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<br /> Structural C Notes: All fasteners installed in preservative-treated wood shah be hotdipped zinc-coated galvanized with a J , // /� (/
<br /> minimum coatingweight complyingth ASTM A 153. / - ,/ ! ./ ,(if �1 �/ //v7,( _
<br /> Applicable Codes and Standards: with Z)f A s/u�s /" sr �� �L� �/ �� /'�`' "
<br /> 2015 International Building Code(IBC)and other applicable local building codes. Fasteners other than nails and timber rivets are permitted to be mechanically deposited zinc-onoted /
<br /> ASCE/SE17-10-"Minimum Design Loads for Buildings and Other Structures" with coating weights complying with ASTM B 695,Class 55 minimum.Plain carbon steel fasteners in
<br /> 2015 NDS for wood structures. wood preservatied-treated with SBX/DOT or zinc borate are not required to be galvanized, / 4 .11 k $'i e /1 v�f I V, oz ail s//cA kz" 3�6A "rA4 DESIGNS
<br /> American Wood Preservers Bureau-AWPB Standards for Pressure Treated Material. /-/ L G/ /` J�( r �(1 /`( �K 5
<br /> American Concrete Institute-AC1 315,AC1318,ACI 301,ACI 307. Plywood Thickness,Grade,and Nailing: ,�
<br /> Install plywood sheets with face grain perpendicular to framing.Stagger joints in adjacent sheets.If ` (El(2)2 X 8 HF 42 j i // , 12041 22 N D AVE NE
<br /> Structural deli hall be in accordance with the latest edition of above codes and standards. not otherwise noted,use nailingschedule,Table 2304,9.1 of the IBC. (....f I U ' ./
<br /> Contractor shall comply with the latest edition of all applicable codes and standards_ i �, ,4 eJ /)of Nrd'Z S 6 ebe r ci /Z (f" S-°C , SEATTLE, WA. 98125
<br /> Manufactured Trusses: D i D f
<br /> Design Loads: p �. .
<br /> Manufactured trusses specified on the plans are prefabricated products manufactured by a truss D ,
<br /> Live toad: roof 25 floors 40 psf
<br /> (snow) manufacturer.The contractor shah submit shop drawings and stamped structural design17
<br /> D 4/4 r/ /f7 / ��f/ r�/' �a2 3 ) 206 365 2724 vce
<br /> P calculations for review.The manufacturer's installation instructions shall be available on the job site \ - / L� r GI /1 l� J
<br /> Dead load: solar panels 4 psf `\p: / �t • i
<br /> at the time of inspection.Truss design and shop drawings shall include location and weight of all b l ,
<br /> equipment being supported by these trusses. D `�Y/ - -P t D 206 499 2814 cell
<br /> Wind load: Basic wind speed 110 mph,exposure B,KzT-1.0 - . ,
<br /> Building Category:Enclosed,Wind Important Factor lw 1.0 The truss live loading shall be per IRC Section 301.5 and Table 301.5,especially noting footnotes b W - y D •
<br /> Refer to calculation page LI for design wind forces. and D •- • •
<br /> Internal pressure 5 psf,Components and cladding design per 1609.6.4.4.1 S• -
<br /> Seismic loading per IBC Section 1613,Site Class D. The truss design shall be per IRC Sections 502.11.1 and 802.10.2,especially indicating the truss p D
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<br /> The basic structural a is a bearing ail system with light framed walls with shear ls, design and manufacturing shall be per ANSTITPi 1. ,'w'.> D type gw yspane = CONSULTANT STAMP
<br /> Rw=6.5(wood structural panels),soil type D. ip h G =
<br /> Seismic importance factor I.O,Seismic Use Croup I The doss temporary and permanent bracing shall be per IRC Sections 502.11.2 and 802.10.3 as n
<br /> well as the Truss Plate Institute's Buildin Com o e t Safe Information. - D i '
<br /> Design and Analyse by Simplified Design Procedure 8 p°° Ty NFW i17 X 8 NF l (E1(2)2,38 HF m ,i
<br /> Peak Ground Accelerations(PGA)based on USGS Hazards Program,by lat/long. ' --- -- ' ' - ' ,. ' - �,
<br /> PGA 1 sec .452 PGA,2 sec=1.299 Truss alterations shall not occur unless the approval of a desimprofessional as indicated in IRC i. / ,
<br /> Seismic base shear=0.133*Dead Load Sections 502.11.3 and 802.10.4. ✓
<br /> Foundations: D '1 /D_ x
<br /> Metal Framing Connectors: b i
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<br /> Soil parameters(assumed): Vertical allowable soil pressure:1,500 psf Unless otherwise noted:Metal framing connectors shall be manufactured by the Simpson company, ,
<br /> All soil conditions are to be field verified during construction.Footings shall bear on firm natural or approved equal.Unless noted otherwise,use U-series joist hangers to match joist size(e.g.,U210 �— = - -1 'g
<br /> soils or on structural fill placed over firm natural soils,and inspected in place.Footings shall extend for 2x10 joist).Provide HI or H2.5 hurricane ties,or other connectors with similar capacity,at everyI)„(2)2 X 8 H-#2
<br /> 18 inches minimum below adjacent exterior finished grade and shall extend 12 inches minimum - A r o -_. i • .
