|
GENERAL STRUMRAL 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 CIVIL/SrrE DRAWINGS.
<br />COORDINATE THE STRUCTLPAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
<br />COMPONENTS OF THE CONTRACT DOCUMENTS.
<br />4 TYPICAL DETAILS AND OTHER SECTIONSOETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED IN THE SECTIONS(DETAILS, EVEN IF THEY ARE NOT SPECIFICALLY
<br />REFERENCED ON THE PLANS.
<br />S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND
<br />PROCEDURES OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO TEMPORARY SHORING AND
<br />BRACING.
<br />6. DO NOT SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
<br />CONTACT THE ENGINEER.
<br />7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE
<br />LOCAL GOVERNING CODES, CURRENT EDITION, AND ALL REQUIREMENTS SPECIFIED IN THE
<br />CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ONTHE DRAWINGS.
<br />THIS SHALL NOT BE CONSTRUED TO MEAN THAT REOUIREMENTS SET FORTH ON THE DRAWING
<br />MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR
<br />BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.
<br />S. THE ENGINEERS SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT.
<br />ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITIECTURAL 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 4844OURS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS 'CONCRETE SCREW AND UASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CDNCIRETEIMASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
<br />PRODUCTS: SIMPSON STRONG TIE ITIEN TURBO, GENUINE TAPOON, OR HILTI KW1K-CDN1 IT.
<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 SIET-36, OR HILTI Hrr-HY-150
<br />DESIGN CRITERIA-
<br />1. BUILDINGRISK 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 (TILE) = 15 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD twl STORAGkj =20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD Wo STORAGE) - -10PSF
<br />ROOF BOTTOM CHORD DEAD LOAD -IOPSF
<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 =40 PSF
<br />NOTE TO TRUSS & I -JOIST MANUFACTURERS - ROOF & FCO-ORSYSTEM 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 />I U240
<br />M40
<br />I FLODRJO1STSrrRUSS
<br />L/M
<br />LIAM
<br />NOTES: I
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE Stir
<br />2. ANY MEMBER SUPPORTING BRICAWASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF L/8D0
<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 />FATE FOR REVIEW PRIOR TO FABRICATION, DELIVERY, OR INSTALLATION
<br />3. LATERAL LOADING
<br />WIND CRITERIA: TORNADO WIND SPEED ___�-NIA
<br />BASIC WIND SPEED MPH
<br />EXPOSURE CATEGORY
<br />INTERNAL PRESSURE COEFFICIENT 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS
<br />SEISMIC DESIGN CATEGORY
<br />4. EARTH PRESSURE LOADING:
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS ONCWDING WIND & SEISMIC) PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP PCF
<br />WALL BRACED AT TOP =55 PCF
<br />5. GUARDRAILAMDRAIL LOADING:
<br />ALL GUARDRAILIHANDRAILS SHALL MEET 2DO LBS (MINIMUM) CONCENTRATED FORCE --
<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 OCC-ES) AC Z73 - '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 OONCRETE*.
<br />2. CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACT 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 />6. REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 80.
<br />6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACT STANDARDS:
<br />"DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, ACI 315 - AND VANUAL OF
<br />ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES", ACT 315R.
<br />7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />SLA11140141461RADE: WITHIN UPPER 213 OF SLAB AND 3/4* MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1/2"MINIMUM COVER AT EXTERIOR CONDITIONS
<br />CONCRETE VOILIMMITIOND AGAINST EARTIt 3'
<br />FORMED CONCRETE, 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 DI A SPECIFICATION.
<br />CONCRETE NOTES (CONTINUED):
<br />10.CONCRETE SHALL HAVE A MINIMUM 2S-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />SLASON-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 13Y
<br />TEMPLATE TO WITHIN A I /0"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 ACT UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACT 31 S. LOCATION OF LAP
<br />SPLICIES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
<br />13. DOWELS INTO FOL94DATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
<br />ALL COLUMNS, PIERS AND WALLS, UNLESS OTHERIIIIISE NOTED.
<br />ICCONTRACTOR 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 CRACKCONTROL METHODS SHALL BE
<br />USED (CONTRACTOR PREFERENCE):
<br />• CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A I * 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 O.C. EACH DIRECTION
<br />4"SLA&. 10 FEET D.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F.) 6XS-WI.4XWI.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1064 AND HAVE A
<br />MINIMUM SIDE AND END LAP OF 8 INCHES.
