HomeMy WebLinkAboutSCover 4-2 V1GENERAL STRUCTURAL NOTES:
I. ALLWORK SHALLCONFORM TO THE 20ill INTERNATIONAL RESIDENTIAL CODE AND WASHINGTON STATE AMENDMENTS.
2 THE STRUCTURAL NOTESARE INTENDED TO AUGMENT THE DRAWINGS. SHOULD CONFUCTS EXIST BETWEEN THE DRANNGS AND THE STRUCTIIRAL NOTES, THE
STRICTEST PROVISION SHALLGOVERN.
& THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH INCLUDE ARCHITECTURAL STRUCTURAL, MECHANICAL, ELECTRICAL, AND
CIVIL/SITE DRAWINGS. COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER COMPONENTS OF THE CONTRACT DOCUMENTS.
4. TYPICAL DETAILS AND OTHER SECTIONSWAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO THE CONDMONIS DESCRIBED IN THE SECTONSIDETAILS, EVEN IF THEY
ARE NOT SPECIFICALLY REFERENCED ON THE PLANS.
& THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND PROCEDURES OF CONSTRUCTION, INCLUDING BUT NOT UMITED TO TEMPORARY
SHORING AND BRACING.
6. DO NOT SCALE STRUCTURAL DRAWNGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ENGINEER
7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE LOCAL GOVERNING CODES, CURRENT EDITION, AND ALL REQUIREMENTS
SPECIFIED IN THE CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS. THIS SHALL NOT BE CONSTRUED TO MEAN THAT
REQUIREMENTS SET FORTH ON THE DRAWING MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR BECAUSE THEY ARE NOT
SPECIFICALLY REQUIRED BY CODE.
8. THE ENGINEERS SEALAPPLIES ONLYTO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT. ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL
DRAWINGS. ANY DEVIATIONS OR DISCREPANCIES ON THESE PLANS MUST BE BAOUGHTTO THE IMMEDIATE ATTENTION OFTHE ENGINEER OF RECORD. BACK CHARGES
WILL NOT BE ACCEPTED, REGARDLESS OF FAULT, WITHOUT PRIOR NOTIFICATION BY BUILDERWTHIN 48-HOURS AND INVESTIGATION BY FIELDSTONE
9. THE TERMS 'CONICRETE SCREW ANDUASONRY SCREW SHALL BE USED INTERCHANGEABLY WITHIN THESE DRAWNGS. OONCRETE/MASOhIRY SCRIEWS AS GENERICALY
SPECIFIED WITHIN THESE DRAWINGS SHALL REFER TO ONE OFTHE FOLLOWING ACCEPTED MANUFACTURER PRODUCTS: SIMPSON STRONG TIE TITEN TURBO, GENUINE
TAPCOM, OR HILT] KOK CON II.
DESIGN CRITERIA:
1. BUILDING RISK CATEGORY
=11
2 VERTICAL LOADING:
ROOFTOP CHORD LIVE LOAD
=20 PSF (REDUCIBLE)
ROOFTOP CHORD DEAD LOAD
=10PSF
ROOFTOP CHORD DEAD LOAD (TILE)
=15 PSF
ROOF BOTTOM CHORD LIVE LOAD (wl STORAGE)
=20PSF
ROOF BOTTOM CHORD LIVE LOAD Ow STORAGE]
=10 PSF
ROOF BOTTOM CHORD DEAD LOAD
=10 PSF
FLOOR LIVE LOAD
--40 PSF
FLOOR LIVE LOAD (SLEEPING ROOMS)
=30 PSF
FLOOR DEAD LOAD
=15 PSF
DECWCONY LIVE LOAD
=40PSF
EXTERIOR FRAME WALLS
w/OSB
=10 PSF
w/STUOCO
=15 PSF
w/BRICK
=45 PSF
INTERIOR WOOD WALL
=7 PSF
STAIRS/LANDINGS
=40 PSF
SNOW CRITERIA
GROUND SNOW LOAD TM
=30PSF
SLOPED ROOF SNOW LOAD (Ps)
=21.0 PSF
EXPOSURE FACTOR (Ce)
=1D
IMPORTANCE FACTOR0)
=1D
THERMAL FACTOR (CI)
=1D
ROOF SLOPE FACTOR (Cs)
=1D
FROST LINE DEPTH
=18'
SNOW LOADS ADJACENT VERTICAL PROJECTIONS & LOW ROOFS ADJACENTTO HIGH ROOF ARE INCREASED FOR THE EFFECT OF DRIFTING
LATERAL LOADING
WIND CRITERIA:
BASIC WIND SPEED
=120 MPH
EXPOSURE CATEGORY
=C
INTERNAL PRESSURE COEFFICIENT
