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<br /> 1211 34th Street `"
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<br /> Anacortes , Washington 3Z
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<br /> STANDARD DETAILS ABBREVIATIONS PROJECT INFORMATION
<br /> 3
<br /> Nailing per Plan w/Spcg. AB Anchor Bolt Mas. Masonry CLIENT:
<br /> 10 TYPICAL NOTCHING & BORING O TYPICAL FLOOR / ROOF NAILING Denoted as @ A", B", C" ® TYPICAL CONCRETE SLAB JOINTS z O TYPICAL REINFORCING BAR BENDS A&B Above and Below Max. Maximum John Macartney
<br /> A= Boundary Nailing — Dimension per Details Abv. Above MB Machine Bolt 1211 34th Street
<br /> Fill w/Joint Sealant 1/8" o � Adn. Addition al MF Moment Frame The use of these plans and specifications shall be
<br /> PENETRATIONS IN TOP PLATES &SILL PLATES Edge Nailing Along Edge of B = Edge Nailing CL_ ( ) Anacortes, WA 98221
<br /> g g g g �,, 6'p, restricted to the original site for which they were prepared
<br /> C = Field Adj. Adjacent, Adjustable Mfr. Manufacture(r) and publication thereof is expressly limited to such use.
<br /> ea. Panel _ '� p p y
<br /> M t y R d Z
<br /> am
<br /> Space Notches @ 1-1/4"O Max. Bored Holes = �? -0 Alt. Alternate (ive) Min. Minimum, Minute ARCHITECT/DESIGNER: Reproduction or publication by any method,in whole or in
<br /> 72" o.c., Min. iv Boundary Nailing @ Edge Cont. Panel Joint 0 0 0 0 I� Appd. Approved Mod. Modif(y), (ication) Alexei Ford Design Build part,is prohibited. Title to these plans and specifications
<br /> x Q - remain with Alpine Engineering,LLC. without prejudice.
<br /> of Floor/Roof Frmg. Perp. to Frmg. Arch. Architect(ural) Mtl. Metal 228 E. Maple Street Visual contact with these plans and specifications shall
<br /> .. ........ . Avg. Average N/A Not Applicable constitute prima facie evidence of the acceptance of these
<br /> Exp. Joint 2 d O 4d g ry. BoundaryA of pplicable restrictions.
<br /> 2-1/2" Min. (360)220-5452
<br /> _ _ - _ _ Bldg. Building Nat. Natural
<br /> — 9 g
<br /> = L Engineer of Record:
<br /> L L 12d for#6 & Larger Blk . Block in NTS Not to Scale
<br /> MSTA24, Center 3-1/2 1 -0 Min. 1 -0 Min. Li_ o . _ _ _ _ _ _ (g) ( g)
<br /> .. = L CU
<br /> L) — _ _ _ _ _ = 0 0 0 0 6d for#5 & Smaller
<br /> on Notch = — _ = o ' a Bm. Beam o/ Over
<br /> Max. o
<br /> _ ._ . I y
<br /> o C ' O
<br /> BN Boundary Nailing oc On Center
<br /> - - L: - rY 9
<br /> a�
<br /> O B O Bottom of OD Outside Diameter ,
<br /> o . Su ested Notes: J
<br /> 0 1 Pour
<br /> Space Notches r
<br /> n - - - N
<br /> Q B B Others n Opening
<br /> @ o
<br /> '. O Ot e s O O e
<br /> - - - � Y g•
<br /> 2 O Max. Bored Holes
<br /> 1. Pour Slab in Alt. Bays, 12 0 S . Max.
<br /> Y q
<br /> 72 o.c. Min.
<br /> - - - - I Dimension er Details �.
<br /> - - - - - - - _ _ _ _ X Bot. Bottom Opp. Opposite ,�
<br /> 2. Slab May be Poured Monolithically if
<br /> x - Sawcut @ 12'-0" Max. Ea. Way w Brg. Bearing Opt. Optional
<br /> 2"d Pour Btwn. Between Para. Parallel
<br /> _ _ 3. Exp. Joints Locations per ARCHITECT, DESIGN PARAMETERS
<br /> N _ _ _ �� - UNO. STANDARD TIES &STIRRUPS STANDARD END HOOKS BW Both Ways PCF Lbs per Cubic Ft.