<br />• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
<br />FIBER U94GTHS SHALL BE 1/7 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 Cl 11 S. THE MANUFACTUREIVSUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM Cl 116 W+IEN REQUESTED BY THE BUILDING
<br />OFFICIAL
<br />16. CONTROL JOINTS SHALL BE FURNISHED WITH A FUI 14 NGTH 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 I-IM INCHES INTO THE FIRST POUR
<br />OF CONCRETE-
<br />17.PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REQUIRED
<br />EVEN IF NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM ERECTION.
<br />18. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACT 308.1 "STANDARD SPECIFICATION
<br />FOR CONCRETE CURING' AND ACT 308R *GUIDE TO CURING CONCRETE".
<br />FOUNDATION NOTES:
<br />I . 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 GEOTECHNICAL ENGINEER AND CLEAN UP SLOUGHING
<br />BEFORE AND DURING CONCRETE PLACEMENT. PROVIDE POLYETHYLENE VAPOR RETARDER
<br />COMPLYING WITH GOVERNING BUILDING OWE 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 />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 SHALL BE RE INSPECTED BY THE
<br />GEOTECHNICAL ENGINEERt TESTING LABORATORY AFTER REMOVAL OF WkTER OR FROST.
<br />7. CONTRACTOR SHALL FURNISH ALL REQUIRED DE -WATERING EQUIPMENT TO MAINTAIN A DRY
<br />EXCAVATION UNTIL BACKFILL IS COMPLETE.
<br />S. A GECTIECHNICAL 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 />I . 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 ANDIOR
<br />BRACE WALLS AS REQUIRED IF BACKFILUNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF FLOOR SYSTEM.
<br />2. WHERE aACKFILL 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 />I . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE NTH ACI 5M, -BUILDING CODE
<br />REQUIREMENTS FOR MASONRY STRUCTURES"AND SHALL BE CONSTRUCTED IN ACCORDANCE
<br />WITH ACT 530.1,'SPECIFICATIONS FOR MASONRY STRUCTURES."
<br />2. CONCRETE MASONRY SHALL CONFORM TO ASTM COD AND HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH Pm = 1,SDO PSI U.O.N. MASONRY SHALL HAVE A TEXTURE SUITABLE FOR STUCCO
<br />APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION.
<br />3. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND.
<br />4. MORTAR FOR ALL MASONRY SHALL CONFORM TO ASTM C270 WITH MINIMUM COMPRESSIVE
<br />STRENGTH OF 21000 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 />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 ASIS, GRADE 80.
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
<br />FREE OF MORTAR DROPPINGS.
<br />S. VERTICAL CMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
<br />CONCRETE FOUNDATION TO MATCH SUE 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.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 S12E 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 />SEND DIAMETER
<br />ACT HOOK
<br />#4
<br />2(r
<br />3'
<br />l(r
<br />#5
<br />25"
<br />3-3/4'
<br />1(r
<br />#6
<br />34'
<br />4-117
<br />Ill
<br />MASONRY NOTES (CONTINUED):
<br />10.REINIFOACINIG 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 ACT 53WASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY
<br />CONSOLIDATED (VIBRATED) GROUT POURS. ,
<br />12. LIFTS OF GROUT SHALL BE KEYED 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 FLOOR$ 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 TlEJ(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.* (NDS)
<br />2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH 'PANEL DESIGN SPECIFICATION."AND
<br />SHALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
<br />PLYWOOD."
<br />3. ORIENTED SI RAND BOARD (OSB) SHALL CONFORM TO 'VOLUNTARY PROMICT STANDARD PS2
<br />PERFORMANCE STANDARD FOR WOODaASED STRUCTURAL -USE PANELS".
<br />4. ALL BEAMS AND HEADERS SHALL BE (2).PLY UJLO.
<br />S. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH I Ir DIAMETER CAST -IN -PLACE ANCHOR BOLTS WITH r EMBEDMENT,
<br />4- (MINIMUM) AND 12- iMAXIMUMI FROM END OF SILL PLATEIS), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3')OW.22V WASHERS AT THE ANCHOR SPACING
<br />BELOW'
<br />MAXIMUM ANCHOR SOLT SPACING - 2-0"O.C.