= +I-0.18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS
=D
SPECTRAL RESPONSE COEFFICIENTS
SDS
=0.903 G
SDI
=0.490 G
SEISMIC DESIGN CATEGORY
=D2
RESPONSE MODIFICATION FACTOR
=(15
BASE SHEAR COEFFICIENT (Cs)
--0.139
EARTH PRESSURE LOADING:
ALLOWABLE SOIL BEARING CAPACITY
TOTAL LOADS (XNCLUDING WIND & SEISMIC)
=2000 PSF
WALLS UNBRACEDATTOP =40PCF
WALLBRACEDATTOP =55PCF
& GUARDRAIUHIWDRAILLOADING:
ALL GUARDRAIL/HANDRAILS SHALL MEET 2DO LBS (MINIMUM) CONCENTRATED FORCE APPLIED IN ANY DIRECTION. INALLCOMPONENTS OF GUARDRAILSHALL MEET
50 PSF. THESE LOADS ARETO BE EVALUATED INDEPENDENTLY AND ARE NOTTO ACT CONCURRENRYWITH ANY OTHER LIVE LOAD. DEFLECTION OF GUARDRAIL
SHALL MEETTHE CRITERIA SET FORTH BY THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICES QOGES) AC 273-'ACCEPTANCE CRITERIA FOR HANDRAILS AND
GUARDS.'
FOUNDATION NOTES:
1. CONTRACTOR SHALLVERIFY ALLCONDITIONS, INCLUDING UNDERGROUND UTILITIES AND HELD MEASUREMENTS AT JOB SITE AND REFORTANY DISCREPANCIES TO
OWNERS REPRESENTATIVE
2 TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR
ENGINEERED ALL HAVING A MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2000 PSF.
& SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING. FOUNDATIONS POURED AGAINST THE EARTH REQUIRED THE FOLLOWING
PRECAUTIONS: SLOPE SIDES OF EXCAVATIONS AS APPROVED BY GECTECHNICAL ENGINEER AND CLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.
PROVIDE 6 MIL (MINIMUM) POLYETHYLENE VAPOR RETARDER AGAINST SOILS WHERE CONCRETE IS TO BE PLACED; LAP ALL EDGES 61NCH (MINIMUM) AND SEAL WITH
ADHESIVE.
4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NO STEEPER THAN ONE VERTICAL TO TWO HORIZONTAL U.N.O.
5. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED OTHERWISE ON THE DRAWINGS.
& NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB -GRADE CONTAINING FREE WATER FROST OR ICE. SHOULD WATER OR FROST, HOWEVER SUGHT,ENIEA
A FOOTING EXCAVATION AFIER SU&GRADE APPROVAL, THE SUB -GRADE SHALL BE RE INSPECTED BY THE GEOTECHNICAL ENGINEEN TESTING LABORATORY AFTER
REMOVAL OF WATER OR FROST.
7. CONTRACTOR SHALL FURNISH ALL REQUIREDDE-WATENNGEQUIPMENTTOMAINTAINADRYEXCAVATIONUNTILBACKFILLISCOMPLETE
& A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF WORK PERFORMED SHALL INSPECT THE CONDITION AND ASSURE THE ADEQUACY OF ALL SITE
PREPARATION, SUBGRADES, FILLS, RWILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS AND WALLS. HE SHALL SUBMIT REPORT TOTHE
ARC HITECTBNGINEER DESCRIBING HIS INVESTIGATIONS OF ANY NONCONFORMING WORK
BACKFILLING:
1. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN
PLACE. SHORE AND/OR BRACE WALLS AS REQUIRED IF BACKFILUNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO PLACEMENT OF FLOOR SYSTEM.
2 WHERE BACKALL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A BALANCED BACKFILL AGAINST FOUNDATION WALLS TO EUMINATE LATERAL
LOAD EFFECTS, OR PROVIDE NECESSARY TEMPORARY LATERAL SUPPORT TO THE TOP OF THE WALL UNTIL PERMANENT SUPPORT B INSTALLED.
3 BACKALL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY, AS
DETERMINED BY THE MODIFIED PROCTOR METHOD (ASTM D15q, IN UFTS NOT EXCEEDING 8INCHES.
