|
GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2020 EDITION OF THE FLORIDA (INTERNATIONAL)
<br />RESIDENTIAL CODE, 71h EDITION, AND APPLICABLE COUNTY CODE AMENDMENTS. STANDARDS
<br />LISTED IN STRUCTURAL NOTE SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE
<br />IDENTIFIED IN THE REFERENCED STANDARDS CHAPTER IN THE GOVERNING BUILDING CODE
<br />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 97RUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WINCH
<br />INCLUDE ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL, AND CML/81TE DRAWINGS.
<br />COORDINATE THE STRUCTURAL DRAWINGS WITH THE REIXUREMENTS 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 SECTION84DETALLS, 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 LMBTED 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 REOUIIEMENTS SPECIFIED IN THE
<br />CODES SHALL 13E ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS,
<br />THIS SHAD. NOT BE CONSTRUED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING
<br />MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR
<br />BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE
<br />S. 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 4S•HOUR1I AND INVESTIGATION BY
<br />FIELDSTONE
<br />9. THE TERMS `CONCRETE SCREW AND UASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCIETEIMASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
<br />PRODUCTS. SIMPSON STRONG TIE MEN TURBO, GENUINE TAPCON, OR HLTI QUIK CON N.
<br />1�C�1`► [�1�111_�1LT
<br />1. BUILDING RISK CATEGORY
<br />=I
<br />2. VERTICAL LOADING
<br />ROOF TOP CHORD LIVE LOAD
<br />-20 PSF (REDUCIBLE)
<br />ROOF TOP CHORD DEAD LOAD
<br />-10 PSF
<br />ROOF TOP CHORD DEAD LOAD (TILE)
<br />=15 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (w/ STORAGE)
<br />20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (w/o STORAGE)
<br />_-10 PSF
<br />ROOF BOTTOM CHORD DEAD LOAD
<br />-10 PSF
<br />FLOOR LIVE LOAD
<br />-40PSF
<br />FLOOR LIVE LOAD (SLEEPING ROOMS)
<br />-30 PSF
<br />FLOOR DEAD LOAD
<br />-15 PSF
<br />DECKIBIILCONY LIVE LOAD
<br />-40 PSF
<br />EXTERIOR FRAME WAILS
<br />w/OSB
<br />=10 PSF
<br />w/STUCCO
<br />-15 PSF
<br />W/SRICK
<br />-45 PSF
<br />INTERIOR WOOD WALL
<br />-7 PSF
<br />STARSAANDINGS
<br />-40 PSF
<br />SNOW CRITERIA:
<br />GROUND SNOW LOAD ft
<br />-0 PSF
<br />SLOPED ROOF SNOW LOAD (Ps)
<br />-0 PSF
<br />EXPOSURE FACTOR (Ce)
<br />-1.0
<br />IMPORTANCE FACTOR 09)
<br />-1.0
<br />THERMAL FACTOR (Cq
<br />-1.0
<br />ROOF SLOPE FACTOR (Cs)
<br />-1.0
<br />SNOW LOADS ADJACENT VERTICAL PROJECTIONS & LOW ROOFS ADJACENT TO HIGH
<br />ROOF ARE INCREASED FOR THE EFFECT OF DRIFTING
<br />3. LATERAL LOADING
<br />WIND CRITERIA:
<br />BASIC WIND SPEED
<br />-140 MPH
<br />EXPOSURE CATEGORY
<br />-C
<br />INTERNAL PRESSURE COEFFICIENT
<br />= +/• 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS
<br />-D
<br />SEISMIC DESIGN CATEGORY
<br />-A
<br />4. EARTH PRESSURE LOADING
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND 6 SEISMIC)
<br />=2000 PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP
<br />-40 PCF
<br />WALL BRACED AT TOP
<br />-55 PCF
<br />5. GIARDRNLMANORNL LOADING:
<br />ALL OUARDRAINANDRAILS SHALL MEET 200 USS (MINIMUM) CONCENTRATED FORCE APPLIED
<br />IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL
<br />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 SYTHE
<br />INTERNATIONAL CODE COUNCIL EVALUATION SERVICES nOC•ES)
<br />AC 273 -'ACCEPTANCE
<br />CRITERIA FOR HANDRAILS AND WARDS.'
