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GENERAL STRUCTURAL NOTES:
<br />1. ALL WORK SHALL CONFORM TO THE 2= ft EDITION Or THE FLORIDA (INTERNATIONAW
<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 04TENDED 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/SITE DRAWINGS.
<br />COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
<br />COMPONENTS OF THE CONTRACT DOCUMENTS.
<br />4. TYPICAL DETAILS AND OTHER SECTIONEWDETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
<br />THE CONDITIONS DESCRIBED IN THE SECTIONS/DIETAILS, 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 LIMITED TO TEMPORARY SHORING AND
<br />BRACING.
<br />S. DO Nor SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
<br />CONTACT THE ENIGANEER.
<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 />a. 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 48-HOIJRS AND INVESTIGATION BY
<br />FIELDSTONE.
<br />9. THE TERMS 'CONCRETE SCREW` AND UASONRY SCREW SHALL BE USED INTERCHANGEABLY
<br />WITHIN THESE DRAWINGS. CONCRETE/MASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
<br />THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
<br />PRODUCTS: SIMPSON STRONGTIE TITEN TURBO, GENUINE TAPCON, OR HILTI K%MK4)ON IL
<br />io.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 STRONGTIE SET-30, OR HILTI HIT-HY-150
<br />DESIGN CRITERIA:
<br />1. BUILDING RISK CATEGORY
<br />2. VERTICAL LOADING:
<br />ROOF TOP CHORD LIVE LOAD 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 (w10 STORAGE) ---!-10 PSF
<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 -15PSF
<br />DECKIBALCONY LIVE LOAD =40 PSF
<br />NOTE TO TRUSS & WOIST MANUFACTURERS - ROOF & FLOOR �YSTEM DELEGATED DESIGN
<br />SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
<br />LOCATION
<br />TOTAL LOAD
<br />LIVE LOAD
<br />TOTAL
<br />D%11ON
<br />I ROOF TRUSSES
<br />1/24n
<br />L/240
<br />1.
<br />I FLOOR J019WMUSS
<br />I L/3
<br />L14W
<br />119- i
<br />NOTES:
<br />1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
<br />MEMBERS SHALL BE 6/8"
<br />2. ANY MEMBER SUPPORTING BRICIQMASONRY SHALL BE LIMITED TO A TOTAL LOAD
<br />DEFLECTION OF L1600
<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 />S. LATERAL LOADING
<br />WIND CRITERIA: TORNADO WIND SPEED .................. mWA
<br />BASIC WIND SPEED =140 MPH
<br />EXPOSURE CATEGORY =C
<br />INTERNAL PRESSURE COEFFICIENT________- +/- 0.18 (ENCLOSED)
<br />SEISMIC CRITERIA
<br />SITE CLASS
<br />SEISMIC DESIGN CATEGORY
<br />4. EARTH PRESSURE LOADNM*
<br />ALLOWABLE SOIL BEARING CAPACITY
<br />TOTAL LOADS (INCLUDING WIND & SEISMIC) =2000 PSF
<br />LATERAL EARTH EQUIVALENT FLUID PRESSURE
<br />WALLS UNBRACED AT TOP =40 PCF
<br />WALL BRACED AT TOP =55 PCF
<br />5. GUARDRAIUMANDRAIL LOADING:
<br />ALL GUARDRAIL/HANDRAJLS SHALL MEET 200 LOS (MINIMUM) CONCENTRATED FORCE APPLIED
<br />IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL MEET 50 PSF. THESE LOADS
<br />ARE TO BE EVALUATED INDEPENDENTLY AND ARE NOT TO ACT CONCURRENTLY WITH ANY
<br />OTHER LIVE LOAD. DEFLECTION OF GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE
<br />INTERNATIONAL CODE COUNCIL EVALUATION SERVICES (1CC-ES) AC 273 - 'ACCEPTANCE
<br />CRITERIA MR HANDRAILS AND GIJARDS.'