<br /> . I .o
<br /> } Cant. Cantilever ed Pen. Penetrate tion 4083
<br /> ( ) ( ) ,+
<br /> - - Bar Size D H A rox. Bar Size D J -��
<br /> pp ) 'Py
<br /> - - - - � :�• - - - - - - CIP Cast in Place Perf. Perforated APPLICABLE CODES: �
<br /> , „ „
<br /> „ „ „
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<br /> - CJ Ceiling Joist Perim. Perimeter� - #3 1 12 #3 214- / 3 / 3
<br /> 12 - - - 9 MSTA26 Center 5 / 1 0 Min. 1 o Min. - TYP. PENETRATION THROUGH FOUNDATION 2o18IBc T
<br /> N I.:..
<br /> 5
<br /> O C PCompletei n t Per Perpendicular
<br /> on Notch Max. - : �:�:� - - - #4 2 3 #4 3 4" J Jo p.
<br /> - - - - - �:#.. The 2018 International BuildingCode IBC is the
<br /> Ftg. Reinf. per Plan & Penetration PI Panel Index governing code in the State of Washington which
<br /> _ _ _ _ _ _ _ #5 2-1/2 3-3/4 #5 3-3/4 5" g g g
<br /> Details CL Center Line PJP Partial Joint Pen. references:
<br /> Space Notches @ #6 4-1/2" 4-1/2" #6 4-1/2" 6" CI Ceiling PL Plate
<br /> 72" o.c., Min. 3"O Max. Bored Holes This Panel Joint Not Cont. Field Nailing Typ. to g• g ASCE 7-16
<br /> Provide Blkg. & Edge All Frmg. Members #7 5-1/4" 5-1/4" #7 5-1/4" 7" CMU Conc. Masonry Unit PLF Lbs per Linear Ft. NDS 2018
<br /> ° #8 6" 6" #8 6" 8" Col. Column PI. Plate AC1318-14
<br /> x Nailing at Perp. Panel JointsL Provide BN @ SW's & °' Com. Common Ply. Plywood
<br /> `° as Occurs per Plan AISC 14r"EDITION
<br /> >� �., g p Collector/Drag Members as 06 Note: Comp. Component Prep. Prepare, (tion)
<br /> SW as Occurs per Plan Occurs per Plan q_1AP
<br /> 0 All Bar Bend Diameters & End Lengths Must Conc. Concrete Press. Pressure SDPWS 2015
<br /> 71 M Conform to the CRSI Manual of Standard Practice Conn. Connection Proj. Project STRUCTURAL LOADS
<br /> N Const. Construction Prop. Property
<br /> m RoofLoads
<br /> MSTA26, Center 5-1/2" V-0" Min. V-0" Min. O Cont. Continue (ous) PSF Lbs per Square Ft. Dead Loads (DL) 16 psf
<br /> on Notch Max. TYPICAL 2x TOP PLATE SPLICE STD. DEVELOPMENT LENGTHS & LAP SPLICES Ctr. Center PSI Lbs per Square In. Live Loads (LL) 20 psfd Penny PT Pressure-Treated Snow Loads (S) 25 psf
<br /> Dbl. Double R Radius Floor Loads-T
<br /> NOTCHING LIMITS FOR WOOD STUDS BORING LIMITS FOR WOOD STUDS Before Next Splice: Yp /1�2x4 Dbl. TP-4'-0" Splice w/ (30) 16d Nails Defl. Deflection Rec(s). Recommendations) V/2x4- (30) 16d Nails ,_ U oebl. Ties @ ea. Dead Loads (DL) 15 psf2x6 Dbl. TP- 5 4 Splice w/ (46) 16d Nails Duct or Pipe Peeraon Deg. Degree Rect. Rectangular
<br /> 2x6- 46 16d Nails Bot. Reinf. Bend Loc. U .E Live Loads (LL) 40 psf
<br /> ( ) per Mech. or Plumb. Plans g Demo. Demolish (tion) Ref. Reference p
<br /> Ties: Floor Loads- Deck
<br /> Dep. Depressed) Reinf. Reinforce(d), (ment), ■� i-'
<br /> DO NOT Locate Pen. w/n (� Ftg. Reinf. = (1) Bar T&B, Use U .� Dead Loads (DL) 10 psf
<br /> L ° � � DF Douglas Fir (ing)
<br /> 24" of Any Holdowns #3 Vert. w/ 180 Hook ea. End Dia. Diameter Req(d). Require(d)