CONCRETE NOTES:
1. STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332'RESIDFNMLCODE REQUIREMENTS FOR STRUCTURAL CONCRETE'.
2 CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 332'RESIDENTALCODE REQUIREMENTS FOR STRUCTURAL CONCRETE'
EXCEPT AS MODIFIED BY STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
3 CEMENT SHALL CONFORM TO ASTM C150 'SPECIFICATION FOR PORTLAND CEMENT' CONCRETE SHALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
4 CONCRETE AGGREGATES SHALL CONFORM TOASTM C33'SPECIFICATIONFOR CONCRETE AGGREGATES..'
& REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 60.
6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS: WAILS AND DETAILING OF CONCRETE REINFORCEMEN!", ACI 315 - AND
'MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES', ACI315R
1. REINFORCING STEEL AND WELDED ORE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE COVER AND TOLERANCES AS FOLLOWS:
SLAB -ON -GRADE: WITHIN UPPER 213OF SLAB AND W MINIMUM COVER AT INTERIOR CONDITIONS; 1-112' MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE (FOUNDATION) AGAINST EARTH: 3'
FORMED CONCRETE: 1-W(#5REBAR ORSMALLER) 2'(#6REBAR ORLARGER)
TOLERANCE: +I.3V
& REINFORCING STEEL SHALL NOT BE CUT, BENT OR STRAIGHTENED IN THE FIELD UNLESS APPROVED BY THE STRUCTURAL ENGINEER OR AS INDICATED ON THE
DRAWINGS.
9. WELDING OF REINFORCING STEEL ISPROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING WHERE DETAILED SHALL CONFORM TO AWS DIA SPECIFICATION.
10. CONCRETE SHALL HAVE A MINIMUM WAY COMPRESSIVE STRENGTH AS FOLLOWS:
FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
SLABCNGRADE & CONCRETE BEAMS: 25M PSI
11. CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING CONCRETE AND PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THEIR POSITION
WITHIN SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. INSERTING DOWELS INTO WET CONCRETE 6 NOT PERMITTED. ANCHOR RODS AND STEEL
INSERTS SHALL BE SET BYTEMPLATE TO WITHIN A 1V TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENTAND EXACT PROJECTION INDICATED ON THE
DRAWINGS, PRIOR TO PLACING CONCRETE
12. HOOKED BARS SHALL BE STANDARD 90 DEGREE HOOKS PER ACI UNLESS NOTED OTHERWISE ON THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACI 318.
LOCATION OF LAP SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
13. DOWELS INTO FOUNDATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT ALL COLUMNS, PIERS AND WALLS, UNLESS OTHERWISE NOTED.
CONCRETE NOTES (CONTINUED):
14. CONTRACTOR SHALL OBTAIN APPROVAL PRIOR TO PLACING OPENINGS OR SLEEVES NOT SHOWN ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBER
15. ONE OFTHE FOLLOWING CONCRETE SLAB ON GRADE CRACK CONTROL METHODS SHALL BE USED (CONTRACTOR PREFERENCE):
CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLEDTO A 1' MINIMUM DEPTH WITHIN 24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR
UNREINFORCED SLAB IS AS FOLLOWS:
3-1/2"SLAB: 8 FEE O.C. EACH DIRECTION
4' SLAB: 10 FEET O.C. EACH DIRECTION
WELDED WIRE FABRIC (W.W.F.) 96WIAMIA WELDED ORE FABRIC SHALL BE FURNISHED IN FLAT SHEETS (BOLLS NOT PERMITTED) AND SHALL CONFORM TO
ASTM A-1064AND HAVE A MINIMUM SIDE AND END LAP OF 8INCHES.
. MICRO- OR MAW SYNTHETIC FIBER REINFORCEMENT
FIBER LENGTHS SHALL BE 10 TO2.1/4' IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 314TO10 POUNDS IN ACCORDANCE WITH MANUFACTURERS
RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116. THE MA NUFACTUREMPRJER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WITH
ASTM C1116WHEN REQUESTED BY THE BUILDING OFFICIAL
1& OONTNOLJOINTSSHALLBEFURNISHED WITHAFULL-LENGTHKEYWAYCENTEREDONMEMBERS. WHEAETHESIZEOFKEYISNOTSHOWNONTIiEDRAONGS,TIiEKEY
SHALL BE 25%OF THE CROSS-SECTION DIMENSION OFTHE MEMBER AND MINIMUM I-IP INCHES INTO THE FIRST POUR OF CONCRETE
17. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REQUIRED EVEN IF NOT SHOWN ON THE DRAWINGS. PRUDE CONCRETE ALL
AFTER BEAM ERECTION.
1& CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI X8.1 'STANDARD SPECIFICATION FOR CONCRETE CURING"AND ACI nR'GUIDE TO CURING CONCRE1F.
MASONRY NOTES:
1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530,'BUILDING COD: REQUIREMENTS FOR MASONRY STRUCTURES' AND SHALL BE
CONSTRUCTED IN ACCORDANCE WITH ACI 530.1,'SPECIFICATIONS FOR MASONRY STRUCTURES.'
2. CONCRETE MASONRY SHALL CONFORM TO ASTM CEO AND HAVE A MINIMUM COMPRESSIVE STRENGTH Fm = 1,500 PSI LAN. MASONRY SHALL HAVE A TEXTURE
SUITABLE FOR STUCCO APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPUCATION,
S. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND.
4. MORTAR FOR ALLMASONRYSHU.CONFORMTOASTMC27ONTHMINIMUMCOMPRESSIVESTRNGTIHOFZOOOPSI.MORTARBELOWGRADESHALLBETYPEM.
ELSEWHERE MORTAR MAY BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND CEMENTNME OR MASONRY CEMENT FOR
MORTAR.
5. GROUT SHALL CONFORM TOASIMC476WITH MINIMUM 28-DAYCOMPRESSIVE STRENGTH OF2,500PSI.
6. STEEL BAR REINFORCEMENT SHALL CONFORM TOASTM A615,GRADE 60.
7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY, FREE OF MORTAR DROPPINGS.
8. VERTICAL CMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO CONCRETE FOUNDATION TO MATCH SIZE AND SPACING OF VERTICAL
REINFORCING UNLESS NOTED OTHERWISE. REINFORCE CMU CORE AT CORNERS, EACH SIDE OF CONTROL JOINTS AND EACH SIDE OF WALLOPENINGS WITH (1)45
CONTINUOUS VERTICAL REINFORCING BARS.
9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS U.O.N. LAP SPLICE REINFORCING PER THE SCHEDULE OR USE MECHANICALSPLICES
ADEQUATE FOR 125%OF SPECIFIED YIELD STRENGTH OFTHE BAR. LAP VERTICAL REINFORCEMENT NTH MINIMUM DOWELS OF SAME SIZE AND SPACING THAT HAVE
BEEN PREVIOUSLY INSTALLED IN THE FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE CONCRETE NOTES.
BARSIZE
LAPSPICELENGTH
BENDDIAMEIBR
1CIHOOK
#4
27
3'
#5
w
33H'
#6
34'
4.117
AIT
#7
4?5.11'r
10. REINFORCING BARS SKI BE HELD IN POSITION BYWRE TIES OR OTHERAPPROVED MEANS TO ENSURE DESIGN LOCATION AND LAP. PLACE BARS AND LAP PRIOR TO
GROUTING.
11. GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR'LOW LIFT GROUTING'OR'HIGH UFT GROUTING"AS OUTLINED IN THE
NCMA-TEK 3.2A-GROUTING FOR CONCRETE MASONRY WALLS AND ACI5301ASCE 5 SPECIFICATION FOR MASONRY STRUCTURES. GROUT UFTS SHALL NOT EXCEED 5
FEET WITHOUT MECHANICALLY CONSOLIDATED (VIBRATED) GROUT POURS.
12 UFFS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
13. MASONRY BELOW GRADE ZU BE GROUTED SOLID.
14. CONTRACTOR SHALL BRACE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND ROOFS ARE IN PLACE, AND THE MASONRY HAS REACHED 75% OF THE
REQUIRED STRENGTH Pm. BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA -CONSTRUCTION SAFETY STANDARDS FOR MASONRY WALL BRACING AND NCMA
TEK 34-'BRACING CONCRETE MASONRY WALLS DURING CONSTRUCTION.'
WOOD FRAMING NOTES:
1. STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THENATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION.' (NDS)
2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH 'PANEL DESIGN SPECIFICATION.'AND SHALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD PSI
CONSTRUCTION AND INDUSTRIAL PLYWOOD.'
3. ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD PS2 PERFORMANCE STANDARD FOR WOODBASED STRUCTURAL -USE
PANELS'.
4. ALL BEAMS AND HEADERS SHALL BE (2)-PLY U.N.O.
5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY SHALL BE ANCHORED WITH 112'DIAMETER CAST4N4'IACEANCHOR
BOLTS WITH T EMBEDMENT, 4' (MINIMUM) AND 17 (MAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE THIRD OF THE SILL PLATE, WITH NUT AND
356'422r WASHERS AT THE ANCHOR SPACING BELOW:
MAXIMUM ANCHOR BOLT SPACING = SOO.C.