<br />CONCRETE NOTES:
<br />I . STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332"RESIDENTAL
<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 ASTM CI 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 />5. RE1NFORC4NG SHALL CONFORM TO ASTM A-615 GRADE 00.
<br />6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACII STANDARDS:
<br />*DETAJLS AND DETAILING OF CONCRETE REINFORCEMEN[r, ACI 315 - AND NIANUAL 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 />SLAB4XMRADE: WITHIN UPPER Z13 OF SLAB AND 3/4"MINIMUM COVER AT INTERIOR
<br />CONDITIONS; 1-1/2' MINIMUM COVER AT EXTERIOR CONDITIONS
<br />CONCRETE (FOLINDiNTIM AGAR46T EARTH: 3"
<br />FORIIIIEDCONCRIETE: 1-112- (#5 REBAR OR SMALLER) 2- (#S REBAR OR LARGER)
<br />TOLOWAM +/- 3w
<br />S. 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 DIA SPECIFICATION.
<br />CONCRETE NOTES (CONTINUED):
<br />10. CONCRETE SHALL HAVE A MINIMUM 20-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
<br />FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
<br />SLAB -ON -GRADE & CONCRETE BEAMS: 2500 PSI
<br />I I. 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 Ely
<br />TEMPLATE TO WITHIN A I/V 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 ACI UNLESS NOTED OTHERWISE ON
<br />THE DRAWINGS. MINIMUM LAP SPLICE WWI BE CLASS B PER ACI 31 S. LOCATION OF LAP
<br />SPLICES SHALL BE AS INDICATED ON CIDNISTRUCTION DOCUMENTS.
<br />13. DOWELS KVO FOUNDATION SHALL MATCH SIM 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 />16. 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 />3-1/2"SLAB.' 8 FEET O.C. EACH D49EC71ON
<br />4"SLA& 10 FEET O.C. EACH DIRECTION
<br />• WELDED WIRE FABRIC (W.W.F.) 6X6-W1AXW1 A. WELDED WIRE FABRIC SHALL BE FURNISHED IN
<br />FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A -I 064 AND HAVE A
<br />MINIMUM SIDE AND END LAP OF 8 INCHES.
<br />• MICRO. OR MACRO- SYNTHETIC FIBER REINFORCEMENT
<br />FIBER LENGTHS SHALL BE Ilr TO 2-1/4" IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3t4 TO
<br />3.0 POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
<br />FIBERS SHALL COMPLY WITH ASTM CI 116. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COMPLIANCE WITH ASTM C1 I 18 WHEN REQUESTED BY THE BUILDING
<br />OFFICIAL
<br />is. CONTROL JOINTS SHALL BE FURNISHED WITH A FULLUENGTH 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 14/2 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 SHALL CONFORM TO ACI 308.1 *STANDARD SPECIFICATION
<br />FOR CONCRETE CURING' AND ACI 308R *GUIDE TO CUffiNG 0ONCRETF.
<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 2WO PSF.
<br />3. SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.
<br />FOUNDAMONS 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 (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 />6. 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 SUB43RADE SHALL BE RE INSPECTED BY THE
<br />GEOTECHNICAL ENGINEER/ TESTING LABORATORY AFTER REMOVAL OF WRTER OR FROST.
<br />7. CONTRACTOR SHALL FURNISH ALL REQUIRED DIE -WATERING EQUIPMENT TO MAINTAIN A DRY
<br />EXCAVATION UNTIL BACKPILL IS COMPLETE.
<br />S. A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF WORKPIERFORMED 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 ARCHITECTAMNEER DESCRIBING HIS INVESTIGATIONS OF ANY
<br />NON -CONFORMING WORK
<br />BACKFILLING:
<br />I . DO NOT PLACE EACKFILL 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 BACKFILLING 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 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 96% OF MAXIMUM DENSITY, AS DETERMINED BY
<br />THE MODIFIED PROCTOR METHOD (ASTM DIS57), IN LIFTS NOT EXCEEDING 8 INCHES.