<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
<br />CASES FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING
<br />A 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 GEOTEC HNICAL ENGINEER AND CLEAN UP
<br />SLOUGHING BEFORE AND DURING CONCRETE PLANT. PROVIDE 6 MD. (MINIMUM)
<br />POLYETHYLENE VAPOR RETARDER AGAINST SOILS WHERE CONCRETE IS TO BE PLACED; LAP ALL
<br />EDON 61NCH (MNIMUMq AND SEA. WITH AOHESIVE.
<br />4. WHERE FOOTING STEPS ARE NECESSARY, THEY SNAIL 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 DETAIED
<br />OTHERWISE ON THE DRAWINGS.
<br />a. 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 8UB•G BADE APPROVAL, THE SUB-0RADE SHALL BE FIEEINSPECTED BYTHE
<br />OEOTECHNIGAL ENGINEERTESTNO LABORATDRYAFTER RBmALof WATER OR FROST.
<br />7. CONTRACTOR SHALL FURNISH ALL REQUIRED DE -WATERING EQUIPMENT NT TO MAINTAIN A DRY
<br />EXCAVATION UNTIL BACKFILL IS COMPLETE
<br />8. A GEDTECHNICJIL ENGINEER REGISTERED IN THE STATE OF WORK PERFORMED SHALL INSPECT
<br />THE CONDInON AND ASSURE THE ADEOUACY OF ALL SITE PREPARATION, SUBORADES, FILLS,
<br />BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS AND WAL& HE SHALL
<br />SLOW REPORT TO THE ARCHITECT/ENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
<br />NON -CONFORMING WORK
<br />BACIFILUNG:
<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 BACKFILUNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF FLOOR SYSTEM.
<br />2. WHERE BACKFILL 18 TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
<br />BALANCED BACKFILL AGAINST FOUNDATION WALLS TO EUMINATE 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 131557), IN LIFTS NOT EXCEEDING 8INCCHES.
<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 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 AMU C160 *SPECIFICATION FOR PORTLAND CEMENT.' CONCRETE
<br />SHALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
<br />4. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33 "SPECIFICATION FOR CONCRETE
<br />AGGREGATES.'
<br />5. REINFORCING SHALL CONFORM TO ASTM "15 GRADE 60.
<br />S. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
<br />'DETAILS AND DETAUNG OF CONCRETE REINFORCEMENT', ACI 315 - AND 'MM UAL 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 />ILASMO NBa WITHIN UPPER 2/3 OF SLAB AND 314' MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1/P MINIMUM COVER AT EXTERIOR CONDITIONS
<br />OONCNM VVJNDATIOIB ASOW 5NM 3'
<br />FOlBlm C� 1.1/2' (#5 REELAR OR SMALLER) 2' (#6 FEW OR LARGER)
<br />TOt9M11C! +/-3/Y
<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 SPECIFICALY DETAILED. WELDING
<br />WHERE DETAILED SHALL CONFORM TO AWS DI A SPECIFICATION.
<br />10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE a 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 S NOT PERMITTED. ANCHOR RODS AND STEEL INSERTS SHALL BE SET BY
<br />TEMPLATE TO WITHIN A U6' TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
<br />EXACT PROJECTION INDICATED ON THE DRAWINGS, PRIOR TO PLACING CONCRETE
<br />I I 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 31S. LOCATION OF LAP
<br />SPLICES SMALL 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-IM SLAB: 8 FEET O.C. EACH DIRECTION
<br />4' SLAB: 10 FEET O.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F) 8X6-WI AXWI A. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM M1064 AND HAVE A
<br />MINIMUM SIDE AND END LAP OF 8INCHES.
<br />• MICRO- OR MACRO. SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENGTHS SHALL BE 1/2 TO 2.1/4' IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
<br />3.0 POUNDS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL. COMPLY WITH ASTM C1118. THE MANUFACTIURER/SUPPUER SMALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM CI I16 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL.
<br />1&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 MITI! 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 />1 S CURING OF CONCRETE SURFACES SMALL CONFORM TO ACI 306.1 'STANDARD SPECIFICATION
<br />FOR CONCRETE DURING' AND ACI 308R'GUIDE TO CURING CONCRETE'.
<br />MASONRY NOTES:
<br />i. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530. 'BUILDING CODE
<br />REQUIREMENTS FOR MASONRY 8TRJCTUEW AND SHALL BE CONSTRUCTED IN ACCORDANCE
<br />WITH ACI 530.1, -SPECIFICATIONS FOR MASONRY STRUCTURES.-
<br />2. CONCRETE MASONRY SHALL CONFORM TO ASTM COO AND HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH PM - 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 SHALL BE LAD 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 8 UNLESS SPECIFICALLY INDICATED OTHERWISE USE EITHER PORT AND
<br />CEMENTAIME OR MASONRY CEMENT FOR MORTAL
<br />5. GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
<br />2,5W PSI.