<br />REFER TO "PRE -APPROVED FIELD REPAIR NOTES" SECTION FOR ALTERNATE ANCHORAGE
<br />APPROVALS. FOR OTHER ANCHORS NOT LISTED, SUBMIT TO ENGINEER OR RECORD FOR
<br />REVIEW.
<br />E. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN It.- 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 />Fe=875PSI F =425PSI FT=450PS1 FC=1150PSI Fv-135PS1 E=1400KSI
<br />WITH THE MOISiURE CONTENT OF -THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />S. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (M TOP PLATES
<br />INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
<br />DOUBLE (2)9 TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE MAILED WITH
<br />NOT LESS THAN (8)41 62'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,-II00PSl F,=SSSPSI FT-SnPSI FC-146OPSI FV-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 5466 WITH THE POLLOV41NG
<br />ALLOWABLE DESIGN STRESSES
<br />MICROLLAM LVL PARALLAM PSL TIMBEREITRAND
<br />E - 2000 KS1 E - 1800 KSI E = 1300 KSI
<br />Fe - 2800 PSI Fe = 2400 PSI Fe - 1700 PSI
<br />(-) - BOOZER BEAM 2.1 IF ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE 'BOOZER BEAM 2A 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 23M INCH, APA RATED SHEATHING, 40/24 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-AND40ROOVE. 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")Q-1/2"COMMON NAILS AT 6 INCH
<br />O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
<br />11. FOR INTERIOR WALL HEADERS PROVIDE (1)-V JACK STUD AND [I)-2XKING 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 />V61NDSPEED OF
<br />< - 140 EXP. C
<br />FWTLI 'HEIGHT
<br />8FT
<br />9FT
<br />10FT
<br />STUD
<br />SIZE
<br />HEADERSPAN
<br />(FT)
<br />4
<br />lJ/IK
<br />IJ/IK
<br />IJ/IK,
<br />6
<br />lJ/IK
<br />IJ/IK
<br />IJ*K
<br />a
<br />lJ1IW
<br />IJ/2K
<br />1 J/3K
<br />10
<br />IJ12K
<br />IJ12K
<br />1 J/4K
<br />2X4
<br />12
<br />1 Jt2K
<br />I J/3K
<br />I J14K
<br />14
<br />IJ/2K
<br />IJ14K
<br />ENG
<br />16
<br />IJ/3K
<br />lJ14K
<br />ENG
<br />is
<br />IJ/3K
<br />ENG
<br />ENG
<br />WINDSPEED OF
<br />< - 140 EXP. C
<br />WALL HEIGHT
<br />8FT
<br />9FT
<br />1 OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />(FT)
<br />4
<br />IJ/IK
<br />IJ/IK
<br />IJ/1K
<br />6
<br />IJ/IK
<br />IJ/IK
<br />IJ/IK
<br />a
<br />IJ/IK
<br />IJtIK
<br />IJAK
<br />10
<br />IJ/IK
<br />lJ/iK
<br />IJ/IK
<br />2x6
<br />12
<br />IJ/l
<br />lJ/1K
<br />IJ/IK
<br />14
<br />IJ/1K
<br />lJ/lK
<br />1J/lK
<br />16
<br />1J/lK
<br />IJAK
<br />1J/IK
<br />is
<br />1J/IK
<br />IJ/IK
<br />lJ/IK
<br />13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD WARING 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 2)(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 GIRDERSIBEAMS SHALL MATCH THE
<br />GIRDERSEAM PLY COUNT WITHIN llr TOLERANCE (2-PLY STUD COLUMN MNMUkt. 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 TANA ROD2.3(l).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS ANDIOR WOOD I- JOIST MANUFACTURERS
<br />DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS & DEFLECTIONS IDENTIFIED
<br />IN THE DESIGN cRnERK 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 -MST SHALL
<br />CONFORM TO ASTM D WS5.
<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 130ARD WITH A CEMENTITIOUS
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
<br />REQUIREMENTS OF ASTNI C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD
<br />PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
<br />WITH R703.1.
<br />2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
<br />INSTALLED IN ACCORDANCE WITH MANUFACTURERS REQUIRMENTS AND ICC-ES EVALUATION
<br />REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703.1.
<br />PRE-ENGINEERED ROOF TRUSS NOTES:
<br />1 . ROOF TRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUAL ONLY TO ILLUSTRATE
<br />TRUMTO 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." FINA]. PRE-ENGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
<br />TO BE BY ROOF MANUFACTURERS DELEGATED ENGINEER.