<br />MASONRY NOTES:
<br />1 . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH Aci 5w, -BUILDING CODE
<br />REOUIREMENTS FOR MASONRY STRUCTURES"AND SHALL BE CONSTRUCTED IN ACCORDANCE
<br />WITH ACI SWA, 'SPECIFICATIONS FOR MASONRY STRUCTURES.-
<br />2. CONCRETE MASONRY SHALL CONFORM TO ASTM COD AND HAVE A MW41MUM 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 LAID IN RUNNING BOND.
<br />4. MORTAR FOR ALL MASONRY SHALL CONFORM TO ASTM C270 WITH MINIMUM COMPRESSIVE
<br />STRENGTH OF 2,000 PSI. MORTAR BELOW GRADE SHALL BE TYPE M. ELSEWHERE MORTAR MAY
<br />BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
<br />CEMENT/LIME OR MASONRY CEMENT FOR MORTAR.
<br />5. GROUT SHALL CONFORM TO ASTIVI C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
<br />2,50D PSI.
<br />8. STEEL BAR REJNFORCEMENT SHALL CONFORM TO ASTM A61 5, 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 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)-#5 CONTINUOUS VERTICAL REINFORCING BARS. .
<br />9. HORIZONTAL BOND BEAM AND VERTICAL REINFORC4NG 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 SPLICE LENGTH
<br />SEND DIAMETER
<br />ACI HOOK
<br />#4
<br />20'
<br />31
<br />I�w
<br />#5
<br />25'
<br />3-3w
<br />1i;
<br />31V
<br />4-1/2'
<br />1.
<br />111
<br />MASONRY NOTES (CONTINUED):
<br />10. REMORCING BARS SHALL BE HELD IN POSITION BY WEE 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 GRovnNG` AS OUTLINED IN THE NCMA-TEK 3-2A - GRounNG
<br />FOR CONCRETE MASONRY WALLS AND ACI SWASCIE 5 SPECIFICATION FOR MASONRY
<br />STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 6 FEET WITHOUT MECHANICALLY
<br />CONSOLIDATED eABRATED) GROUT POUIRS. .
<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 SOUID
<br />14. CONTRACTOR SHALL OWE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
<br />ROOFS ARE IN PLACE AND THE MA.SONRY HAS REACHED 76% OF THE REQUIRED STRENGTH PM.
<br />SPACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
<br />STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 34B - 'BRACING CONCRETE
<br />MASON" WALLS DURING coNsTRucnow."
<br />WOOD FRWING NOTES:
<br />I . STRUCTURAL SAWN LUMBEFI. 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 SPECFICATtON.'AND
<br />SHALL CONFORM TO'VOLUNITARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
<br />PLYWOOD."
<br />3. ORIENTED STRAND BOARD (OSS) SHALL CONFORM TO "VOLUNTARY PRODUCT STANDARD PS2
<br />PERFORMANCE STANDARD FOR WOOD-BASEID STRUCTURAL -USE PANELS".
<br />4. ALL BEAMS AND HEADERII SHALL BE MftY U.N.O.
<br />5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
<br />SHALL BE ANCHORED WITH 1/r DIAMETER CAST4N-PLACE ANCHOR BOLTS WITH r EMBEDMENT,
<br />4- (MINIMUM]I AND 12- WAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
<br />THIRD OF THE SILL PLATE, WITH NUT AND 3-41-4229- WASHERS AT THE ANCHOR SPACING
<br />BELOW
<br />MAXIMUM ANCHOR BOLT SPACING - r-O"OC.
<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 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 /NO2 OR BETTER U.N.O. WITH
<br />BASE DESIGN VALUES:
<br />Fs-875PSI F =425PS! FT-450PSI F,=IISOPSI F,=135PSI E-140OKSI
<br />WITH THE M01154RE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
<br />S. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2)0 TOP PLATES
<br />INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
<br />DOUBLE (2X) TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
<br />NOT LESS THAN (S)-0.I 62-X2-1/2- FACE NAJLS 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,- 1100 PSI F - 505 PSI FT- 675 PSI Fc- 1450 PSI Fv- 175 PSI E- 1400 KS1
<br />WITH THE MOISTU& CONTENT OF THE WOW IN SERVICE WILL NOT EXCEED 19%.
