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IGENERAL NOTES MINIMUM WOOD NAILING REQUIREMENTS.Unless otherwise noted on the drawings,hoped',rood (E)EXTERIOR
<br /> A 1 designUconstruction shall conform to tore requirements is of dm International Building Code framing shall be fastened'r conformance with
<br /> 20 Edit WALL SHEATHING
<br /> Ier,Table230491 (E)STUD WALL I
<br /> Contractor II verify all levels, o- dexisting conditions field before proceeding with
<br /> Joists/Rafters
<br /> Contractor
<br /> J tR¢ topit sin or girder (')Sd t
<br /> e
<br /> Z
<br /> any construction dft C r-t hl tfyh A. t of d I -so-fed NEW 3/4"0 BOLTSBlocking/Brdung E RIMBOARO I.g @ 8"o.c.THROUGH FB eg p (z)sd toe
<br /> Contractor 1 l adequate h g It IInt t members,existing Mocking bh J to.0plate (3)87 -C LEDGER&(E) be
<br /> Doabletop to c J.it t c -d suitable tothek qRIMBOARD I DECKING PER
<br /> Top slogs (2) W I @ 6"O.C. U
<br /> -
<br /> in -I ry 3 1 I small t be d - 'I 1 :ted ARCHITECTURALN Itogether 163 comm. ..faro nail i Ida with the atd of al h Oct strength.
<br /> (E)FLOORintersections,chds (2)ICO f 'I LU
<br /> Lap re (8)rod r- ;I 2x12 HmF#2 Il I SHEATHINGc ..cm shall be responsible fo n ftypecan;o precautions ,.hods,cent sequences -IIlt DECK JOIST PERpocedures Cl -dmpert the k !!.!!!=11a �
<br /> Sde plate tot Is ) h common d 'l or PLAN(TREATED)(2at ii '0 o e
<br /> SUBMITTALS:Shop drawings glad be submitted to the Arht't prior to ant fabricationL � '�—= /=Z IS t t t j'tbl k'm 16dc f nail ACcnrstndi f all ho following:
<br /> Studs
<br /> 11111
<br /> ')I aCoI etcreinforcement, bedded steel tams structural steel,steel canopies, Built V stud 5t& vers rod c 8 face nail glued am ted members d pre-manufactured wood membersStuds to header (4)8d common toenail RIM
<br /> Design d g. a lagoon,for pre-manufactured wood t d joistsshall b U al !
<br /> and signature of theWashington state Registered Professional Eq I p til foruse BUILDING OFFICIAL INSPECTIONS
<br /> 1
<br /> design,and shall be submitted to the Architect and Building of`dal for review poor to fabrics[on. The following recommended minimum tems shall be inspected by a qualified individual provided ) 4— —— IMO
<br /> MINI
<br /> by the Holdingba2x12 0,1
<br /> FOUNDATIONS -Footings Official: competent native soil per the•Foundations"section above I 2x12 HmF#2 DECK
<br /> Concrete foundations shall bear on stiff,competent,tlndisturbm name. Prior to construction, g reinforcement
<br /> BLOCKING(TREATED) ISMIN JOISTS PER PLAN
<br /> Foo[in
<br /> the contractor shall obtain confirmation from the Building Offdal mat the native soil at this project Shear wall sill plate anchors and washers per schedule SIMPSON JBA212 H I (E)FLOOR JOISTS (TREATED)
<br /> is adequate to support the following bearing pressure: Shear wall nailing and shear clips per schedule J r:
<br /> TOP FLANGE B I PERPENDICULAR DESIGN'fsl'C
<br /> Allowable hearing pressure used for structural design 2000 psf(assumed) Shear wall hold-downs
<br /> OR PARALLEL TO
<br /> ver fy type,sire and grade of structural steel members and bolts HANGER(OR
<br /> Where footings must bear on structural fill due to inadequate sol conditions,the fill shall be mixed LSSU210 AT SKEWED WALL DECK BEAM PER PLAN WW'N.YENDEs.cord
<br /> and compacted in accordance with specifications provided by a Gt h ical Engineer eer licensed in DESIGN LOADS - LEDGER) Lk`,
<br /> "t l WEATHERPROOFED SIMPSON H2.SA
<br /> the State of Washington. LIVE LOADS'L ve load e tl[ m ned in accordance w le ( ) SHORELINE,ASCE Ch.7 E STUD WALL ( ) 1622 NE WA,98155
<br /> 179TH ST.
