|
I
<br />GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 20M SM EDITION OF THE FLORIDA ONTERNATIONAL)
<br />RESIDENTIAL CODE AND APPLICABLE COUNTY CODE AMENDMENTS. STANDARDS LISTED IN
<br />STRUCTURAL NOTE SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE IDENTIFIED N 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 9MUCTURAL NOTES, THE STRICTEST PROVISION
<br />SWILL GOVERN.
<br />3. THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH
<br />INCLUDE ARCHITECTURAL, STRUCTURAL, MECHANICAL ELECTRICAL, AND CIVIL/SITE DRAWINGS
<br />COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN N THE OTHER
<br />COMPONENTS OF THE CONTRACT DOCUMENTS.
<br />4. TYPICAL DETAILS AND OTHER SEC IONSIDETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED N THE SECT )NSIDETA -S, EVEN F 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 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 ON THE DRAWINGS.
<br />THIS SHALL 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 />AL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS, ANY DEVIATIONS
<br />OR DISCREPANCIES ON THESE PLANS MUST BE SROUGFT TO THE IMMEDIATE ATTENTION OF
<br />THE ENGINEER OF RECORD. BACK CHARGES WALL NOT BE ACCEPTED, REGARDLESS OF FAULT,
<br />WITHOUT PRIOR NOTIFICATION BY BUILDER WITHIN 48NH0URS AND INVESTIGATION BY
<br />FIELDSTONE
<br />9. THE TERMS 'CONCRETE SCREW AND MASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCRETEIMASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
<br />PRODUCTS: SIMPSON STRONG TIE TITEN TURBO, GENUINE TAPCON, OR HILT KWI4CON I.
<br />10. CONTENT LINKED WITHIN OR CODES THAT MAY BE SHOWN WITH THE DRAWING SET ARE FOR
<br />(FORMATIONAL PURPOSES ONLY AND THE PROFESSIONAL SEA. 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 />ETHER SIMPSON STRONG TIE SET-W, OR HILT HT+IY-150
<br />DESIGN CRITERW:
<br />1. BUILDING RISK 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 (w/ STORAGE) _ 20 PSF
<br />ROOF BOTTOM CHORD LIVE LOAD (w/o STORAGE) __.!-10 PSF
<br />ROOF BOTTOM CHORD DEAD LOAD -10 PSF
<br />FLOOR LIVE LOAD -40 PSF
<br />FLOOR LIVE LOAD (SLEEPING ROOMS) -30 PSF
<br />FLOOR DEAD LOAD =15 PSF
<br />DECK0kLCONY LIVE LOAD -40 PSF
<br />NOTE TO TRUSS & WOIBT MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
<br />SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
<br />LOCATION
<br />TOTAL LOAD
<br />I
<br />I LIVE LOAOTAL
<br />D
<br />CTION
<br />ROOFTiUSBES
<br />IL/240
<br />W240
<br />1 1"
<br />FLOORJOSf3/fRUSS
<br />I 1./3M)
<br />I L/460
<br />I 1/2'
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE S✓8'
<br />2. ANY MEMBER SUPPORTING BMCKIMASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF LIa00
<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 CRRERWI:
<br />BASIC WIND SPEED -140 MPH
<br />EXPOSURE CATEGORY =C
<br />INTERNAL PRESSURE COEFFICIENT - +/- 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS =D
<br />SEISMIC DESIGN CATEGORY -A
<br />4. EARTH PRESSURE LOADING:
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WAND & SESMKC) -2000 PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNB ACED AT TOP -40 PCF
<br />WALL BRACED AT TOP -55 PCF
<br />5. OUARDRAILMANORAL LOADING:
<br />ALL BLS SHALL MEET 200 LOS (MNIMUM) CONCENTRATED FORCE APPLIED
<br />IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL MEET 50 PSF. THESE LOADS
<br />ARE TO BE EVALUATED M9494DENTLY AND ME 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 (ICC-ES) AC 273 -'ACCEPTANCE
<br />CRITERIA FOR HMORAILS 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 ACI 332
<br />'REMDENTIAL CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' EXCEPT AS MODIFIED BY
<br />STRUCTURAL REO IR MENTS NOTED ON THE DRAWINGS.
