|
TRUCTION (IBC CH. 23 4
<br />THE STRICTURE HAS BEEN DESIGNED TO RE515T CODE PRESCRIBED VERTICAL AND LATERAL FORCES
<br />AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED, STABILITY OF THE
<br />STRUCTURE IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR THIS RESPONSIBILITY
<br />INCLUDES BUT IS NOT LIMITED TO JOBSITE SAFETY: ERECTION MEANS, AND SEQUENCES: TEMPORARY
<br />SHORING, FORMWORK, AND BRACING: USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES.
<br />STANDARDS
<br />ALL METHODS, MATERIALS, AND IWORIPIANSHIP SHALL CONFORM TO THE 20I5 INTERNATIONAL
<br />BUILDING CODE (IBC) AND SEI/ASCE 1-10 'MINIMUM DESIGN LOADS FOR BUILDING AND OTHER
<br />STRUCTURES AS AMENDED BY LOCAL JURISDICTION
<br />PROJECT LOCATION:
<br />GPS LOCATION: 41.106840 LAT, -12230150E LONGIT.
<br />SITE ADDRESS: 11021 NE 15TH ST, BELLEVUE, WA W004
<br />STRUCTURAL DESIGN CRITERIA (CH. 16)
<br />2�
<br />I. WIND ( IBC 160E 4 ASCE 6ID ):
<br />II. SEISMIC ( IBC 1613 4 ASCE 1ID-13.0
<br />110 MPH WIND SPEED (ult)
<br />SEISMIC DESIGN CATEGORY - 02
<br />85 MPH WIND SPEED (85d)
<br />OCCUPANCY RISK - It
<br />EXP05URE - B
<br />2% PE IN 50 YR ( 2006 LAT-LON ) USGS-CD:
<br />IMPORTANCE FACTOR 1.. ID
<br />02 SEC. (66) 1252g
<br />WIND SPEED UP: KzT•100
<br />MID SEC. (91) OAS113
<br />VERTICAL FORCES - GRAVITY ( IBC 1601 4 TABLE 1601.1 )
<br />VERTICAL LOADS:
<br />DEAD LOAD
<br />LIVE LOAD
<br />ROOF
<br />ACTUAL
<br />25 PSF SNOW (OR PER LOCAL JURISDICTION)
<br />FLOOR
<br />ACTUAL
<br />40 IF F
<br />GARAGE
<br />ACTUAL
<br />50 PSF (a 3000' WHEEL LOAD)
<br />DECK
<br />ACTUAL
<br />40 PSF
<br />SOILS AND FOUNDATION DESIGN CRITERIA (IBC CH. 18):
<br />SUBSURFACE INVESTIGATION 514ALL BE REQUIRED PER 18032: FOUNDATION DESIGN SHALL BE BASED
<br />IN THE A56ENCE OF A SOILS REPORT, THE PRESUMPTIVE LOAD BEARING VALUES DETERMINED BY
<br />LOCAL JURISDICTION OR PER IBC TABLE 18062 SHALL BE USED:
<br />I. SOIL BEARING PRESSURE 1500 PSF
<br />2. ACTIVE PRESSURE - RESTRAINED 45 PCF
<br />3. ACTIVE PRESSURE - UNRESTRAINED 35 PCF
<br />4. PASSIVE RESISTANCE 250 PCF
<br />5. COEFFICIENT OF FRICTION 035
<br />6. LOCAL FROST DEPTH 12 INCH
<br />ALL FOOTINGS 5HALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED 'STRUCTURAL SAC FILL'.
<br />AREAS OVER EXCAVATED SHALL BE BACKPLLED WITH LEAN CONCRETE (Nc • 20M PSI) OR
<br />STRUCTURAL BACK FILL.
