />DIMENSION TO THE PSL COLUMN A14D OF EQUAL OR LESSER HEIGHT
<br />10. FLOOR SHEATHING SHALL BE 2=2 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-AND43ROOVE. FLOOR SHEATHING SMALL 13E GLUED AND NAILED TO SUPPORING
<br />MEMBERS. ADHESIVE SMALL MEET APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
<br />THE MANUFACTURERS RECOMMENDATIONS. PROVIDE 0.1 31'x2- 1 Ir COMMON MAILS 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 fl)-2X 4ACKSTUD AND 1*2X KING STUD U.N.O. ON
<br />DRAVVINGS,
<br />12. FOR EXTERIOR WALL HEADERS PROVIDE (I)-2xJACl( STUD AND (I �Zc KING STUD, MINIMUM.
<br />REFER TO CHART BELOW U.N.0 ON DRAWINGS:
<br />WINDSPEED OF
<br />< - 140 EXP. C
<br />FWjZEHEIGHT
<br />SIFT
<br />OFT
<br />I OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />(FT)
<br />4
<br />IJ/IK
<br />IJAK
<br />IJAK,
<br />6
<br />lJfIK
<br />IJ/IK
<br />IJ/2K
<br />a
<br />IJAK
<br />I-
<br />IJ/3K
<br />10
<br />IJM(
<br />I ES:
<br />IJAK
<br />2)04
<br />12
<br />IJ/2K
<br />I
<br />IJAK
<br />14
<br />IJ/2K
<br />I J14K
<br />ENO
<br />16
<br />IJAK
<br />IJAK
<br />ENG
<br />Is
<br />IJAPK
<br />ENO
<br />ENO
<br />VAN OF
<br />< 140 EXP. C
<br />WALL HEIGHT
<br />OFT
<br />.
<br />OFT
<br />I OFT
<br />I
<br />STUID
<br />SIZE
<br />HEADER SPAN
<br />(FT)
<br />4
<br />IJAK
<br />1J/IK
<br />IJ/IK
<br />6
<br />iJ/IK
<br />IJ/IK
<br />IJ/IK
<br />a
<br />IJAK
<br />1J/IK
<br />IJ/IK
<br />10
<br />lJ/IK
<br />1,111K
<br />IJAK
<br />2XII
<br />12
<br />IJAK
<br />IJAK
<br />IJAK
<br />lJ/IK
<br />IJ/IK
<br />IJAK
<br />IJ/IK
<br />IJ/IK
<br />IJAK
<br />L_
<br />IJAK,
<br />IJAK,
<br />UPI(
<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 SMALL BE CONSTRUCTED WITH 2X OR METAL 87LODS (18
<br />GA. MIN.) 0 24- O.C. MAXIMUM.
<br />I S. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIROERSWAMS SHALL MATCH THE
<br />GIRDERISEAM PLY COLNT WITHIN I /r TOLE%4NCE (2-PLY STUD COLUMN MINIMUM). SOUD
<br />BLOCK ALL GIRDERIBEAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
<br />16. WHEN NOT 94OWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING
<br />ELEMENTS MALL COMPLY WITH THE IRC TABLE RIP"I).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS ANDIOR WOOD I- JOIST MANUFACTURERS
<br />DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOAM A 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 08-OCT 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 WOW I -JOIST SMALL
<br />CONFORM TO ASTIM 0 SM&
<br />JURISDICTION SPECIFIC NOTES:
<br />PARTIALLY ENCLOSED AREA.% INCLUDING BUT NOT LIMITED TO LANAIS. PORCHES, AND
<br />BALCONIES A Ilr PANIMUMI) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTm0U6
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PANTED MEETING THE
<br />REQUIREMENTS OF ASTIM C032 TO GIVE THE CEILING WATER RESISTANCE- THE SOFFIT BOARD
<br />PRODUCT SMALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
<br />WITH FTMI. P.E.# 86025
<br />2. THE SOFFIT DESIGN PRESSURE IS AS 140TED IN THESE DOCUMENTS, WITH KAYCAN VINYL SOFFIT
<br />I-. - - __ __ __ -
<br />REPORT ESR-1 405 THE SOFFIT WILL COMPLY NTH R70&1. 02/13/2024
<br />DATE
<br />XXIIIII1111
<br />-S,
<br />STATE OF
<br />0,
<br />XORl9lP`.-*'
<br />//101VALL.
<br />I1111111W
<br />Mlchlpn
<br />3400 Auburn Rd
<br />Suite 200
<br />ALbum Hills, IM11 48=1
<br />+1248.622.4035
<br />FkmWa
<br />12MG Tampa Oaks Elvd.
<br />suits ISO
<br />Tampa, FL 33637
<br />+1813.466.3310
<br />www floldslonseacom
<br />(D
<br />C)
<br />0
<br />_j
<br />(9
<br />z
<br />Lu
<br />UP
<br />0
<br />Do
<br />0 _3
<br />0 ir
<br />N �
<br />IL
<br />PW
<br />SWAT
<br />r RM
<br />DMWN BY: I FAE
<br />VERSION: 5.0
<br />SHM NME
<br />COVER SHEET
<br />SFIEET #
<br />SO.1-140
<br />
|