<br />3. CEMENT SHALL CONFORM TO ASTM C150'SPECFICATION 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 A4315 GRADE O&
<br />& REINFORCEMENT EMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
<br />'DETAILS AND DETAILING OF CONCRETE RENFORCEMENP, MI 316 - ANO WANUAL OF
<br />ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES', ACI 315FL
<br />7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
<br />COVER AND TOLERANCES AS FOLLOWS:
<br />WITHIN UPPER 2A OF SLAB AND 3/4" MINIMUM COVER AT INTERIOR
<br />CONWKM 1412- MINIMUM COVER AT EXTERIOR CONDITIONS
<br />OON01111=9912011TT010AOMEi110ft 3'
<br />T4DIMEED00NONM 1-1/2' (#5 REOM OR SMALLER) 2- (#a RE13AR OR LARGER)
<br />ToArANCC +/-3A'
<br />S. REINFORCING STEEL SHALL NOT BE CUT, BENT OR STRAOHTENED N THE FIELD UNLESS
<br />APPROVED BY THE STRUCTURAL ENGINEER OR AS INDICATED ON THE DRAWINGS.
<br />9. WELDING OF REINFORCING STEEL 18 PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING
<br />W1 DETAILED SHALL CONFORM TO AWS DI A SPECIFICATION.
<br />CONCRETE NOTES (CONTINUED):
<br />10. CONCRETE SHALL HAVE A MINIMUM MOAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE & CONCRETE BEAMS: 2500 PSI
<br />11. CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING
<br />CONCRETE AND PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THEIR POSITION WITHIN
<br />SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. INSERTING DOWELS INTO
<br />WET CONCRETE IS NOT PERMITTED. ANCHOR RODS AND STEEL INSERTS SHALL BE SET BY
<br />TEMPLATE TO WITHIN A 1IM TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
<br />EXACT PROJECTION INDICATED ON THE DRAWINGS, PRIOR TO PLACING CONCRETE
<br />I Z HOOKED BARS SHALL BE STANDARD 90 DEGREE HOOKS PER ACI UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CUSS B PER ACI 318. LOCATION OF LIP
<br />SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
<br />13. DOWELS INTO FOUNDATION SEAL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
<br />ALL COLUMNS, PIERS AND WARS, UNLESS OTHERWISE NOTED.
<br />14. CONTRACTOR SHALL OBTAIN APPROVAL PRIOR TO PLACING OPENINGS OR SLEEVES NOT SHOWN
<br />ON THE DRAWINGS, THROUGH ANY STRUCTURAL MAEMBER.
<br />IS.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 i" MINIMUM DEPTH WITHIN
<br />24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
<br />IS AS FOLLOWS:
<br />34/2' SLAB: 8 FEET O.C. EACH DIRECTION
<br />4' SLAB: 10 FEET O.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F.) VWW1.4XW1.4. 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 8INCHES,
<br />• MMKC10. OR MACRO SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENGTHS SHALL. BE 1/Y TO 2-1/4' IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
<br />3.0 POUNDS N ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WITH ASTM C1I I8. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL
<br />16. CONTROL JOINTS SHALL BE FURNISHED WITH A FULL-LENGTH KEYWAY CENTERED ON MEMBERS.
<br />WHERE THE S12E OF LEY IS NOT SHOWN ON THE DRAWINGS, THE LEY SHALL BE 25% OF THE
<br />CROSS-SECTION DIMENSION OF THE MEMBER AND MINIMUM 1-1/2 INCHES INTO THE FIRST POUR
<br />OF CONCRETE.
<br />17. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REOURED
<br />EVEN F NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM SECTION.
<br />1&CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 30LI "STANDARD SPECIFICATION
<br />FOR CONCRETE CURING" AND ACI 3M'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 OWNER'S REPRESENTATIVE
<br />2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES
<br />FOOTINGS ARE TO BEM ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A
<br />MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2WO 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 a INCH (MINIMUM) AND SEAL WITH ADHESIVE.
<br />4. WHERE FOOTING STEPS ME NECESSARY, THEY SHALL BE NO STEEPER THAN ONE VERTICAL TO
<br />TWO HORIZONTAL U.N.O.