<br />& STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE OD.
<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 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 BOLA
<br />MASONRY NOTES (CONTINUED):
<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 SPICE LENGTH
<br />BEND DIAMETER
<br />ACI HOOK
<br />04
<br />2W
<br />3'
<br />10•
<br />#5
<br />2S
<br />3-3/4'
<br />10'
<br />#6
<br />34'
<br />4.1/7
<br />11'
<br />#7
<br />47
<br />S•1/4'
<br />I
<br />10. REINFORCING BARS SHALL BE HELD IN POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO
<br />ENSUE DESIGN LOCATION AND LAP. PLACE BARS AND LAP PRIOR TO GROUTING,
<br />11. GRDUUTNG OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR'LOW
<br />LIFT GROUTING' OR'HIOH LIFT GROUTING' AS OUTLINED IN THE NCMA-TEK 3.2A - GROUTING
<br />FOR CONCRETE MASONRY WALLS AND ACI 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 GRACE SHALL BE GROUTED SOLID.
<br />14. CONTRACTOR SHALL BRACE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
<br />ROOFS ARE IN RACE, AND THE MASONRY HAS REACHED 75% OF THE REQUIRED STRENGTH FM.
<br />BRACING SMALL BE PROVIDED IN ACCORDANCE WITH OSHA- CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 348 -'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.* (ND%
<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 />PLYWYOOD.-
<br />3. ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO VOLUNTARY PRODUCT STANDARD P82
<br />PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS'.
<br />4. ALL BEAMS AND HEADERS SHALL aE 0)-PLY U,N.D.
<br />G. WOOD BILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/7 DIAMETER CAST -IN -PLACE ANCHOR BOLTS WITH T EMBEDMENT,
<br />4- (MINIMUM) AND 12- WA IMUM) FROM Elm OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3WXII22H' WASHERS AT THE ANCHOR SPACING
<br />BELOW.
<br />MAXIMUM ANCHOR BOLT SPACING - V-W O.C.
<br />REFER TO'PRE-APPROVED FIELD REPAIR NOTES' BECKON FOR ALTERNATE ANCHORAGE
<br />APPROVALS. FOR OTHER ANCHORS NOT USTED, SUBMIT TO ENGINEER OR REOOID FOR
<br />REVIEW.
<br />S. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY -AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN 1/7 ON
<br />TOP, SIDES, AND END(S) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
<br />MOISTURE BARRIER
<br />7. STRUCTURAL SAWN LUMBER SHALL BE SPRUCE -PINE -FIR NO.1 UN0.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />F.- 875 PS�II�� �Fff���� 425 PSI FT - 450 PSI FC- 115O PSI FV- 135 PSI E- 14W KSI
<br />WITH THE MDISTUli'E CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED im
<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 MO TOP RATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
<br />NOT LESS THAN (6)4L162'X24/2- FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2X) TOP PLATES
<br />OF EXTERIOR WALE AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
<br />SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BASE DESIGN VALUES:
<br />Fe= 1100 PSI Frri�- 565 PSI FT- 675 PSI FC= 1450 PSI FV= 175 PSI E= 1400 K81
<br />WITH THE MOISTUA CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%,
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5458 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />NCR0111M LOLL PARALLAM FOL TRINwanym L>L
<br />E - 2000 KSI E - IBM KSI E - 1300 KSI
<br />Fe = 2600 PSI Fs = 2400 PSI Fe - 1700 PSI
<br />I& FLOORR SHEATHING SHALL BE 2021NC H, APA RATED SHEATHING, 441N MIN., EXPOSURE 1.