<br /> L =40 PSF(ResidentOI)
<br /> Bottom of footing elevation wall be located at minimum frost depth 18"below top of finished grade NEW 2x12 DgF#2 PHONE206
<br /> unless required otherwise by the Building Official.The contractor shall confirm the minimum frost SNOW LOADS:Snow loads are determined in accordance with ASCE Ch.7 with the following HmF#2 LEDGER
<br /> PHONE(206)4 32-111'
<br /> depth with die Building Official prior to excavation. Factors: imo
<br /> Ground Snow Load Pg -20 psf Ct=1.0 Ce=1.0 (TREATED)
<br /> CONCRETE Roof Snow Load Ps =25 pot Is=.1.0 n
<br /> Concrete work wan comply,in general,with ACI 301(latest edition)"Specifications for Structural
<br /> Concrete for Bu Idngs WIND LOADS Wind loads are based on ASCE 7-10 CO.28(Envelope Procedure)with the following
<br /> factors:
<br /> CONCRETE MIXES:Concrete mixes shall confam ACI 318 Ch.S.Minimum concrete strength Pc at Exposure Category =B Iso=1.0
<br /> 28 days shall be as follows: Velocity(3 sec) -110 mph(alt) Kzt=1.0
<br /> Slab-on-grade,Curbs and Pads - 2000 psi • Design wind pressured for determining forces on components and claddiny are determined in
<br /> HFootings - 2500 pd accordance with ASCE 7-10 Chapter 30.
<br /> 6x R PLA COLUMN
<br /> Walls,Stems - 3000 psi(2500 pd used far structural design) PER PLAN
<br /> SEISMIC LOADS:Seismic loads are based on the Equivalent Lateral Force Procedure in ASCE 7-10 12"-SONO TUB (TREATED)
<br /> Water/Cement ratio shall be measured by weight and shall be based on the total cementitious Section 12.8 with the following factors:
<br /> material.Water/cement ratio shall be determined by the supplier based on strength requirements Risk Category =11 Ss =1.41 SIMPSON
<br /> and shall not exceed 0.55.Water redodrg admixtures may be incorporated in concrete mix designs Site Class =D S1 =0.535 DECK HANDRAIL AND
<br /> but shall conform to ATM C 4664,and be used in accordance with the manufacturers Design Category =D 50s 0.940 C666 COLUMN
<br /> 2 7 501 =0.535 ATTACHEMNT PER #3 HOOPS .•
<br /> recommendations GCI and other water wluabie chloride admixtures shall not be used. 9BASE
<br /> ( ) MANUFACTURER. \r,1AT
<br /> W/(3)
<br /> le 1 o Cs o 134 wt. DECKING PER
<br /> REINFORCINGDformed Bars
<br /> TOP OF �II (i '-'n CC I OF
<br /> Da
<br /> SEE 7/St. �
<br /> Deformed Bars ASTM A 165,Grade 60 I I ARCHITECTURAL TUBE ,1=P AROUNDC'C'1 i-`(P
<br /> Galvanized Welded Wire Fabric ASTM A 165 TYPICAL DETAILS I I
<br /> In addition to the details and schedules on the framing plans,those noted as'Typical"shall be
<br /> Reinforcing steel shall be detailed in accordance with ACI 315"Manual of Standard Practice for used throughout the structure as applicable. - --,..-I---_ - �
<br /> Detailing Re tforoed Concrete Structures." -. 1.— DTT2Z AT 48"O.C.TO r'
<br /> Reinforcing steel wall be lapped as noted on the drawings.Where lap 0ngth is not shown, -vio DIAGONAL 2x BLKGreinA�116 —
<br /> fordng bars shall be lapped as follows' I— I—I (4)#4's VERT.
