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'OLDOWN SCHEDULE:
<br />Date,
<br />Job #: 19488
<br />SHEAR -WALL & HOLDOWN NOTES (P.N.04:
<br />HOLDOWN
<br />MARKSTRAP
<br />FASTENERS TO
<br />FOUNDATION COMMENTS
<br />*(1)(4)
<br />J11) Simpson or Locate at end,of(SW) u*.n.o. Install per
<br />'(I)
<br />Q_ STUDS MIN U.N.O..
<br />ANCHOR
<br />manufacturer recommendations for foundation minimum end
<br />T-1 MSTC52
<br />(24) - 16d sinkers to each
<br />N/A wall-to-wall connection u.n.o.
<br />distance and embedment, deepen foundation as required.
<br />connected element
<br />(2) Construct cripple wall. same as sheatwall (SW) above, and
<br />T-2 MSTC66B3
<br />14-1 Od face/4.1 Od bottom/
<br />N/A see detail
<br />gable -end same as shearwall (SW) below.
<br />38.-10d studs/post
<br />(3) Requires 3x or (2) 2x foundation sill plate
<br />(4) Threaded rod and coupler as required.
<br />T-3 STHDI4114RJ
<br />(30),- 16d sinkers
<br />NlA
<br />(5) Common nails, UNO: 8&0.131"41/2", 10d=0.148"x3",
<br />12d=0.148"x3%", 16d=0.162"x31/2", 16d sinker0.148"x3Y4".
<br />(6) Install HV-s on all trusses/rafters, A35's at 24"o1c on gables &
<br />rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.,;. When
<br />specified, spacing is less than 24"okinstall A36s at roof solid
<br />bik'ing to SW top plate, and install HI or H2.5 on all
<br />trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35.
<br />Conn. per Simpson Strong -Tie or equal.
<br />410 fp.T- ft- rj"w
<br />7,
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<br />1 11 TP. Fir
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<br />(7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at
<br />abutting panel edges.
<br />(8) Anchor bolts shall be embedded at least. 7,74nito-co ncrete,'
<br />there shall be a minimum of, two bolts per piece with one bolt
<br />located not more than 12" or less than seven bolt diameters from
<br />J
<br />each. end of the piece. 2x. min PT, u.n.o.
<br />(9)A1I11bLathinj must be .41ructgWl I ghSgthing UAO.
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<br />Date: 1/0/1900
<br />SHEARWALL.SCH,EDULE
<br />�Job #: 19-188
<br />SHEATHING - APPLY TO SHEATHING EDGE NAILS -(5) ROOF TO TOP PLATE,.
<br />BASE PLATE
<br />SILL PLATE ANCHORS w/
<br />MARK OR TO TOP PLATE : �
<br />FLOOR
<br />*121 2x. HF STUDS 116110/c ALL EDGES BLOCKED NAILS '(5)
<br />3" x T'x 1/4" WASHERS
<br />WA -(8)
<br />U.N.O. BELOW *(9).
<br />(do not penetrate past flush) & SILL PLATE *(0)I�..--._.....
<br />SW 1 -1 7/16" OSI3 8d @ 611 o/c (12" o/c field) 16d @ .6 o/c- AM g 16 o/c 57870x1 W. AB's @ .48 o/c
<br />�W-2 7/16 OSB *(7) 8d @ 3" (12" o/c field) 16d @ 6 o/c A36 @ 14- o/c 51e"0x1 0" AB's @ 40 o/c
<br />,
<br />SW-3 7/1e" OS13 *(7) 8d @ 3 o/c (12!' o/c field) 16d @ 4 o/c A35:@ 12 o/q i" 518"0x10'AB's,@ 16, 6/c .
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<br />REEDAASSOCIATES, DIFIS
<br />faT
<br />CM1 & SMichni Enginalling
<br />19M 7ft Ave. W. #A, Lynnwood, WA MW
<br />Hct';Ae�
<br />ors(425) 778-2M vAwQm9d4wmcorn
<br />5w- sr De-4eSE
<br />GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR
<br />OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.
<br />DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS.
<br />N
<br />INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED FOR SW-2 & SW-3. NOTIFY BUILDING DEPARTMENT FOR
<br />INSPECTIONS REQUIRED BY LOCAL JURISDICTION.
<br />FQUNDATIQNS< EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTER40R
<br />FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE.
<br />COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC I
<br />MATERIAL AND DEBRIS., FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMLIWOF jl
<br />95 PE RCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1 557 TEST
<br />PROCEDURES.