<br />INSTAL 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 MANUFACTURER'S RECOMMENDATIONS. PROVIDE 0.1 31N24/2"COMMON NAILS AT 61NCH
<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 (I}2X KING STUD U.N.O. ON
<br />DRAWINGS,
<br />12. FOR EXTERIOR WALL HEADERS PROVIDE JACK STUD AND KING STUD PER CHART BELOW U.N.O
<br />ON DRAWINGS:
<br />WINDSPEED OF
<br /><- 140 EXP. C
<br />WALL HEIGHT
<br />SIFT
<br />OFT
<br />IOFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />lFn
<br />4
<br />IJ/IK
<br />1J/IK
<br />1JAK
<br />a
<br />INIK
<br />1J/1K
<br />1J/dt
<br />a
<br />IJ/1K
<br />1J/1K
<br />1J/3K
<br />10
<br />14/2K
<br />1J/2K
<br />2*4
<br />12
<br />I.M
<br />1J/3K
<br />14
<br />1J/2K
<br />1J/4K
<br />q1J/4K
<br />16
<br />1J13K
<br />1J/4K
<br />18
<br />IJ/3K
<br />ENO
<br />WINDSPEED OF
<br /><- 140 EXP. C
<br />WALL HEIGHT
<br />OFT
<br />9FT
<br />10FT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />4
<br />1J/1K
<br />1JViK
<br />1J/1K
<br />6
<br />IJVIK
<br />1JAK
<br />IJ/1K
<br />a
<br />IJMK
<br />1JAK
<br />1J/IK
<br />2xE
<br />10
<br />IJ/1K
<br />1J/1K
<br />IJ/1K
<br />12
<br />IJ/1K
<br />1J/1K
<br />1J/1K
<br />14
<br />!NIK
<br />1J/1K
<br />1J11K
<br />I',
<br />1J/1K
<br />1J/1K
<br />1JIK
<br />1s
<br />K
<br />1J/1K
<br />1J/IK
<br />13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS; WALLS NOT SHOWN ON
<br />STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS
<br />14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2X STUDS AT IV O.C. MAXIMUM UHO.
<br />NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRICTED WITH 2X OR METAL STUDS (10
<br />GAL MIN.) ® 24. O.C. MAXOMIM.
<br />15. STUD COLUMNS UNDER LOAD BEARING POINTS OF OIRDERSIBEAMS SHALL MATCH THE
<br />GI1DER9EAMM PLY COUNT WTHN 1/2 TOLERANCE (2-PLY STUD) COLUMN MINIMUM). SOLID
<br />BLOCK ALL ODDEP40EAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
<br />16. WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING 804:MILE FOR WOOD FRAMING
<br />ELEMENTS SHALL COMPLY WITH THE IRC TABLE R802.3(1).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS ANOIOR WOOD 1-JOIST MANUFACTURER.
<br />INSTALL PER MANUFACTURERS RECOMMENDATIONS, NOTES, AND DETAILS, FLOOR FRAMING
<br />CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE FOR ILLUSTRATIVE PURPOSES ONLY TO
<br />DEPICT FLOOR SYSTEM -TO -WALL CONNECTIONS. CHANGES TO THE CONCEPTUAL FLOOR
<br />LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER AND REVIEW FROM THE ENGINEER OF
<br />RECORD. PREFABRICATED WOOD I- JOIST SHALL CONFORM TO ASTM D 51166,
<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 SHALL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FOR THE INDICATED
<br />LOADS WITH ANSI/TPI 1 'NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
<br />TRUSS CONSTRUCTION.' FINAL PRE-ENGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
<br />TO BE BY ROOF MANUFACTURERS DELEGATED ENGINEER
<br />2. ROOF TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE
<br />DESIGN CRITERIA NOTES SECTION.
<br />3. FOR PLANS FIELDSTONE AE S NOT CONTRACTED TO PERFORM TRUSS REVIEW ON, THE
<br />CONTRACTOR IS RESPONSIBLE TO ASSURE THE DIRECT COMPLIANCE OF TRUSS
<br />MANUFACTURER LAYOUT TO THESE DRAWINGS a VERIFY ALL TRUSS CONNECTORS ARE
<br />SUFFICIENT TO WITHSTAND THE UPLIFT/LATERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
<br />AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND BEAM -TO -TRUSS CONNECTIONS. IF ANY TRUSS
<br />CONNECTOR SHOWN IN THESE DRAWINGS CAPACITY HAS BEEN EXCEEDED, THE TRUSS
<br />MANUFACTURER SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY.
<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 SPRINN ER8, 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 BC84B31N ADDITION TO PERMANENT BRACING
<br />SHOWN ON THE TAM 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 REINFORCMENT AT AN INCORRECT LOCATION.
<br />IF THE WALL HAS NOT BEEN BUILT: DRILL AND EPDXY #5 RESAR (36' LO.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. A8 WALL IN CONSTRUCTED, LAP REBAR IN
<br />ACCORDANCE NTH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 17 LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THEME BEAMISONO BEAM. COMPLETE
<br />GROUTING OF WAIL
<br />IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
<br />CORRECT LOCATION APPROXIMATELY 16' M) x 4 (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />REBAR (32- LO.) 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 BEAMBOND BEAM. COMPLETE
<br />GROUTING OF WALL.