<br /> 45 and smarter 48 bar diameters
<br /> . W/%"DIA BOLT I— — 1
<br /> GH. EXTENDING 5"
<br /> 46 and larger 0bar dameters i -
<br /> -INTO FOOTING
<br /> Minimum concrete cover over reinforcing shall be as follows: rd11
<br /> Q
<br /> Nonstructural Slab-on-grade Mid Depth
<br /> Wall Barsinterior fate 1-
<br /> exposed toeartdweamen 1/1/2"(45and smaller) 6x 2x12 HmF#2 DECK .- 1 UNERLYING •
<br /> 2'(46 and larger)
<br /> Footings: Bottom Bars - 3"(cast against earth) PLANN(HIDDEN BEAM PE'IN
<br /> TREATED JOISTS PER PLAN L`w BEARING GROUND J
<br /> Top Bars - 1-1/2" DECK JOIST PLANE) ( ) P/IM 1
<br /> CO
<br /> Side BarsEC- 2"
<br /> Provide supports as required for proper alignment and concrete cover around the reinforcement. -III—I i= O
<br /> Consult the CRSI Manual of Standard Practice MSP-1 for specific information. SIMPSON LSSU210 , —III I h>, z W
<br /> GROUT HANGER / s5 0 I .
<br /> Base plate grout wall be nonshdnk type with minimum On=8000 psi.All other nonshrink grout M 7 * O —
<br /> shall have mmmumfc=5000 . REINFORCIN DIMENSION 51'3 2d'Ivi3H('TYr) �JtP o
<br /> a Y 0
<br /> ANCHORS PER PLAN/ PLAPI�CI-,�UJL= Y
<br /> SCHEDULE v m o
<br /> Use of drilled concrete andtors,induding expansion bolts and adhesive anchors,where not --77 w c0
<br /> scedfied in these documents shall be object to approval by the Architect. - Q O .
<br /> EXPANSION BOLTS:Expansion bolts in solid concrete shall be wedge-type anchors made Al carbon Z D
<br /> steel.Bolt size,spacing and embedment length shall be as designated in these drawings.Bolts shall l-
<br /> be installed per the manufacturers instructions with inspection per schedule.Expansion belts shall O Q Z > I-
<br /> be Simpson Strong Bolt 2 or approved equal.A current ICBO or ICC Report shall be submitted forIn Q w
<br /> alternates. '' (E)EXTERIOR • t w > M w
<br /> SIMPSON ECC WALL SHEATHING I 2a m >
<br /> ADHESIVE ANCHORS Adhero orE STUD WALL • j�, ¢ g w
<br /> epoxy type anchors m solid concrete shalt be installed perthe COLUMN CAP 3/4"-A307 ( )
<br /> manufacturers instructions.And ,spacing and embedment length shall be e y tea I PER SCHEDULE . BOLTS TYP. ''WAS a`sS' ammemerion
<br /> these drawings.Adhesive shall be Simpson AT XP.A current ICES or ICC Report shall be submitted _
<br /> for alternates. I'MI 2" (E)RIMBOARD ti< k �
<br /> WOOD 1�1' 2x12 HmF#2 y (N'''
<br /> SAWN LUMBER'Structural Sawn lumber wall be kiln dried and be of the species and grade noted 51/8'212"GLB . fi I -. Z
<br /> below or better. r ■■'I 'v> DECK JOIST PER fI "s• " Z
<br /> u_se Grade Fb(Psi) • , PLAN(TREATED) p I (E)FLOOR - -RIM JDlsr/SEAM PER PIAN 'Av. J
<br /> Plat Studs Stud 675 pp
<br /> Plates&Ranks Hem fir P2 850 u SHEATHING GUARDRAIL AND-s„, Q J
<br /> Joists&Rafters He F'k2 850 ��} II ATTACHMENT BY \ ,DBL 2x BLKG wj(2)16d EACH END Q
<br /> 40 Beams Douglas F Larch 02 900 / � - MANFACTURER fl (NOT REQT)AT'SIM.)