<br />CONG��(I�CH. 19 4 ACI 318-IUIS 4 ACI 318-IU
<br />CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE
<br />READY -MIXED PER ASTM C-54, MAXIMUM SLUMP 5'. MINIMUM CEMENT CONTENT 5U2 SACKS PER YARD
<br />PROVIDE 5%-l% AIR -ENTRAINED CONCRETE FOR CONCRETE Me • 3000 F51) EXPOSED TO WEATHER
<br />MINIMUM SPECIFIED COMPRESSIVE STRENGTH (c AT 28 DAYS) IBC TABLE IW42
<br />USE OR LOCATION OF CONCRETE CONSTRUCTION:
<br />F'c (PSI)
<br />SPECIAL INSPECTION
<br />4 TESTING REQUIRED
<br />FOOTING PADS 4 FOUNDATIONS NOT EXPOSED i0 WEATHER
<br />2,500
<br />NOT REQUIRED
<br />PORCHES, PATIOS, DRIVEWAYS, AND GARAGE SLAB
<br />3000
<br />NOT REQUIRED
<br />FOUNDATION STEM WALLS AND INTERIOR SLABS ON GRADE
<br />2,500
<br />NOT REQUIRED
<br />CONTRACTOR 5HALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY
<br />FOR MIX OF 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED.
<br />REINFORCING STEEL: REINFORCEMENT 5HALL CONFORM i0 ASTM A-615,'DEFORMED AND PLAIN BILLET
<br />STEEL BARS FOR REINFORCING STEEL'. BARS SHALL BE GRADE 60 EXCEPT THAT NO. 3 AND 4 MAY
<br />BE GRADE 40. BARS 5HALL BE DEFORMED, SPLICE SHALL BE 24 BAR DIAMETERS OR 18' MINIMUM.
<br />PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS IN WALLS AND FOOTINGS AT INTERSECTIONS.
<br />MILL TICKET FOR REINFORCING BARS 514ALL BE MADE AVAILABLE TO THE BUILDING INSPECTOR AND
<br />ENGINEER OF RECORD FOR VERIFICATION IF REQUESTED.
<br />WIRE FABRIC SHALL CONFORM i0 ANSI/ASTM A-185, STEEL WELDED WIRE FABRIC PLAIN FOR CONCRETE
<br />PLACEMENT.
<br />CONCRETE ACCESSORIES:
<br />ANCHOR BOLTS, BARS AND RODS SHALL CONFORM TO ASTM A-301' 'LOW CARBON STEEL EXTERNALLY
<br />AND INTERNALLY THREADED FASTENERS'.
<br />CAST -IN -PLACE COLD -FORM STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRICTION
<br />SHALL BE MANUFACTURED B7 SIMPSON STRONG -TIE AS SPECIFIED IN THE CURRENT SIMPSON
<br />STRONG -TIE ICC ES OR IARNO ES REPORT. ALTERNATE PRODUCTS SHALL BE SUBMITTED TO THE
<br />STRUCTURAL ENGNEER FOR REVIEW AND WRITTEN APPROVAL. REQUEST FOR SUBSTITUTION WILL ONLY
<br />BE APPROVED WITH CURRENT ICC ES OR IAPMO ES REPORT AND A LIST STATING THE PROPOSED ITEM
<br />SUBSTITUTION WITH EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, 6UB5TITUTIONS WILL BE
<br />REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC358 (CAST -IN -PLACE
<br />COLD -FORMED STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRUCTION)
<br />PROPRIETARY CAST -IN -PLACE ANCHOR BOLTS SHALL BE '85' AND 'SBTB' ANCHOR BOLTS
<br />MANUFACTURED BY 51MP90N STRONG -TIE A5 SPECIFIED ON THEIR LATEST CATALOG AND ICC ESR-2611.
<br />SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT ICC E6 REPORT
<br />TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. IN ADDITION, SUBSTITUTION$ WILL
<br />BE REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC3$$ (CAST -IN -PLACE
<br />PROPRIETARY BOLTS IN CONCRETE)
<br />EXPANSION ANCHORS (WEDGE ANCHORS) SHALL BE AS NOTED ON PLANS. INSTALLATION SHALL BE IN
<br />ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. WHEN NOTED ON CONSTRUCTION DOCUMENTS,
<br />INSTALLATION SHALL BE SPECIAL INSPECTED.
<br />NON -SHRINK GROUT: MASTER BUILDERS TMASTERFLOW $28 OR PRE -APPROVED EQUAL GROUT MAY BE
<br />PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE
<br />UNDER PLATES OR SHAPES. NO GROUTING SHALL BE DONE BELOW 40 DEGREES F.