<br />CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OFCONGRETE AND A MAXIMUM OF 6.0
<br />GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE 111
<br />PREVENTED.
<br />REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE
<br />GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL
<br />CONFORM TO ASTM A-185 AND SHALL BE 6X6 W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER_FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
<br />BEAMS AND POSTS (4x_ AND GREATER): DF-L#2
<br />JOISTS STUDS (2x_): HF#2 I STUD
<br />GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS)
<br />PSLBEAMS. 2.0E!
<br />2x TIMBER SHALL BE KILN. DRIED. GRADES SHALL CONFORM TO"W.WPA GRADING RULES FOR WESTERN LUMBER-,
<br />LATEST EDITION, ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL
<br />CONNECTIONS PER IBC TABLE 2304.10.1.
<br />PLATE WASHERS TO BE Y X 3" BY 1/4"AND SHALL EXTEND TO WITHIN 1/2 INCH OF THE EDGE OF
<br />THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING.` ANSI1AF&PA SDPWS; 2015 - 4.3.6.4.3 -
<br />ROOF DIAPHRAGM INSTALL MINIMUM 1/2- CDX PLYWOOD (32/16) OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED
<br />EDGES AND BOUNDARIES WITH 8d AT 6"O.C, AND,INTERIOR SUPPORTS WITH 8d AT 12"O.C,; BLOCKING NOT
<br />REQUIRED.
<br />FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-1-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL
<br />SUPPORTED EDGES. AND BOUNDARIES WITH 10d AT 6"O.C.; AND INTERIOR SUPPORTS WITH 10d AT12"O.C.,
<br />BLOCKING NOT REQUIRED.
<br />MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONSAT JOB SITE. THE CONTRACTOR
<br />SHALL PROVIDE TEMPORARY -BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS
<br />HAVE BEEN INSTALLED. DO NOT,SCALE DRAWINGS. PRE -FABRICATED, ITEMS TO BE HANDLED AND INSTALLED -PER
<br />MANUFACTURER'S RECOMMENDATIONS.
<br />WIND DESIGN CRITERIA:
<br />RISK CATEGORY:
<br />ULTIMATE/NOMINAL DESIGN WIND SPEED: 110 MPH/ 85 MPH NOMINAL
<br />WIND EXPOSURE: B
<br />INTERNAL PRESSURE COEF. +/-.55
<br />COMPONENTS & CLADDING: 16 PSF (min)
<br />METHOD: ASCE 7-10, MWFRS ENVELOPE PROCEDURE,
<br />OCCUPANCY CATEGORY: it
<br />Kzt: 1.0
<br />SEISIMIC DESIGN CRITERIA:
<br />PROCEDURE USED:Equivalent Lateral Force (ASCE 7-10,12-8)
<br />IMPORTANCE FACTOR, I
<br />RISK CATEGORY, 11 R=5
<br />OCCUPANCY CATEGORY: 11 Ss = 1.25 (CURRENT�USGS)
<br />SITE CLASS, D S1 = 0.40 (CURRENT USGS)
<br />SEISMIC DESIGN CAT., D SDS = 0.83
<br />SEISMIC FORCE RES. SYS, A.1.(T 12.2-1) SD1 = 0.43
<br />DESIGN BASE SHEAR = 15,502 lbs Cs=0.13
<br />ROOF SNOW LOAD CRITERIA:
<br />FLAT -ROOF* SNOW LOAD= 25PSF
<br />SNOW EXPOSURE FACTOR= 1.0
<br />SNOW LOAD IMPORTANCE FACTOR =. .80
<br />THERMAL FACTOR= 1.0
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<br />ON
<br />FOUNDATION NOTES:
<br />1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS &
<br />CONDITIONS PRIOR TO CONSTRUCTION.
<br />2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL,
<br />3. ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED.
<br />4. INSTALL SIMPSON CONC. TO WOOD HOLDOWNS 1-1/2" FROMICORNERS &
<br />WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS.
<br />5. ALL FASTENERS AND PENETRATORS TO PRESSURE TREATED MATERIAL TO BE
<br />ZMAX HOT -DIPPED GALV. OR STAINLESS STEEL OR MEET ASTM 153 REQUIREMENTS.
<br />6. 2,000 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD.
<br />7. ALL WALLS SUPPORTING TWO FLOORS AND A ROOF TO BE 2X6 CONSTRUCTION,
<br />I
<br />CITY OF EVERETT
<br />REVIEWED FOR PERMIT
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