REFER TO TRE-APPAOVED FIELD REPAIR NOTES' SECTION FOR ALTERNATE ANCHORAGE APPROVALS. FOR OTHER ANCHORS NOT LISTED, SUBMITTO ENGINEER
OR RECORD FOR REVIEW.
6. ALL DUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY -AND WOOD BEAMS POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS
THAN 10 ON TOP, SIDES, AND ENDS) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS MOISTURE BARRIER.
7. STRUCTURAL SAWN LUMBER SHALL BESPRUCE-PINE-FIRNO.11NO2ORBETTER U.N.O.WITH BASE DESIGN VALUES:
N= 875 PSI F = 425 PSI FT = 450 PSI Fs=1150 PSI FV=135 PSI E=14DO KSI
WITH THE MOISA CONTENT OFTHE WOOD IN SERVICE WILL NOT EXCEED 19%.
8. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE PQ TOP PLATES INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS.
END JOINTS IN DOUBLE (21Q TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH NOT LESS THAN (8)-0.162)Q-W FACE NAILS ON EACH
SIDE THE JOINT. DOUBLE (2)<) TOP PLATES OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE SOUTHERN YELLOW PINE
NO.2OR BETTER WITH BASE DESIGN VALUES:
Fe=1100 PSI F - 585 PSI FT-- 675 PSI F - A50 PSI Fr=175 PSI E=1400 KSI
WITH THE MOIBTURESNTINT OFTHE WOOD IN SERVICE WILL NOT EXCEED 19%.
9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 50 WITH THE FOLLOWING ALLOWABLE DESIGN STRESSES
MICROLLAM LVL PARAL AM PSL TIMBERSTRAND LSL
E=20001a1 E=1800KSI E=IWOKSI
Fe=28DOPSI Fe=2400PSI Fg=170DPSI
10. FLOOR SHEATHING SHALL BE 23M INCH, APA RATED SHEATHING, 404 MIN., EXPOSURE 1. INSTALL WITH THE LONG DIMEN90N OR STRENGTH AXIS OF THE PANEL
ACROSS SUPPORTS AND NTH PANEL CONTINUOUS OVER TWO OR MORE SPANS. PANEL EDGES SHALL BE TONGUE -AND -GROOVE FLOOR SHEATHING SHALL BE
GLUED AND NAILED TO SUPPORTING MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01, APPUED IN ACCORDANCE WITH THE MANUFACTURERS
RECOMMENDATIONS.
11. PROVIDE 0.131 )Q-1/2'COMMON NAILS AT 6 INCH O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
12 FOR INTERIOR WALL HEADERS PROVIDE (1)-2XJACK STUD AND (1)-2XKING STUD U.N.O.ONDRAWINGS.
11 FOREXTIAIORWALLHEADERSPROVDEJACKSTUDANDKINGSTUDPERCHARTBELOWU.N.00NDRANNGS:
WALL HEIGHT
WINDSPEEDOF <=120W.0
OFT
OFT
OFT
STUD SIZE
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14. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS; WALLS NOTSHOWNONSTRUCNRALFRAMING RMAEEINTERIOR NON -LOADING BEARING
PARTITION WALLS.
15 LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2XSTUDS AT 16' O.C. MAXIMUM U.N.O. NON{OAD BEARING PARTITION WALLS SHALLL, BE CONSTRUCTED WITH
NOR METAL STUDS (18 GA MIN.) Q 24' O.C. MAXIMUM.
1& STUD COLUMNS UNDER LOAD BEARING POINTS OF CARDERSIBEAMS SHALL MATCH THE CARDERIBEAM PLY COUNT WITIHIN 10 TOLERANCE (2-PLY STUD COLUMN
MINIMUM). SOLID BLOCK ALL GIRDERIBEAMSTHRU FLOOR SYSTEMS AND TO THE FOUNDATION.
17. WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING ELEMENTS SHALL COMPLY WITH THE IRCTABLE R8023(1).
2 FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURER. INSTALL PER MANUFACTURER'S RECOMMENDATIONS, NOTES, AND DETAILS.
FLOOR FRAMING CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM -TO -WALL CONNECTIONS.
CHANGES TO THE CONCEPTUAL FLOOR LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER AND REVIEW FROM THE ENGINEER OF RECORD. PREFABRICATED
WOOD MIST SHALL CONFORM TO ASTM D 5055.