<br />5. FOOTINGS SHALL BE CENTERED LINDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED
<br />OTHERWISE ON THE DRAWINGS.
<br />6. NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUBARADE CONTAINING FREE
<br />WATER, FROST OR ICE SHOULD WATER OR FROST, HOWEVER SLIGHT, ENTER A FOOTING
<br />EXCAVATION AFTER SU&ORAOE APPROVAL, THE SUBOMDE SHALL BE REINSPECTED TOY THE
<br />GEDTECHNICAL 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 IS COMPLETE
<br />6. A GEOTECHNICAL ENGINEER REGISTERED N THE STATE OF WORK PERFORMED SHALL INSPECT
<br />THE CONDITION AND ASSURE THE ADEQUACY OF ALL SITE PREPARATION, SUBGRADES, FILE,
<br />BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLAGS AND WALLS. HE SHALL
<br />SUBMIT REPORT TO THE ARCHITECT/ENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
<br />NON -CONFORMING WORK
<br />1ACKM FICA.
<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 N PLACE. SHORE AND/OR
<br />BRACE WALLS AS REQUIRED F BACKFILLNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
<br />PLACEMENT OF FLOOR SYSTEM.
<br />2. WHERE BACKFILL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
<br />BALANCED BACIffILL 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 18 INSTALLED.
<br />3. BACKFILL MATERIAL SHALL CONSIST OF CLEAN. WELL GRADE GRANULAR SOILS, FIRED OF
<br />ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY, AS DETERMINED ICY
<br />THE MODIFIED PROCTOR METHOD (ASTM D15M, N LIFTS NOT EXCEEDING 8 ARCHES.
<br />MASONRY NOTES:
<br />1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI SM, "BUILDING CODE
<br />REQUIREMENTS FOR MASONRY STRUCTURES' AND SHALL BE CONSTRUCTED IN ACCORDANCE
<br />WITH ACI 590.1, -SPECIFICATIONS FOR MASONRY STRUCTURES.'
<br />2 CONCRETE MASONRY SHALL CONFORM M ASTM C90 AND HAVE A MINIMUM COR94WSWJE
<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 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 ETHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE USE ETHER PORTLAND
<br />CEMMENTAJME OR MASONRY CEMENT FOR MORTAR.
<br />S. GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 20-DAY COMPRESSIVE STRENGTH OF
<br />2AM PSI.
<br />6. STD BAR RB FORCBM34T SHALL CONFORM TO ASTM A81S, GRADE a0.
<br />7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A COMI IL"A CAVITY,
<br />FREE OF MORTAR DROPPINGS.
<br />& 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 (*" CONTINUOUS VERTICAL REINFORCING BATS..
<br />9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS U.O.N. LAP
<br />SPLICE REINFORCING PER THE SCHEDULE OR 118E 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 />BM SIZE
<br />LAP SPLICE LENGTH
<br />BEND DIAMAETER
<br />ACI HOOK
<br />#4
<br />20'
<br />3"
<br />10,
<br />#5
<br />26'
<br />3 9/4'
<br />10'
<br />#8
<br />34'
<br />4.1/2'
<br />11"
<br />MASONRY NOTES (CONTINUED):
<br />10. REINFORCING BARS SHALL BE HELD IN POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO
<br />ENSURE DESIGN LOCATION AND LAP. PLACE BARS AND LAP PRIOR TO GROUTING.
<br />11. GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR "LOW
<br />LIFT GROUTING' OR 'HIGH LIFT GROUTING" AS OUTLINED N THE NCMA-TEK 3.2A - GROUTING
<br />FOR CONCRETE MASONRY WALLS AND ACI 530/ASCE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET 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 SOLD.
<br />14. CONTRACTOR SHALL BRACE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
<br />ROOFS ARE IN PLACE, AND THE MASONRY HAS REACHED 76% OF THE REQUIRED STRENGTH PM.
<br />BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 3.4B -'BRACING CONCRETE
<br />MASONRY WALLS DURING CONSTRUCTION.'