<br /> roof joist or truss,and H6 or 117 at ends of roof beams and girder trusses.Where supported by wood
<br /> below existing interior grade unless otherwise noted on plans.Structural fill shall be placed in 12- D o i
<br /> inch maximum horizontal lifts(loose thickness)and compacted to 90 percent of maximum dry density posts,wood beams shall be connected to the tops of the posts using Simpson AC,PCZ or EPCZ post <
<br /> caps,and to the bottoms of the pasts bearing on wood framing using Simpson AC connectors.Where (E)2 X 6 RAFTERSNt'4'0C C . .
<br /> in accordance with ASTM D-1557.Imported structural fill Shan be granular material containing no supported by perpendicular beams,wood Deems shah be connected by HUseries face mount beam {_ WITH 2 X 6 COWRY S <
<br /> more than 5 percent fines,passing no.200 sieve Structural fill in place shall be tested by a licensed hangers.Provide Simpson AB or PB post bases to connect posts to concrete foundations.Unless ie • PROJECT INFO
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<br /> soil engineer or approved by the building inspector. otherwise specified,the maximum number of nails or screws should always be installed on any is . •
<br /> Drainage behind the concrete walls shall be provided conforming to the construction details. connector. •/ A \\ •
<br /> Bearing Walls: i A / _ `\
<br /> Cast in Place Concrete: All walls supported by continuous concrete footings shall be connected to the foundation per 2015 i
<br /> Concrete shall attain a minimum compressive strength of 2,500 psi at 28 days(5-'/:sack mix).An IRC section 403.1.6.12"diameter anchor bolts shall be provided at 4'o.e,or two per wall segment, - ,! �� '\
<br /> alternate mix provided by the concrete supplier and pre-approved by the building department is minimum.Anchor bolts shall penetrate 7"into the concrete foundation. -
<br /> acceptable.Reinforcing steel shall conform to ASTM A-615,Grade 60(Fy=60,000 psi)for all bars. �� ��
<br /> Connection of New Foundation to Existing,Note NE: ; \
<br /> Provide all wall and footing horizontal bars with 2'-0"x 2'-0"corner bars of the same size at all At each location where the new concrete foundation abuts the existing foundation,connect , \ -
<br /> corners and wall intersections.Minimum lap splice 48 bar diameters. the new to the existingusing minimum(3)#4 by18"longrebar dowels,epoxy routed into 5/8" / D ` S
<br /> g P ry g �� �� PROJECT#:LEDER ADDITION
<br /> diameter by 5"deep holes drilled into the existing foundation.Each dowel shall be no closer than '
<br /> Concrete protection for reinforcement shall be: i
<br /> 3"to any edge or comer of concrete.Minimum spacing between dowels shall be 6".For concrete i DRAWN BY:ARETE'
<br /> Concrete exposed to earth or weather 1.5"(45&smaller)2"(46&larger), wall intersections longer than 3'-0"in any direction,additional dowels shall be located at 12"o.c. i D `�
<br /> Concrete cad against earth 3" _.,,,,,,,,,,,,,,,,,,,,,,,,,,,,," ,.. '
<br /> Slabs 0.75" for the full height or length of the new foundation concrete. -- '' ----' -- __. - - `� • .
<br /> Contact the engineer(prior to construction)for evaluation and approval of the existing i `�
<br /> foundation system,if there are any significant cracks in the existing foundation within 6 feet of the } "
<br /> Bolts: new fouding visible or if there is any indication that the spoiling,
<br /> foundation is in tof t condition, �/ Zite Cr�, � � � J��
<br /> Anchor bolts shall conform to F1554.All other bolts shall conform to ASTM A307. including visible rock pockets,non-uniform concrete,apalling,noticeable settlement of the existingriv U fir
<br /> Minimum anchor bolt size and spacing shall be'A"diameter bolts @ 6'o,c Shear wall anchor bolts footing,or other distress.