<br />9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
<br />ALLOWABLE DESIGN STRESSES
<br />MKWIOLLAM LVL PARALLAM PGL r) TIMBERSTRAND LSL
<br />E - 2000 KSf E - ISOOKSI E - 1300 KSI
<br />N - 2000 PSI F, - 2400 PSI Fe - 1700 PSI
<br />r) - BOOZER BEAM 2.IE' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
<br />ON PLANS PROVIDED THE 130OZER BEAM 2Ae IS OF EQUAL OR GREATER SECTION
<br />DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
<br />10. FLOOR SHEATHING SHALL BE 23/32 INCH, APA RATED SHEATHING, 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 -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 MANUFACTURERS RECOMMENDATIONS. PROVIDE 0.131 *x2-1/2' 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 (I)-2X JACK STUD AND (I)-2X KING STUD U.N.O. ON
<br />DRAWINGS.
<br />12. FOR EXTERIOR WALL HEADERS PROVIDE (I)-2x JACK STUD AND (I)-2x KING STUD, MINIMUM,
<br />REFER TO CHART BELOW U.N.0 ON DRAWINGS:
<br />WINDSPEED OF
<br />< - 140 EXP. C
<br />FW-AITH--EIGHT
<br />8FT
<br />9Fr
<br />IOFT
<br />STUD
<br />SIZE
<br />HEADER SPAN
<br />om
<br />4
<br />1J/IK
<br />1J/IK
<br />IJ/IK,
<br />6
<br />IJf1K
<br />IJf1K
<br />IJ/2K
<br />a
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<br />13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS: WALLS Nor 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 2XOR METAL STUDS (18
<br />GA. MIN.) @ 24- O.C. MAXIMUM.
<br />15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERSIBEAMS SHALL MATCH THE
<br />GIRDEIRWAM PLY COUNT WITHIN 1/2' TOLERANCE (2-PLY STUD COLUMN MINIMUK. SOLID
<br />BLOCK ALL GIRDEP48EAMS 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 TABLE R0023(1).
<br />17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS ANDIOR W(w I- JOIST MANUFACTURERS
<br />DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS & DEFLECTIONS IDENTIFIED
<br />IN THE DESIGN CRITERIA NOTES SECTION. INSTALL PER MANUFACTURERS RECOMMENDATIONS,
<br />NOTES, AND DETAILS. FLOOR FRAMING CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE
<br />FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM-TO-WAUL 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 -JOIST SHALL
<br />CONFORM TO ASTM D 5M.
<br />JURISDICTION SPECIFIC NOTES:
<br />PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS. PORCHES, AND
<br />BALCONIES A Ilr (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOUS,
<br />KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED 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 R703.1.
<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 ESW1495 THE SOFFIT WILL COMPLY WITH R703.1.
<br />PRE-ENGINEERED ROOF TRUSS NOTES:
<br />1. ROOF TRUSIS SHOWN ON STRUCTURAL DRAWINGS 01 CONCEPTUAL ONLYTO ILLUSTRATE
<br />TRUWTO 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 W(M
<br />TRUSS COINISTRUCTK)N.* FINAL PRE-ENG04EERED 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. THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS FLES. ANY LOT THAT DEVIATES
<br />FROM THE MASTER TRUSS FILE ON RECORD,OR FOR PLANS FIELDSTONE AE IS NOT
<br />CONTRACTED TO PERFORM TRUSS REVIEW ON, THE CONTRACTOR IS FESPONSIBLE TO ASSURE
<br />THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY
<br />ALL TRUSS CONNECTORS ARE SUFFICIENTTO WITHSTAND THE LIPLJFTJLATERAL LOADS IMPOSED
<br />4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
<br />AT ALL TRUSS -TO -TRUSS, TRUSS-TO43EAM, AND BEAM -TO -TRUSS CONNIECTIONS.