PRE-ENGINEERED ROOF TRUSS NOTES:
I. ROOFTRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUALONLYTO ILUJSTRATE TRUSS -TO WALL CONNECTIONS AND DOES NOT SERVE ASA ROOFTRUSS
DESIGN. ROOFTRUSSES SHALL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FORTHE INDICATED LOADS WITH ANSVIPI I'NATIONAL DESIGN STANDARD FOR
METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION.' FINAL PRE-ENGINEERED ROOFTAUSS FRAMING LAYOUTAND DESIGNS TO BE BY ROOF MANUFACTURERS
DELEGATED ENGINEER
ROOFTRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE DESIGN CRITERIA NOTES SECTION.
ROOFTRUSS MANUFACTURER SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS SEALED BYA PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF PROJECT,
FOR RENEW AND APPROVAL BY ENGINEER PRIOR TO FABRICATION.
TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND BEAM -TO -TRUSS
CONNECTIONS.
REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHAPE, OVERHANG, DIMENSIONS, SLOPES, SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
THE POSITIONS, WEIGHTS, AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS, ELECTRICAL FIXTURES, PLUMBING, ARE SPRINKLERS, ETC SHALL BE INCLUDED
IN THE DESIGN OF THE TRUSSES BY THE TRUSS MANUFACTURER. SEE ARCHITECTURAL DRAWINGS FOR ATTIC ACCESS SIZE AND LOCATIONS.
SUPERIMPOSED LOADS FROM SECONDARY FRAMING (I.E. SOFFITS, PARAPETS, VALLEY FRAMING, UPPER TRUSSES, ETC) SHALL BE INCLUDED IN THE DESIGN OF
SUPPORTING TRUSSES,
CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSIA3IN ADDITION TO PERMANENT BRACING SHOWN ON THE TRUSS DESIGN PROVIDED BY THE DELEGATED TRUSS
ENGINEER
PRE -APPROVED FIELD REPAIR NOTES:
1. MISPLACED DOWEL REPAIR: THIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OFREBAR VERTICAL REINFORCMENTATANINCORRECT LOCATION.
IF THE WALL HAS NOT BEEN BUILT: DRILLAND EPDXY #5 REBAR (36' LG.) INTO THE THICKENED EDGE OF SLAB ATTHE CORRECT LOCATION. AS WALL IN CONSTRUCTED,
LAP REBAR IN ACCORDANCE NTH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR NTH IT LAP AT THE TOP OF WALLWITH THE CONTINUOUS REBAR IN THE
TIE BEAE,BSOND BEAM. COMPLETE GROUTING OF WALL
IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE CORRECT LOCATION APPROXIMATELY 16' (H) x 4' (W) AT FLOOR LEVEL
DRILLAND EPDXY #5 REBAR (3Y LG.) INTO THE THICKENED EDGE OF SLAB. LAP VERTICAL REINFORCEMENT IN ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE,
PLACING A HOOKED BAR WITH 12' LAPAT THE TOP OF WALLWITH THE CONTINUOUS REBAR IN THE TIE BEAMBOND BEAM. COMPLETE GROUTING OF WALL
2 MISSINGIMISPIACEDANCHOR BOLT: SILL PLATE ANCHORAGE SOLUTIONS
INTO CONCRETE:
A 112Y6' TITEN HD WITH 1314' MINIMUM EDGE DISTANCE AND 6' MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FORA 112' DIAME ER ANCHOR BOLT WITH T
EMBEDMENT INTO CONCRETE.
A111' THREADED ROD SETAP EPDXY 7' EMBEDMENT WITH 1314' MINIMUM EDGE DISTANCE AND 7-1 M' MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FORA
IIT DIAMETER ANCHOR BOLT WITH r EMBEDMENT INTO CONCRETE.
S. MISSINGIMISPLACED TRUSS STRAP ANCHOR REFER TOVISSED TRUSS STRAP REFAIR"DETAIL WITHIN DRANNGS.
FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN IV BUT LESS THAN 1.112' FROM THE FACE OF THE TRUSS, A SHIM SHALL BE PROVIDED AND NAIL
LENGTH INCREASED TO PENETRATE THROUGH BOTH PLYS OF MATERIAL (LF 3' LG. NAILS). WHEN GAP IS GREATER THAN 1-1/2', INSTALL NEWANCHORS.