<br /> per the shear wall schedule. RELEASE DATE
<br /> For cast-in-place anchors,provide 7"minimum embedment into the new concrete foundation. Hold Down Notes �� � ��.
<br /> For retrofitted anchors,provide 5"minimum embedment into the existing concrete foundation. Convention for showing shear walls and hold downs:Shear walls are shown on the framing plan Ot7 MARK DATE DESCRIPTION
<br /> Epoxy grout with Simpson SET epoxy. for the floor above.(For example,first floor shear walls will be shown on the second floor X XX XX XX )000(XXXX
<br /> Provide 3"x3"square x 0.229"thick bolt washers where anchor bolts connect the sill plate to the framing plan,and the shear walls for the topmost floor will be shown on the roof framing plan.)
<br /> concrete foundation. Hold downs are located at the bottom of that shear wall,and connect the end of the shear wall to
<br /> wall framing or a structural beam located in the floor below the shear wall.Contact the engineer
<br /> Wood Framing Specifications: of record for clarification if needed.
<br /> Hold downs for each floor must be continuously connected to bold downs on the floor First Floor Framing Plan
<br /> All sill plates and other wood framing which is in contact with concrete or masonry most be below(or to other intermediate wood framing where so indicated),until they are finally connect
<br /> preservative-treated in accordance with AWPA Ul and M4 standards.For anchor bolts connecting to the concrete foundation. • SCALE:3/16"= 1'-0" n •/'
<br /> wood sill plates to concrete or masonry,provide galvanized steel washers and nuts on top of the sill, Hold downs shall be installed so as to be as far apart as is reasonable.Hold downs maybe r7 ry / / // s /4 J)C y /g/, /�/- CoA/ F7‘ /20 ri*N e i/®C P
<br /> minimum washer size 3"x 3"x 1/4"thick- located on either the near side or the far side of the post or double stud to which they are attached, Ly1/ (�s/ /✓G /X. /J `''l `- '\ SET NOTES
<br /> In no case shall a hold down bolt be located farther than 6"from the end of the shear wall,except PRINT DATE 7/912021
<br /> Where toenails are used for stud wall construction,a minimum of(2)toenails at top and bottom of with
<br /> 45 d wi prior written approval of the engineer.Refer to the latest edition of the Simpson Catalog for
<br /> each stud shall be provided.Toenails shall be 16d nails driven at approximately
<br /> egret angle details. /��oj/c //An!' ��0 CQ�ff��e �0N PTIME 5:11 PM
<br /> with a minimum of 1-12"of the nab shank shall be embedded in both the stud and the plate.End ��' ,,7.7., N V (q/W tic 1
<br /> nails driven through the plate and into the stud end grain are not permitted.Simpson A34 clips at Where multiple studs are called out at a bold down,nail studs together with(2)16d nails at 8"0.c 1 0 Y ,• `r
<br /> top and bottom of each stud are permitted where correct toenailing is not provided- or 1/4"x 3"Simpson SDS Screws at 12"o.c. U ° i HEAW LINE DENOTES
<br /> MST 48 AT 48"OC ATTACHED
<br /> Wherever joists bear on a wall or beam,either a continuous rim joist or solid wood blocking must be I v, ':I TO FOUNDATION TO SHEARWALL
<br /> provided,Blocking shall be connected to the joists with A35 angles at each end.Individual blocks Rod Hold Downs: D ABOVE
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<br /> may be oniltted to allow for ducting or other openings.Consult with the engineer of record if more l F.
<br /> than 25%of the blocking is omitted. IIDUx denotes a Simpson HDU(2,4,5,8,or Il)SDS2.5 hold down.For hold down bolts at ( p D 1 C I TY OF E VE R E TT Q
<br /> Unless noted otherwise,the following grades and species shall be used for structural lumber: existing concrete foundations,use the following bolts: 1 ) p p ( l HATCH DENOTES R-10 RIGID
<br /> ( i P INSULATION ATOP(E)SLAB
<br /> 21joists DF/LHem-Firto#2 For lb 2,4,5: 5/8"diameter iame threaded steel rod may be used,which I ) p p 1 i ACPROPERTERROUTTO REVIEWED FOR PERMIT LQ y M
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<br /> 21,3x,and 4x studs DF/L standard for plywood or WSP shear walls shah be epoxy grouted into a 3/4"diameter hole with a minimum embedment of D' ACCOMADATE RIGID INSUAATION
<br /> Hem-Fir standard for other walls 30". W ce
<br /> da and 6x beams DF-L 42 t D - 1
<br /> Microllam LVL lumber LVL 1.9E,Pb=2600 psi,Fv-285 psi(minimums) For hold downs at new concrete foundations,provide the following bolts, (y, o i '1 -, n.