<br />WOOD FRAMING NOTES:
<br />1. STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
<br />BEEN DESIGNED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATION FOR WOOD
<br />CONSTRUCTION.- (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 />& ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO -VOLUNTARY PRODUCT STANDARD P82
<br />PERFORMANCE STANDARD FOR WY0004MM STRUCTURAL -USE PANS'.
<br />4. ALL BEAMS AND HEADERS SHALL DE M-PLY U.N.O.
<br />S. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/2 DIAMETER CAST-INPLACE ANCHOR BOLTS WITH T EMBEDMENT,
<br />4- (MINIMUM) AND 12" (MAOMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3-4-4.229' WASHERS AT THE ANCHOR SPACING
<br />BELOW:
<br />MAXIMUM ANCHOR BOLT 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 />6. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
<br />POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN 1/2' ON
<br />TOP, SIDES, AND ENO(S) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
<br />MOISTURE BARRIER.
<br />7. STRUCTURAL SAWN LUMBER SHALL BE SPRUCE -PINE -FIR NOA /NO.2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />Fs= 875 PSI ��FC� = 425 PSI FT - 45O PSI FC= 1160 PSI FV- 135 PSI E- 140010
<br />WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />8. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2X) TOP PLATES
<br />INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS N
<br />DOUBLE MO TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
<br />NOT LESS THAN (E)-0.162-x2-1/2' FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (D) TOP PLATES
<br />OF EXTERIOR WAILS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
<br />SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BABE DESIGN VALUES:
<br />FB= 1100 PSI FC� - 565 PSI FT- S75 PSI F�- 1450 PSI FV- 175 PSI E- 1400 KS1
<br />WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WALL NOT EXCEED 19%.
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM 0 5456 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />6911WAR AM LULL PAl1ALLAM F9L PG T91F9fNMRUMD Li
<br />E - 2000 KSI E - 1900 KSI E - 1300 KSI
<br />F, - 2WO PSI Fs - 2400 PSI Fe - 1700 PSI
<br />(h -'BDOi ER BEAM 2A a ARE M ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE SOOZ ER BEAM 21 IF 18 OF FAIL OR GREATER SECTION
<br />DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
<br />I o. FLOOR SHEATHING SWILL BE 2301 NCH, APA RATED SHEATHING, 4W24 MN., 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-IWD-0ROOVE FLOOR SHEATHING SHALL BE GLUED AND NAILED TO SUPPORTING
<br />MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AF0.01, APPLIED N ACCORDANCE WITH
<br />THE MANUFACTURERS RECOMMENDATIONS, PROVIDE 0.131'4-1/2" COMMON NAILS AT 6INCH
<br />O.0 ALONG SUPPORTED PANEL EDGES AND 12 NCH 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)-21 JACK STUD AND (1)-2x KING STUD, MINIMUM,
<br />REFER TO CHART BELOW U.N.O ON DRAWINGS:
<br />WINOSPEED OF
<br /><- 140 EXP. C
<br />WALL HEIGHT
<br />OFT
<br />9FT
<br />10FT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />(FO
<br />2K4
<br />4
<br />IJAK
<br />IJ/1K
<br />1JAK
<br />8
<br />1J/1K
<br />INIK
<br />iJUP1C
<br />8
<br />1JHK
<br />1J/21X
<br />1JAK
<br />10
<br />1J/2K
<br />1J/2K
<br />1JAK
<br />12
<br />1J/2K
<br />1JAK
<br />1JAK
<br />14
<br />1J12K
<br />1JAK
<br />ENO
<br />16
<br />1J/9K
<br />iJ/4K
<br />ENO
<br />18
<br />iJIBK
<br />ENG
<br />ENO
<br />WAIL HEIGHT
<br />VAND9PEED OF
<br /><- 140 EXP. C
<br />OFT
<br />9FT
<br />1OFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />(FT)
<br />2x8
<br />4
<br />INIK
<br />1JAK
<br />1J/IK
<br />a
<br />WK
<br />1JAK
<br />WK
<br />a
<br />1J/1K
<br />1J/1K
<br />IJ/1K
<br />10
<br />WK
<br />1JAK
<br />1J/1K
<br />12
<br />1JAK
<br />1J/1K
<br />1JAK
<br />14
<br />1 1JAK
<br />I 1J/1K
<br />1J/1K
<br />16
<br />MR
<br />1J/1K
<br />IJ/IK
<br />18
<br />1J/1K
<br />1JlIK
<br />I 1J/IK
<br />13. WAILS 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 18' O.C. MAXIMUM U.N.O.