4. NOTCHEDTOP PLATES & STUDS REQUIRING REPAIR
AT STUDS: STRUCTURAL REPAIR IS REQUIRED AT STUDS WHEN A STUD IS NOTCHEDTOA DEPTH GREATERTHAN 25%OFTHE WIDTH IN BEARING WALLS, OR 40%IN
NONLOAD BEARING WALLS; OR WHEN A HOLE IS DRILIEDUBOREDTO A DIAMETER EXCEEDING 40%OFTHE STUD WIDTH IN BEARING WALLS, OR 60%OFTHE STUD
WIDTH IN NONGEARING WALLS. IF THE MAXIMUM HOLFjNOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD SHOE REPAIRS ARE AS
FOLLOWS: FOR 2X STUD USE H882SDSIZ WITH (12f1/471-it? SDS SCREWS, FOR MULTI -PLY 2X STUDS USE HSS2-7SDS3 NTH (14414'X3' SDS SCREWS, WHERE'ir
CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
AT TOP PLATES; A HOLE, CUT, OR NOTCH THAT 6 GREATER THAN 50%OFTHE PLATE WIDTH IS REMOVED FOR PIPING (EXCEPT WHEN THE SIDE OFTHE WALLWITH THE
NOTCH OR CUT B COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE REQUIRED REPAIR IS A GALVANIZED 16GAUGE
MEIAL TIE THAT IS AT LEAST 1-1/7 WIDE AND MUST BE FASTENED WITH (8)-16D NAILS ON EACH SIDE OFTHE OPENING.
JURISDICTION SPECIFIC NOTES:
1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAS, PORCHES, AND BALCONIES A 10 (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A
CEMENTITIOUS KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT 7IS PAINTED MEETING THE REQUIREMENTS OF ASTM C932 TO GIVE THE CEIUNG WATER
RESISTANCE THE SOFFIT BOARD PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE WITH R703.1.
2 THE SOFFIT DESIGN PRESSURE 6 AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT INSTALLED IN ACCORDANCE NTH MANUFACTURERS REQUIRMENTS
AND ICCES EVALUATION REPORT M1495 THE SOFFIT WILL COMPLY WITH R703.1.
ABBREVIATIONS:
AS
ANCHOR BOLT
EA
EACH
INT
INTERIOR
AFF
ABOVE FINISHED FLOOR
ELEV
ELEVATION
JST
JOIST
ALT
ALTERNATE
EMBED
EMBEDMENT
MAX
MAXIMUM
APPROX
APPROXIMATE
EN
EDGE NAILING
MFR
MANUFACTURER
ARCH
ARCIRITECT/ARCHITECTURAL
EQ
EQUAL
MIN
MINIMUM
ATR
ALL THREADED ROD
ES
EACH SIDE
MISC
MISCELLANEOUS
BLK
BLOCK
EW
EACH WAY
MO
MASONRY OPENING
BLKG
BLOCKING
EX P
EXPANSION
NOM
NOMINAL
BOF
BOTTOM OF FOOTING
EXT
EXTERIOR
NTS
NOTTOSCALE
GOT
BOTTOM
FD
FLOOR DRAIN
DC
ON CENTER
BAG
BEARING
FDN
FOUNDATION
OPNG
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
CANT
CANTILEVER
FUR
FLOOR
PEN
PLYWOOD EDGE NAILING
CL
CENTEAUNE
FN
FIELD MUNG
PLYWD
PLYWOOD
CIP
CAST IN PLACE
Fr
FOOT/FEET
RBNF
REINFORCINGIAEINFORCEMEdr
CJ
CONIROLJOINT
GALV
GALVANIZED
REDD
REQUIRED
CLR
CLEAR
GDR
GIRDER
RO
ROUGH OPENING
CMU
CONCRETE MASONRY UNIT
ORD
GRADE
SC
STUD COLUMN
COL
COLUMN
GWB
GYPSUM WALLBOARD
WIG
SHEATHING
CONIC
CONCRETE
GYP
GYPSUM
SIM
SIMILAR
CONT
CONTINUOUS
HD
HOLD DOWN
SP
SOUTHERN PINE #2 OR BETTER
DBL
DOUBLE
HDR
HEADER
SPF
SPRUCE PIRAIR #11#2ORBETTER
DIA
DIAMETER
ILO
INUEUOF
TYP
TYPICAL
OWG
DRAWING
IN
INCH
UNO
UNLESS NOTED OTHERWISE
LEGEND
�■
NFILLED CELL WI(1)•#5REBAR
BEAMS
7
NFILLED CELL WI(1)-#7REBAR
_
HEADER -WIDTH TO MATCH WALL
GIRDERS
NFILLED CELL WINOREBAR REDD
-
PLUMBING WALLS (FOR REFERENCE)
BEARINGSHEAR WALLS FOR REFERENCE)
45' CMU - ALLCELLS WI #5 REBAR
ROOF BLOCKING
[a
1202FILLED CELL WI(4)#5REBAR
BALLOON FRAMED WALLS/HIGHER BEARING WALLS
ELEV
ELEVATION INDICATOR
CONCAEIETIEBEAMS
SXX
DETAL INDICATOR
HDR SIZE
UNTEL OR WOOD HDR DESIGNATION (ALL WOOD
SIZE
HDR'STO BE (ZIPLY U.N.O.)