<br /> Paranam lumber 2,0 WS,Fb-2900 psi,Fv-290 psi(minimums) p v_
<br /> Glu-lam lumber 24F-V4 for simple span beams,24F-VO for cantilever beams For HDU2,4,5: Simpson SB5/8x24 may be used,installed per the most recent I ) p ! I ce C
<br /> edition of the Simpson Strong-Tie Literature. f ' p ? ti .y; -.; T- 4 .-7 O 0 N Z
<br /> All framing connections shall be per Table 2304.9.1 of the IBC,unless otherwise noted. M Z
<br /> Where the hold down is too high off of the concrete foundation to adequately p 1.I rAr 01 2
<br /> connect to the specified anchor,A 7/S"diameter threaded rod and ASTM A194-2H I k Cd 1 ® li Q_
<br /> Preservative-Treated Wood and Fasteners: coupler connecting to the specified anchor may be used. D `_p 1'I 81
<br /> All wood in contact with concrete or masonry shall be preservative-treated,in accordance with t P 1 1 1
<br /> AWPA U1 and M4 standards, - l b ';';'.-1 1 4 I I� Z W LL Cl)
<br /> Special Note: �, - py. ff 00 I:g 1 J I— Z
<br /> All holes for hold down bolts which are installed into existing foundations must be ,R. - 1 Q
<br /> inspected during the installation of the hold down.Either the building inspector,the structural t (E)SLAB OtiGRADE I 1 sr° [ 0 0 co O
<br /> engineer of record,or the special inspection agency must perform the inspection and approve it 6,i,{! A ( < t. I
<br /> before the bolts may be epoxy grouted into the holes.The epoxy grout used must be Simpson €'1 ' • D ' 1 N ( I ;
<br /> SET-XP unless otherwise noted by the engineer of record. I: p -. E ) 121 W
<br /> For drilled holes into existing concrete,no less than 2"must be provided between the edge ( 1' , 1 CI
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<br /> of the hole and the face of concrete.The Engineer of Record or Special Inspector must witness the 1 D A ` o (E)BEAM RUN 11./j W Q
<br /> installation of hold down bolts,including cleaning the holes with compressed air and a wire brush •@ - - - - - - - -- - - -
<br /> before the anchor is installed.The bole shall be filled with enough epoxy that when the anchor is A - D 1 it' I I 7 Q
<br /> inserted,the epoxy rises to the top of the concrete Care shall be taken that no air bubbles persist C , t I o f 1 ` Q LL
<br /> in the epoxy. .F! >. I w 1. i W
<br /> The contractor must verify that the existing foundation stem wan is uncracked and t c. D - ) [- 1
<br /> continuous,and is sound and in good condition,within 5 feet of any retrofitted shear wall or hold ) I ' 111 w I 1 W
<br /> down,in any direction,except with prior written approval of the engineer.The existing concrete t. 1 • .
<br /> foundation stem wall shall be at least 6"thick and 2'-6"in height.The concrete shall be of good 1 , I ). j
<br /> quality,bard and uniform,with appropriate aggregate type,size and distribution,and with no ( , ly•)
<br /> visible rock pockets or other similar deficiencies. i s 1 [. j CO
<br /> Any existing cracks located within 10'of any hold down must be completely filled with an h 11 A , j (: j
<br /> appropriate epoxy based concrete repair product The product to be used shall be approved in :1! D 1 1
<br /> writing by the engineer prior to filling the cracks. [ D I i. ) SHEET NUMBER
<br /> Contact the engineer of record prior to proceeding if any of Nest requirements are not L L,"x:4', 3i^?_Ps•(,4F_� .. 'd,., 1„, , ,,;,,- iste.;-;.b ,,x y,;�s C'L:.t „-x±. �,e ;:1 AL tyy5_};*y 1``; l ./-"
<br /> men or if the installation of the hold downs results in any visible damage to the existing "1 S
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<br /> � FOUNDTION/ MAIN FLOOR FRAMING PLAN
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