<br />2. MISSING MSPLACED ANCHOR BOLT: SILL PLATE ANCHORAGE SOLUTIONS
<br />INTO COICI
<br />A 10x6' TITEN HO WITH 13/4• MINIMUM EDGE DISTANCE AND W MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FORA 1/Y DIAMETER ANCHOR BOLT WITH T EMBEDMENT INTO
<br />CONCRETE
<br />A 1/7 THREADED ROD SET-XP EPDXY T EMBEDMENT WITH 13V4' MINIMUM EDGE DISTANCE AND
<br />7-1/7 MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 112' DIAMETER ANCHOR
<br />BOLT WITH T EMBEDMENT INTO CONCRETE
<br />IMIOGIDUTRUAI0KOMMI Aft
<br />A IM"" TITEN HO MTN 1.W V MINIMUM EDGE DISTANCE AND Y MINIMUM END DISTANCE AT W r
<br />O.C. REPLACES A IIr DIAMETER ANCHOR BOLT WITH T EMBEDMENT AT e4Y O.C.; LIKEWISE A
<br />1/27VS' TITEN HD WITH I V4- MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE AT 2-8-
<br />O.C. REPLACES A 1/2' DIAMETER ANCHOR BOLT WITH T EMBEDMENT AT W-W O.C..
<br />3. MLSSINGIMISPLACED 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 I41r 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- LO. NAILS). WHEN GAP IS GREATER THAN
<br />1-1/2', INSTALL NEW ANCHORS.
<br />4. MASONRY WALL OVERHANGING SLAB
<br />BLCCKQAIeBNIq iIORAp
<br />< 5/8- NO REPAIR REO'D
<br />5/8' < OVERHANG < 1-1/2' GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>1.1/Y CONTACT ENGINEER OF RECORD FOR REPAIR
<br />5. NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
<br />AT 9PJM 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 18 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 />HOLEMOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE H892-SD81.5 WITH (I*1/4'X1.1/7 BOB
<br />SCREWS. FOR MULTI -PLY 2X STUDS USE H882-'#'-SD83 WITH (12)-1/4W' SDS SCREWS, WHERE
<br />#' CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />ATTOP RXM'. A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS
<br />REMOVED FOR PIPING (EXCEPT WHEN THE SIDE OF THE WALL WITH THE NOTCH OR CUT IS
<br />COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE
<br />REQUIRED REPAIR IS A GALVANIZED 16-GAUGE METAL TIE THAT IS AT LEAST MA" WIDE AND
<br />MUST BE FASTENED WITH (0)•1 SD NAILS ON EACH SIDE OF THE OPENING.
<br />JURISDICTION SPECIFIC NOTES:
<br />1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
<br />BALCONIES A 117 (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOU8
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
<br />REQUIREMENTS OF ASTM COM TO GIVE THE CEILING WATER RESISTANCE THE SOFFIT BOARD
<br />PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
<br />WITH R70&1.
<br />2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
<br />INSTALLED IN ACCORDANCE WITH MANUFACTURERS REOUIRMENTS AND ICC-ES EVALUATION
<br />REPORT ESR-1405 THE SOFFIT WILL COMPLY WITH R703.1.
<br />C.O.A.# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERING:
<br />29349
<br />0 IBRAHEM ELAYEB, PE
<br />; of
<br />P.E.# 91476
<br />■ BENJAMIN NIESE, PE
<br />P.E.# 86025
<br />•
<br />STATE���► ' , OREDI'.•'••
<br />i ��
<br />02/ 2 aDATE
<br />MIA goon
<br />3400 Aubum Rd
<br />Sufte 200
<br />Auburn Hits, MI 48326
<br />+1 248.622.4035
<br />FWdde
<br />12906 Tampa Oaks Blvd.
<br />Suite 150
<br />Tampa, FL 33637
<br />+1 81&48&3310
<br />www.flekhtonsee.aom
<br />m
<br />Zcl)
<br />I Q
<br />W G
<br />GCC
<br />Q l�L
<br />2
<br />CL
<br />Lc•) N
<br />DRAWN BY: I FAE
<br />VERSION: 5.0
<br />SHEET NAME
<br />COVER SHEET
<br />SHEET #
<br />SO.1-1401
<br />
|