<br />EPDXY GROUT: SIMPSON STRONG -TIE 'SET', COVERT OPERATIONS 'CIA' GEL, OR PRE -APPROVED
<br />EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT, WHICH SHALL ACCURATELY MIX AND DISPENSE
<br />THE COMPONENTS. HOLES SHALL BE DRILLED AT THE DIAMETER AS SPECIFIED BY THE
<br />MANUFACTURER BASED ON THE DOWEL BAR OR THREADED ROD DIAMETER HOLES SHALL BE DRY
<br />AND CLEANED WITH PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR DOWEL OR
<br />THREADED ROD 5HALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT IS
<br />PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA
<br />EMBED (9) DIAMETERS MINIMUM UNLESS NOTED OTHERWISE IN PLANS AND DETAILS. GROUTING
<br />OPERATION 5HALL BE INSPECTED BY AN AGENT AS RECOMMENDED BY THE OWNER
<br />GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBC TABLE 2304.9.1 OR MORE, A6
<br />OTHERWISE SHOWN. PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY.
<br />PROVIDE OJT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. DO
<br />NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED B7 IBC SECTIONS 2308.10.42
<br />OR AS APPROVED PRIOR TO INSTALLATION.
<br />WOOD SHEATHING: SHALL BE STRUCTURAL N PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD
<br />SHALL BE GROUP I OR GROUP 2 SPECIES, C-D GRADE EXPOSURE I CONFORMING TO PS 1.63.
<br />EACH PANEL 644ALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION.
<br />ORIENTED STRAND BOARD (065) SHALL BE APA RATED STRUCT: I FOR ROOF AND WALLS AND APA
<br />RATED STURDY-1-FLOOR FOR FLOORS, EACH PANEL SHALL BE CLASSIFIED AS EXPOSURE I AND
<br />SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION (APA).
<br />FRAMING LUMBER
<br />STANDARDS: CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB), OR WESTERN WOOD
<br />PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE SCL15 OR WUPA GRADE TRADE-
<br />MARK
<br />SPECIES AND GRADE - BASE DESIGN VALUES ( PSI) per NOS
<br />STRUCTURAL ELEMENT
<br />SPECIES/GRADE
<br />Tbx
<br />TVx
<br />Tc,
<br />Fc
<br />Ft
<br />E
<br />I.
<br />6x BEAMS FWD HEADER$
<br />OF NO.2
<br />815
<br />110
<br />625
<br />600
<br />425
<br />13000M
<br />2.
<br />4x BEAMS AND HEADER$
<br />OF NO.2
<br />500
<br />160
<br />625
<br />1350
<br />525
<br />1600000
<br />3.
<br />2x JOIST
<br />HF NO, 2
<br />860
<br />150
<br />405
<br />1300
<br />525
<br />1300000
<br />4.
<br />6x POST
<br />OF NO. 1
<br />1200
<br />110
<br />625
<br />1000
<br />825
<br />1600000
<br />5.
<br />4X POST
<br />OF NO.2
<br />650
<br />I80
<br />625
<br />1400
<br />500
<br />1600000
<br />6.
<br />5kx6 GLU-LAM POST
<br />24F-V4, 24F-VO
<br />2400
<br />126D
<br />650
<br />1 1650
<br />1100
<br />1100000
<br />1.
<br />GLU-LAM BEAM
<br />24F-V4, 24F-VB
<br />2400
<br />265
<br />650
<br />1650
<br />1100
<br />1800000
<br />8.
<br />31x2x OR 5Usx PSL BEAM
<br />PARALLAM PSL
<br />2500
<br />2W
<br />150
<br />2900
<br />-
<br />200WOO
<br />S.
<br />3V2x OR 5U4x LVL BEAM
<br />MICROLLAM LVL
<br />2600
<br />285
<br />150
<br />2510
<br />-
<br />1500000
<br />10.
<br />3U2x OR 51/4x LSL BEAM
<br />TIMBERSTRAND LSL
<br />1100
<br />400
<br />680
<br />1400
<br />-
<br />1300000
<br />11.
<br />2x WALL FRAMING
<br />HIP NO.2
<br />850
<br />150
<br />405
<br />1300
<br />525
<br />1 1300000
<br />12.