/OPEN
41 )~
�/
BRACED WALL UNE
PLUMBING PENETRATION FOR FRAMING LAYOUT
MWFRS Pressures (ps=A'Kzt'ps30) (LRFD Values)
Horizontal Pressures
Vertical Pressures
Overhangs
A B
C Dh
E F
G H
EOH GOH
367 -Z C
20 Z 0.3
41 -22.Z
1 -17 D 1 -17.4
37.6 -30.4
DESIGN PRESSURE CALCS
Components and Cladding Pressures (ps=A*Kzt*ps30) (ASD Values)
Description
Zone
Width
M
Height
u
Effective
Area ft2
Positive
Pressure
I sfk
Negative
Pressure
fsf�
16080 OHGD
--
16
8
128
32.8
-36.5
3080 DOOR
4 & 5
3
8
24.0
18.0
-20.9
6080SGD
4
6
8
48.0
17.1
-1&7
605CD(O
4
6
5
30.0
17.8
-19.4
30505H
4
3
5
15.0
18.6
-20.2
6040X0
4
6
4
24.0
18.0
-19.6
2010 FIXED
4
2
1
2.0
19.0
-20.6
4040X01
4
1 4
1 4
1 16.0
1 18.5
1 -20.1
SHEAR UNE SUMMARY, WIND
Shear Lines A B C D 1 2 1 3 1 4 5
INPUTS
Braced Wall Line Location
1st of 2-Story
1st of 2-Sto
2nd of 2-Sto
2nd of 2-Sto
1st of 2-Sto
1st of 2-Story
1st of 2-Story
1st of 1-Story2nd
of 2-Story
Eave-To-Ridge Height
9.6
9.6
9.6
9.6
9.6
9.6
9.6
9.6
9.6
Numberof Parallel BWL'
2
2
2
2
3
3
3
2
2
Braced Wall Line Spacing °
25.0
25.0
17.7
27.5
34.0
26.0
18.0
40.0
40.0
Wall Height`
9.1
9.1
8.1
8.1
9.1
9.1
9.1
8.1
8.1
Bracing Method
CS-WSP
CS-WSP
CS-WSP
CS-WSP
CS-WSP
CS-WSP
CS-WSP
CS-WSP
CS-WSP
Gypsum Wall Board on Inside
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Additional 8001b Holddown °
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
GB Construction Type`` met
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Horizontal Joints Blocked
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
WIND
Tabulated Wind Bracing Amount
7.75
7.73
3.16
4.25
10.00
ROD
5.90
6.00
6.00
Exposure Height Factor
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.20
1.30
Eave-to-Ridge Height Factor
0.99
0.99
0.98
0.98
0.99
0.99
0.99
0.98
0.98
Wind Wall Height Factor
0.96
0.96
0.91
0.91
0.96
0.96
0.96
0.91
0.91
N umber of BWL Factor
1.00
1.00
1.00
1.00
1.30
1.30
L30
1.00
1.00
Holdown Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Blockedloint Factor
1.00
1. DO
1.00
1.00
1.00
10D
10D
1.00
1.00
Gypsum of Inside Factor
1.00
1.00
1.00
1.0D
1.00
1.00
1.00
1.00
1.00
Wind GB Construction Factor
1.00
1. DO
1.00
1.00
1.00
100
1.00
1.00
1.00
Re uiredWindBracin Amount ft
9.51
9.51
3.62
4.88
15.95
12.76
9.41
6.36
6.SB
Provided Wind Bracing (ft)
49.0
43.0
44.0
38.0
1&0
2K3
ENG
2Z.0
20.0
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+ 1 813.466.3310
Minnesota
6500 City West Pkwy
Suite 300
Eden Prairie, MN 55344
+1 612,607.0115
www.fieldstoneae.com
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■ BEJAMIN NIESE, PE
P.E. # 19770 IDAHO
03/17/2022
DATE
�NAL
ENSF��%LF
19770
(J�x '0
\� 9�OFY�P��I
L __1
DRAWN BY:
VERSION: 1.0
SHEET NAME
COVERSHEET
SHEET #
S001