<br />2. ROOF TRUSSES SHALL BE DESIGNED FORTHE 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 ATE 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 IT, VERIFY
<br />ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPUFTA.ATERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
<br />AT ALL TRUSS -TO -TRUSS, TRUSS-TGaEAM, AND BEAM -TO -TRUSS CONNECTIONS.
<br />S. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHARE, 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 FIXTAJRES, 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 />S. 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 #6 REBAR (36" I.G.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REaAR 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 />IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
<br />CORRECT LOCATION APPROXIMATELY 1 S" (H) xr (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />RERAR (32- I.G.) 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 WTrH THE CONTINUOLISS REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MISSINGIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />INTO CONCRETE:
<br />A 112W ITTEN HIT WITH 1 -314" 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 Ir THREADED ROD SET-3G EPDXY 7" EMBEDMENT WITH 1 -X4' MINIMUM EDGE DISTANCE AND
<br />7-it2"MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 1/2* DIAMETER ANCHOR
<br />BOLT NTH 7" EMBEDMENT INTO CONCRETE.
<br />KM 61101.111' FILLED MASOM (SMU:
<br />A lr2*XV TITEN HD WITH 1-3/4' MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 4'-S'
<br />O.C. REPLACES A M' DIAMETER ANCHOR BOLT WITH 7- EMBEDMENT AT V-0- D.C.; LIKEMSE A
<br />l/2W"TITEN HD NTH 1-3/4" MINIMUM EDGE DISTANCE AND 8"MINIMUM END DISTANCE AT 2-8"
<br />D.C. REPLACES A M" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT N-0" D.C..
<br />3. SIMPSON NASA 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 />wximum
<br />SPACING
<br /><140
<br />&-w
<br />140
<br />11-w
<br />ISO
<br />11-r
<br />NOTES:
<br />1. NASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
<br />INSTALLED VERTICALLY ATTACHED TO STUD
<br />4. MISSINQIMISPLACED 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 I-M"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 />1-112", INSTALL NEW ANCHORS.
<br />S. MASONRY WALL OVERHANGING SLAB
<br />BLOCKOVERHAN13 REPAIR
<br />< 5/8" NO REPAIR REO'D
<br />6/8" < OVERHANG < 1-1/2" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>I4/2" CONTACT ENGINEER OF RECORD FOR REPAIR
<br />S. NOTCHED TOP PLATES IT. STUDS REQUIRING REPAIR
<br />AT STUD& 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 80% 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 2XSTUD USE HSS2-SDS1.5 WITH (12)-1/4*Xl -1/2" SDS
<br />SCREWS. FOR MULTI -PLY 2)(STUDS USE HSS2-'#--SDS3 WITH (12)-1/4'X3' SIDS SCREWS, WHERE
<br />'#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />AT TOP PLATO: 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 18-GAUGE METAL TIE THAT IS AT LEAST 1-1/2" WIDE AND
<br />MUST BE FASTENED WITH (8)-1 6D NAILS ON EACH SIDE OF THE OPENING.
<br />000 Fi ne
<br />C.O.A.# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERING: No.
<br />29349
<br />E3 IBRAHEM ELAYEB, P
<br />P.E.# 91476
<br />0 BENJAMIN NIESE, PE E OF
<br />P.E.# 86025 �XOR191'
<br />..........
<br />06/20/2024 a,&-
<br />NONAU
<br />DATE
<br />till itlli2z 22
<br />vs
<br />,v
<br />a fit
<br />MIS
<br />1. 1A.
<br />NHchlW
<br />3400 Aubum Rd
<br />Sufte 200
<br />Aubum Hills, Ml 48326
<br />+1248.622.4035
<br />FWdda
<br />12906 Tampa Oaks Blvd.
<br />Sufte 150
<br />Tampa, FIL 33637
<br />+1813.466.3310
<br />www.fiekfs�e.com
<br />4
<br />N
<br />F_
<br />0
<br />z
<br />Q
<br />Z
<br />>
<br />Lu
<br />0
<br />t[
<br />co
<br />u
<br />0
<br />JSWAT
<br />DRAWN BY: I =FAE
<br />VERSIO
<br />SHEET NAME
<br />COVER SHEET
<br />SHEET#
<br />SO.1-140
<br />
|