<br />2x WALL FRAMING = 15FT
<br />OF NO. 1
<br />1000
<br />I80
<br />625
<br />1500
<br />6T5
<br />1100000
<br />GLUE -LAMINATED MEMBERS: CONFORM TO ANSI/AITC AIWI MEMBERS SHALL BE COMBINATION
<br />24F-V4 DOUGLAS FIR FOR SIMPLE SPANS, 24F-V8 DOWLAS FIR FOR CANTILEVERED 61-ANS WITH
<br />EXTERIOR GLUE.
<br />I-JOISTg: SHALL BE TRUE JOIST MACMILLAN, OR APPROVED EQUAL, AS INDICATED ON THE
<br />STRUCTURAL DRAWINGS. I -JOISTS SHALL BE MANUFACTURED IN ACCORDANCE WITH A CURRENT
<br />ICBO REPORT AND APPROVED SHOP AND INSTALLATION DRAWINGS.
<br />IWOD CONSTRUCTION CONNECTORS: SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE AS
<br />9PECIFED IN THEIR LATEST CATALOG. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS, BOLTS, OR
<br />SCREWS SPECIFIED ON CONNECTOR HARDWARE. CONTRACTOR'S PROPOSED SUBSTITUTION OF OTHER
<br />MANUFACTURES CONNECTORS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND
<br />WRITTEN APPROVAL PRIOR TO ORDERING. REQUESTS FOR SUBSTITUTION SHALL INCLUDE CURRENT MCC
<br />AND/OR IAPMO ES REPORTS AND A LIST STATING THE PROPOSED ITEM -FOR -ITEM SUBSTITUTION HAS AN
<br />EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, 8 B$ NITS ?SNIT TITIQ� SHALL COMPLY WITH CURRENT
<br />ICC ACCEPTANCE CRITERIA AC13 AND/OR IAPMO EVALUATION CRITERIA 002-2001 FOR JOIST HANGERS
<br />AND SIMILAR DEVICES AND ICC AC SS FOR HOLOOUNS AND TENSION TIES. BOLTS IN WOOD
<br />CONNECTORS SHALL CONFORM TO ASTM A-301, GRADE A
<br />,gjR1CTURAL WOOD SCREWS: WHERE SPECIFIED OR REQUIRED BY SPECIFIC HARDWARE, SCREWS SHALL
<br />BE 'SDS' STRONG -DRIVE SCREWS MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED IN THEIR
<br />LATEST CATALOG AND ICC ESR-2236. SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE
<br />SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN
<br />APPROVAL. IN ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA
<br />AC233 (ALTERNATE DOWEL TYPE THREADED FASTENERS)
<br />REQUIREMENTS FOR FASTENERS IN TREATED MATERIAL: ALL HARDWARE AND FASTENERS IN
<br />PRESSURE TREATED MATERIAL 5HALL BE SIMPSON GI85 HDG (HOT DIPPED GALVANIZED) OR
<br />5ST300 STAINLESS STEEL CONNECTORS OR EQUIVALENT.
<br />HOT DIPPED GALVANIZED FASTENERS SHALL BE USED WITH GI85 Z-MAX AND HDG CONNECTORS AND
<br />STAINLESS STEEL FASTENERS SHALL BE USED WITH 66T300 CONNECTORS. DO NOT USE STAINLESS
<br />STEEL FASTENERS WITH GI 85 Z-MAX OR HDG CONNECTORS.
<br />ALL ANCHOR BOLTS, WASHERS, AND NUTS SHALL BE HOT DIPPED GALVANIZED.
<br />NOT DIPPED OR STAINLESS STEEL NAILS MUST BE USED WHEN FASTENING SHEATHING, STUDS, AND
<br />JOIST INTO TREATED MUDSILL. HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTERES SHALL BE
<br />USED WHEN FASTENING DECKING TO TREATED MEMBERS.