<br /> 6x Beams Douglas Fir-0(042 875 ® !!t��)�� a /12 --DTT2Z AT 48"o.c.w/)4"DIA.BOLT •'W
<br /> Posts Douglas F'Larch#2 750 r` I J I U Q
<br /> 204 T&G Dredging Douglas F Eardl Select 1750 ,�� I')I /f, / 835 EACH BLOCK AT PARALLEL JOISTS
<br /> NOTE:
<br /> All lumber and - _ `0// ®� �` r `� ROSS ENGINEERING HAS PROVIDED
<br /> *wore!In contact with concrete,stucco,masonry or other cement Cocos materials `>'
<br /> wall be treated with an E.P.A.acceptable wood preservative,such as Alkaline-Copper-Quaternaryt� , I ' ��_y® (ALCULATTONS FOR THE EDGE �'Z
<br /> ACQ'or Copper Rage"CBA"type A and B. _ �? /'I) 4 MEMBER TO SUPPORT GUARDRAIL (y7 Q
<br /> I —— LOADS.THE GUARDRAIL
<br /> All wood connectors shall be manufactured by Simpson Strong Te Company(or approved equal), v:' - I®� iii MANUFACTURER SMALL SUBMIT
<br /> and of the size and type shown on the drawings.All wood connectors in contact with 0
<br /> �I' ATTACHCALCULMENT
<br /> TIONS FOR THE
<br /> preservative treated wood shall be Triple zinc G-185 galvanized(1.85 oz/sq ft coating). SIMPSON DTT2Z A'ITAC EMBE INTO OR THRU THE
<br /> LATERAL DECK TIE (E)FLOOR JOISTS EDGE MEMBER INCLUDING THE
<br /> RATED SHEATHING:Wood structural panels wall bear the APA trademark of the American Plywood / TYPICAL BRACE CONNECTION PL. b SOLID BLOCK - \ JOISTS PER PLAN FASTENERS.
<br /> Association.Sheathing wan be as follows. CONNECT EACH END OF BRACE
<br /> AT DECKS ENDS AND WHERE REQUIRED BEAM PER PLAN (BLKG AT 24"o.c.WHERE
<br /> Shear Wall Shtg 7/I6"32/16 C-D INT APA with Exterior Glue(CDX) W/(2)1/4"SIDE PLATES-DAP @ 8'o.c.MAX. q WHERE APPLICABLE 707575 ARE PARALLEL TO
<br /> Roof Shtg 15/32"32/16 C-D INT APA lath Exterior Glue(CDX) V GUARDRAIL)
<br /> Sub Floor Shtg 3/4"48/24 MG C-D INT APR with Exterior Glue INTO BRACE AT BEAM �--'rl "'� DRAWN BY R.N.R.
<br /> Sheathing shall be orientated over the supports as shown on the drawings.Shear wall sheathing CONNECTION WHERE REQUIRED -18H201A EACH JOIST DESIGNER
<br /> shall be blocked 01 411 panel edges as shown in the shear wall schedule. �� (E)STUD WALL (NOT REQ'D AT'SIM')
<br /> NEW 2x12 DgF#2 REVIEWER R.N.R.
<br /> GLUED LAMINATED MEMBERS:Glued Laminated members shall each bear an RITC identification HmF#2 LEDGER JOB NO. Y-17-010
<br /> mark and be accompanied by an ARC rertificate of conformance.One coat of end sealer shall be SCALE NONE
<br /> applied immediately after trimming either shop or field.Members shall be Visual Graded Western - (TREATED)
<br /> Species Inductrual,Architectural or Premium grade with strength as follows'
<br /> tSHEET
<br /> Symbol Species Fb 6 i_
<br /> GLB 24F-V4 DF/DF 2400/1850 psi 1,800,000 psi
<br /> GLB 24F-1/8 DF/DF 2400/2400 psi 1,800,000 psi
<br /> 'King Beam DF/SVP 3000/3000 psi 2,300,000 pr •1 S I
<br /> 'King Ream i5 d product Of Boise Cascade f
<br /> STRUCTURAL NOTES •
<br /> f/P��yJ
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