<br />5. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS; SHAPE, OVERHANG, DIMENSIONS, SLOPES,
<br />SPANS, DRAINAGF, BEARING WALL HEIGHTS, ETC.
<br />6. THE POSITIONS, WEIGHTS, AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
<br />ELECTRICAL FIXTURES, 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 S12E 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 />8. 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 />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 #5 REBAR (36- LG.) INTO THE THK;XENw
<br />EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR IN
<br />ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12- LAP AT
<br />THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAMMOND 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 16" (H) x 4" (W) AT FLOOR LEVEL. DRILL AND EPDXY #5
<br />RE13AR (32- I.S.) 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 SEAMIBOND BEAM. COMPLETE
<br />GROUTING OF WALL
<br />2. MtSSINGIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
<br />KVOCONCRIETE.
<br />A 112W TITEN HO WITH "A"MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
<br />DIRECT 1:1 REPLACEMENT FOR A t/2* DIAMETER ANCHOR BOLT WITH r EMBEDMENT INTO
<br />CONCRETE.
<br />A Itr THREADED ROD sEr-aG Epoxy r EMBEDMENT WITH 1-314"MINIMUM EDGE DISTANCE AND
<br />74t2"MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR
<br />BOLT WITH 7"EMBEDMIENT INTO CONCRETE.
<br />VITIO EIROUT FILLEID MAI)ONRY (OPCIALD:
<br />A I i2W TITEN HD WITH 1-3/4* MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT IV-S"
<br />O.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT V-0" D.C.; LIKEWISE A
<br />112W TITEN HD WITH "A" MINIMUM EDGE DISTANCE AND V MINIMUM END DISTANCE AT Z-S"
<br />D.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT W-0" O.C..
<br />3. SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
<br />SPACING NOTED HERE4N ACCORDING TO THE FOLLOWING TABLE:
<br />BASIC WIND
<br />SPEED (MP4
<br />MAXIMUM
<br />SPACING
<br />< M
<br />&-w
<br />140
<br />11-T
<br />150
<br />11-T
<br />NOTES:
<br />1. MASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
<br />INSTALLED VERTICALLY ATTACHED TO STUD
<br />4. MISSINGIMISPLACED 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 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 (I.E. 3- LG. NAILS). WHEN GAP IS GREATER THAN
<br />1-1/2", INSTALL NEWANCHORS.
<br />5. MASONRY WALL OVERHANGING SLAB
<br />BLOCK OVERHANG REPAIR
<br />< 5/r NO REPAIR REOD
<br />5/8' <OVERHANG � 1-1/2" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
<br />>1-112* CONTACT ENGINEER OF RECORD FOR REPAIR
<br />6. NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
<br />AT STUDS. 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 DRLLED/BOREO TO A DIAMETER EXCEEDING 40% OF THE STUD WIDTH IN
<br />BEARING WALLS, OR 60% OF THE STUD WIDTH IN NON43EARING WALLS. IF THE MAXIMUM
<br />HOLVNOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
<br />SHOE REPAIRS ARE AS FOLLOWS: FOR 9X STUD USE HSS2-SDS1.5 WITH (I 2)-1/4"XI -1/2" SDS
<br />SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-�#--SDS3 WITH (12)-114-)W BOB SCREWS, WHERE
<br />*#"CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
<br />ATTOP : 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 161131AUGE METAL'�E THAT IS AT LEAST 1-112- WIDE AND
<br />MUST BE FASTENED WITH (S)-I So NAILS ON EACH SIDE OF THE OPENING.
<br />000 Fi
<br />v
<br />C.O.A.# ARCHITECURE:
<br />AA26002802
<br />C.O.E.# ENGINEERING:
<br />29349
<br />0 IBRAHEM ELAYEB,
<br />P.E.# 91476
<br />E BENJAMIN NIESE, PE
<br />P.E.# 86025
<br />05/29/2024
<br />DATE
<br />No.86025
<br />10WAII.
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