<br />INSPECTION: (IBC CH. I SECT. 110 )
<br />CONSTRUCTION SHALL BE SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL AND SUCH
<br />CONSTRICTION OR WORK SHALL REMAIN ACCESSIBLE AND EXPOSED FOR CONTINUING INSPECTION
<br />UNTIL APPROVED. THE OWNER OR CONTRACTOR SHALL NOTIFY THE BUILDING OFFICIAL TO MAKE THE
<br />INSPECTIONS SET FORTH IN SECTIONS 1103J THROWN 1103JO. INSPECTION REQUESTS SHALL BE THE
<br />RESPONSIBILITY OF THE BUILDING PERMIT HOLDER WORK SHALL NOT PROCEED BEYOND THE POINT
<br />INDICATED IN EACH SUCCESSIVE INSPECTION WITHOUT OBTAINING THE APPROVAL OF THE BUILDING
<br />OFFICIAL. THE BUILDING OFFICIAL SHALL INDICATE ANY OF CONSTRICTION THAT 18 SATISFACTORY AS
<br />COMPLETED, OR NOTIFY THE CONTRACTOR ANY PORTIONS THAT ARE NOT IN COMPLIANCE TO THIS
<br />CODE. ANY PORTIONS THAT DO NOT COMPLY SHALL BE CORRECTED BY THE CONTRACTOR AND
<br />SUCH PORTION(S) SHALL NOT BE COVERED OR CONCEALED UNTIL AUTHORIZED OR SIGNED OFF BY
<br />THE BUILDING OFFICIAL.
<br />FOOTING SCHEDULE (1500 PSF BRS.) F'c = 2500 psi
<br />DIMENSION (INCHES)
<br />REINF.
<br />ALLOWABLE
<br />TYPE
<br />LOAD (KIPS)
<br />'L'
<br />W.
<br />THK
<br />LONGIT.
<br />iRAN9V.
<br />i
<br />24'
<br />24'
<br />10'
<br />(3)'4
<br />(3)'4
<br />55 K
<br />24' DIA
<br />10'
<br />(2)'4
<br />(2)'4
<br />43 K
<br />36'
<br />36'
<br />10'
<br />(3)'4
<br />(3)'4
<br />12.4 K
<br />F3D �i
<br />42'
<br />42'
<br />12'
<br />(3)-4
<br />(3)'4
<br />165K
<br />F351
<br />46'
<br />48'
<br />12'
<br />(3) 5
<br />(3) 5
<br />21b K
<br />F40
<br />36'
<br />24'
<br />10'
<br />(3)'4
<br />(3) W
<br />83 K
<br />SPREAD FOOTING; DETAIL_
<br />'W'
<br />PLAN
<br />NOTE:
<br />AREAS NOT
<br />MINIMUM SHE
<br />PLATE NAIL[
<br />SPACING. S
<br />SCHEDULE N
<br />(THIS SHEET,
<br />SOLE F
<br />SC14ED
<br />FLC
<br />PL
<br />BLOCKING REQUI
<br />ALL HORIZONTAL
<br />PW EDGES - SIZE
<br />MAIN FLOOR JOIS
<br />(NOT RE.. AT 5
<br />CONDITION) -
<br />DOUBLE TOP PLATE - MIN. LAP SPLICE GIRDER TRUSS
<br />SHALL BE l'-0' -NAIL W/ 10d 4' O.C. PER PLAN
<br />TRUSSES OR RAFTERS ABUTTING VERTICAL PW SPECIAL SHEAR WALL PANELS
<br />3 EDGE FRAMING - SIZE ROOF SNTG.PER SCHEDULE SEE SCHEDULE FOR NAILING 2x BLOCKING (ttP.)
<br />� g3
<br />AND HOEDOWN TYPES
<br />-
<br />I�
<br />��%�%I%ICI-�i�.i�l�/I�_
<br />���___/��_��_
<br />I���_ I�_
<br />I-%_
<br />I�_II�_
<br />I►%�
<br />•
<br />•
<br />-
<br />III%��l%d�ll%II
<br />Iji'�I�I
<br />I
<br />I/I/II/I
<br />d/II/II
<br />©
<br />®
<br />Ij�1�01�1�
<br />II
<br />�/Ijl,
<br />/III%
<br />�!/II
<br />III
<br />I
<br />�
<br />I�
<br />/II
<br />II�
<br />/I/
<br />II
<br />III
<br />I�Ir
<br />II
<br />��I
<br />II
<br />I,I■II
<br />-
<br />I�
<br />I�I�I%/q-
<br />I�
<br />I---�€"=+I���rl�'91,%�/,;I
<br />��
<br />I�I�!_�IIII�■I/II����Ir�,iF�.ds%..[!_
<br />I{
<br />'I� ilk/
<br />I�I�IFI1/I�O.1,%_.,
<br />I►
<br />Ili/
<br />Rill'il
<br />��
<br />I/
<br />Pop
<br />FF
<br />IlIiI
<br />,IlIA
<br />%
<br />k.I �
<br />�d�III
<br />�jlMPSON
<br />MSTC&653
<br />IFII STRAP III�III�I�III�
<br />%A�
<br />!e%I•
<br />F,I�.I�I�I�III
<br />III
<br />I�
<br />j1
<br />III�III�I
<br />Ir'�
<br />I� II
<br />III/Ili/I/Ijl/I/ill
<br />�
<br />�II��/I`I�V�III
<br />III/III/
<br />��II�1��14
<br />mill
<br />► �Il/I'
<br />I
<br />III
<br />IhI
<br />�I
<br />Dlj
<br />I
<br />r/ail
<br />ill�t/11iE
<br />i�001P©/IIii1.