<br />NON -LOAD BEARING PARTITION WALLS 94ALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
<br />GAL MN.) E 24' O.C. MAXIMUM.
<br />15. STUD COLUMNS UNDER' BEARING PORTS OF ORDERSIBEAMS SHALL MATCH THE
<br />GIRDER/BEAM PLY COUNT WITHIN 1/7 TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
<br />BACK ALL GI DEMBEAMS THIN) 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 IRC TABLE RNIMI).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURERS
<br />DELEGATED ENGINEER AND BE N 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 ME
<br />FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM -TO -WALL CONNECTION&
<br />CHANGES TO THE CONCEPTUAL FLOOR LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER
<br />AND REVIEW FROM THE ENGINEER OF RECORD. PREFABRICATED WOOD I -JOIST SHALL
<br />CONFORM TO ASTM D 5056.
<br />JURISDICTION SPECIFIC NOTES:
<br />1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
<br />BAALCONES A Ire (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTTIOUS
<br />KNOCKDOWN FINISH E AOCEFTAB.E PROVIDED THAT IT IS PRATED MEETING THE
<br />REQUIREMENTS OF ASTM CM TO GIVE THE CEILING WATER RESISTANCE THE SOFFIT BOARD
<br />PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
<br />WITH RM&1.
<br />2 THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
<br />INSTALLED IN ACCORDANCE WITH MANUFACTURER'S REQURMENTS AND ICCE.S EVALUATION
<br />REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R70&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 SHALL BE DESIGNED AND MANUFACTURED N CONFORMANCE FOR THE INDICATED
<br />LOADS WITH ANSVTPI 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 L BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED N THE
<br />DESIGN CRITERIA NOTES SECTION.
<br />3. THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS PILES. ANY LOT THAT DEVIATES
<br />FROM THE MASTER TRUSS PILE ON RECORD,OR FOR PLANS FIELDSTONE AE IS NOT
<br />CONTRACTED TO PERFORM TRUSS RENEW 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 IPUFT/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 CONNECTION&
<br />5. REFER TO ARCHITECTURAL AL DRAWINGS FOR TRUSS SHAPE, OVERHANG, DIMENSIONS, SLOPES,
<br />SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
<br />6. THE POSITIONS, WEIGHTS, AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
<br />ELECTRICAL FIXTURES, PLUMBING, FIRE SPRINKLERS, ETC SHALT. 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 Q.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 BCSM IN ADDITION TO PERMANENT BRACING
<br />SHOWN ON THE TRUSS DESIGN PROVIDED BY THE DELEGATED TRUSS ENGINEER.
<br />PRE -APPROVED FIELD REPAIR NOTES:
<br />1. MISPLACED DOWEL REPAIR: THIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OF
<br />REBAR VERTICAL REINFORCEMENT AT AN 94CORRECT LOCATION.
<br />IF THE WALL HIS NOT BEEN BUILT: DRILL AND EPDXY #5 FEW (36' LO.) INTO THE THICKENED
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BM WITH 12- LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BFAWBOND 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'"x 4' (W) AT FLOOR LEVEL DRILL AND EPDXY #5
<br />REBAR Or L(L) 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 BEAWBOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MISSING/MISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />INMOONpITC
<br />A 112W TITEN HD WITH 1-S/4' MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A 1/2DIAMETER ANCHOR BOLT WITH T EMBEDMENT INTO
<br />CONCRETE
<br />A 1/Y THREADED ROD SET-m EPDXY T EMBEDMENT WITH 1-W4' MINIMUM EDGE DISTANCE AND
<br />7.1/2' MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 1/2" DIAMETER ANCHOR
<br />BOLT WITH T EMBEDMENT INTO CONCRETE
<br />INTO GROUT F91m MA90091Y 1MIlI II:
<br />A I"' TITEN HD WITH 13/4' MINIMUM EDGE DISTANCE AND 8' MINIMUM END DISTANCE AT V-W
<br />O.C. REPLACES A 112' DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT AT 9-W O.C.; LIKEWISE A
<br />1/2'xa" TITEN HO WITH 1-314' MINIMUM EDGE DISTANCE AND S' MINIMUM END DISTANCE AT 7-W
<br />D.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT N-0" O.C..