<br />,i_
<br />������������w��
<br />��
<br />��II'��il%�.Ideil��I�I�I�IiI�Iiii
<br />/
<br />PAN
<br />%
<br />i P
<br />%' 0 AB.'6 - EMBED T' MIN. -SPACE
<br />PER SHEAR WALL SCHEDULE ��
<br />NOTE: THIS ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL TYPE OR LOCATION. REFER TO THIS
<br />DETAIL FOR VARYING SHEAR WALL CONDITIONS, I.E. SHEAR WALL CONNECTION FROM SECOND FLOOR TO MAIN
<br />FLOOR SEE TO SHEAR WALL SCHEDULE FOR SPECIFIC NAILING, 14OLDM TYPES, AND FRAMING SIZES.
<br />'LONGIT.'
<br />REINF.
<br />ELEVATION - TWO STORM' FRAMING OR SHEAR WALL (HATCHED)
<br />51,
<br />544
<br />2X KING STUD
<br />TYP.
<br />SIMPSON HI (TYPJ
<br />BOUNI EDGE FRAMING
<br />PER SHEAR WALL SCHEDULE
<br />ADDITIONAL STUDS
<br />BELOW GIRDER TRUSS
<br />PER PLAN
<br />N' FLOOR SHTG.
<br />I�
<br />MST STRAPS
<br />PER PLAN
<br />�-- FLOOR JOISTS
<br />PER PLAN
<br />I
<br />C
<br />S3
<br />BOUNDARY EDGE FRAMING
<br />PER SCHEDULE
<br />'HD' BOLTED HOLDOLLN
<br />AT FOUNDATION AS
<br />READ. PER PLAN
<br />- '4' FLOOR SHTG.
<br />-SIMPSON PAB
<br />HOLD DOWN BOLT -
<br />ADDITIONAL EDGE FRAMING AND HOLDOWN
<br />REQUIRED BELOW EDGE OF UPPER FLOOR
<br />SHEAR WALL - SEE PLAN IF REGD.
<br />&x 4x
<br />V/i GL 3112 GL
<br />5�4 LVL 31r2 LVL
<br />MST21 ABOVE BM.
<br />OR SIDE OF PLATE
<br />H25
<br />H25
<br />PLATE WT.
<br />S y GL
<br />31y LVL
<br />2X KING STUD 0d 12'
<br />11'P. STAGGER -�
<br />-(3) 2x CRIPPLES _�- (2) 2, CRIPPLES �-(4) 2x CRIPPLES � (3) 2x CRIPPLES
<br />DROPPED BEAM
<br />(3) 2X BUILT-UP POST
<br />MIN. OR PER PLAN DETA I L
<br />2
<br />TJI OR �j_MMUALTTC"14LA'
<br />STUDS -
<br />SAIW JOISTA BOVE
<br />PLATE HT.
<br />BUILT-UP POST
<br />MATCH ABOVE
<br />CASEI- BLKG BELOW UPPER FLOOR
<br />2X BUILT-UP POST
<br />'TRAN,51. SOLID POST PER PLAN
<br />REIFF.
<br />MULTIPLE STUDS -
<br />TJI JOIST MATCH ABOVE
<br />MUDSILL
<br />-,•a�9TEM,WALL '
<br />3 DETAIL
<br />1' = I'-O.
<br />FLUSH BEAM
<br />m
<br />di
<br />f]
<br />VSC
<br />Project A'
<br />12318
<br />Sheet
<br />CITY OF EVERE i T S 1
<br />REVIEWED FOR PERMI:�
<br />
|