<br />3. SIMPSON MASH SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
<br />SPACING NOTED HERE-N ACCORDING TO THE FOLLOWING TABLE:
<br />BASIC WIND
<br />SPEED (MPH)
<br />MAXIMUM
<br />SPACING
<br /><140
<br />Q-0
<br />140
<br />1'-8"
<br />150
<br />1'-7
<br />NOTES:
<br />1. MASA SPACING BASED ON NO MORE THAN ONE N THREE INSTALLED WITH ONE LEG
<br />INSTALLED VERTICALLY ATTACHED TO STUD
<br />4. MISSINGNISPLACED TRUSS STRAP ANCHOR: REFER TO 'MISSED TRUSS STRAP REPAIR' DETAIL
<br />WITHIN DRAWINGS.
<br />FOR MISLOCATED TRUSS ANCHORS WHICH ME GREATER THAN IV BUT LESS THAN 1-1/2' FROM
<br />THE FACE OF THE TRUSS, A SHIM SHALL BE PROVIDED AND NAIL LENGTH INCREASED TO
<br />PENETRATE THROUGH BOTH PLYS OF MATERIAL P.E. 3" LG. NAILS). WHEN GAP IS GREATER THAN
<br />1-1/2', INSTALL NEW ANCHORS.
<br />5. MASONRY WALL OVERHANGING SLAB
<br />SLOCKOWBMA Pirm
<br />< 5/8' NO REPAIR REO'D
<br />5/8• < OVERHANG < 1-1/2" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />> 1-1/2" CONTACT ENGINEER OF RECORD FOR REPAIR
<br />8. NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
<br />AT 9FUDlk STRUCTURAL REPAIR IS REQUIRED AT STUDS WHEN A STUD 18 NOTCHED TO A
<br />GREATER THAN 25%OF THE WIDTH IN BEARING WALLS, OR 40% IN NON -LOAD BEARING WALLS;
<br />OR WHEN A HOLE IS ORILLEDIBORED TO A DIAMETER EXCEEDING 40%OF THE STUD WIDTH N
<br />BEARING WALLS, OR W% OF THE STUD WIDTH IN NON -BEARING WAILS. IF THE MAXIMUM
<br />HGLEA40TCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HS82SDS1.5 WITH (I*1/4'Xi-1/Y SOS
<br />SCREWS. FOR ML LTI-PLY 2X STD8 USE HS82-'Mr-SOS3 WITH (I*1/4•X3• SDS SCREWS, WHERE
<br />'#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />ATTOP PLA76fk A HOLE. CUT, OR NOTCH THAT 18 GREATER THAN 50% OF THE PLATE WIDTH IS
<br />REMOVED FOR PIPING (E(CEPT 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 1640AUOE METAL TIE THAT RI AT LEAST 1-1/Y WIDE AND
<br />MUST BE FASTENED WITH (a)-1 SD NAILS ON EACH SIDE OF THE OPENING.
<br />* Fieldstone
<br />C.O.A.# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERING:
<br />29349
<br />0 IBRAHEM ELAYEB, PE
<br />P.E.# 91476
<br />■ BENJAMIN NIESE, PE
<br />P.E.# 86025
<br />02/06/2024
<br />DATE
<br />�Qi.•''rrla
<br />0.
<br />STATE OF
<br />��IIII�
<br />Mloldgm
<br />34DO Auburn Rd
<br />Su9e 200
<br />Auburn H018, MI 48326
<br />+1 248.622.4035
<br />Fbdde
<br />129M Tampa Oaks Blvd.
<br />Su9e ISO
<br />Tampa, FL 33637
<br />+1 813.468.3310
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<br />SWAT
<br />I I DRAWN S?W. FAE
<br />VERSION: 5.0
<br />SHMNME
<br />COVER SHEET
<br />SHEET RY
<br />SO.1-140
<br />
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