<br /> Live Loads (LL) 60 psf ._
<br /> 0.6w 0.4w 1 Ftg. Reinf. > (1) Bar T&B, Use
<br /> Max. Max. Splice TP over U #3 Stirrup w/ 135° Hooks @Top Diaph. Diaphragm Reqs. Requirements +�+ N
<br /> ol w w O O Stud, Typ. Stagger Adj. Class A Splices Ld Dif. Different Ret. Retain(ing) SOILS VALUES (Table 1806.2) Cl)
<br /> 5/8" 5/8" 2Ld Min., or Use Class B* Splices Dim. Dimension RJ Roof Joist
<br /> Bearing Pressure 1500 psf ♦,
<br /> NAIL SPLICE
<br /> MULTI-PLY BEAM SCREW SPACING Dist. Distance RR Roof Rafter
<br /> � X X Min. Min. Concrete ONLY DJ Deck Joist RW Redwood M a)
<br /> �? o �? o (A) " Min. Btwn. DL Dead Load SAD See Arch Dwg's
<br /> `^� w 6" Min. End CONCRETE MASONRYIt
<br /> Strap ES Break in TP Distance Fasteners Dwg. Drawing Sched. Schedule CA
<br /> 2x4- MSTA24 (2) 16d @ 16" oc 1-7/16" Min. Bar Length of Lap, Ld Embed. of Bar Length of Embed. of (E) Existing Sgl. Single V
<br /> 2x6- MSTA36 o o Edge Dist. Size Class A Class B Hook, L Size Lap, Ld Hook, L Ea. Each Sht Sheathing
<br /> 0.4w 0.25w O do p do g. glot
<br /> Max. Max. ° ° c 4" Min. Btwn. #3 16" 21" 7" #3 15" 5" EF Each Face Sim. Similar WIND DESIGN BASIS Q
<br /> ° - 5/8 Min. EFP Equivalent Fluid SIP Str. Insulated Panel Ultimate Wind Speed, V 110 mph
<br /> ° rn Non-Staggered #4 22" 28" 9" #4 26" 7" p uLr p
<br /> Stagger o Rows gg Pressure SM Sheet Metal Nominal Wind Speed, VASD 85 mph
<br /> in #5 27" 35" 11" #5 40" 9" Elev. Elevator, Elevation SMS Sheet Metal Screw
<br /> Risk Category II
<br /> 0 o Embed.Embed(ed), (ment) SOG Slab on Grade g Y
<br /> Non-BearingBearing &/or Non-Bearing Bearing &/or #6 32" 42" 14" #6 74" 10" Exposure B
<br /> 9 9 9 A-W B-W C-W Engr. Engineer Spec. Specifi(ed), (cations)
<br /> Interior Wall Exterior Wall Interior Wall Exterior Wall #7 38" 49" 16" #7 101" 12" Importance Factor, IW 1.00
<br /> STRAP SPLICE Nominal Screw Length Allowable Load (Lbs)@ 12"o.c. (2 Rows) FOR Engineer ui Record Std. Standard
<br /> #8 43 56" 18" #8 131 13 Eq. Equal, Equivalent Stl. Steel
<br /> A-W 3-3/8" 1600(Either Side) ES Each Side Struc. Structure, (al)
<br /> B-W 5" 1200(Head Side)/900(Point Side) EW Each Way SW Shear Wall SEISMIC DESIGN BASIS
<br /> TYPICAL SHEAR WALL FRAMING NOTES: O TYPICAL SHEAR WALL FRAMING C-W 6-3/4" 1065(Head Side)/800(Point Side) Exp. Expand, Expansion Sym. Symmet(ry), (rical)
<br /> (A) TYPICAL WOOD FRAMED OPENING Seismic Design Category D
<br /> 1. Single sided shear walls may be placed on EITHER side of the framed wall. Ext. Exterior T&B Top and Bottom Site Class D
<br /> 2. Sill plates on masonry or concrete to be pressure treated per Timber/ Lumber specifications. Sill plate thickness per SW Sched. Roof Frmg. per Plan Typ. Door Typ. Wndw. Fdn. Foundation T&G Tongue and Groove Seismic Factors
<br /> 3. Wall studs and blk are required at all adjoining panel edges. Thickness of wall studs and blk at panel edges per SW Sched. FF Finished Floor Temp. Temporary
<br /> 9• q 1 9 p 9 9• p 9 p SS/St 1.140/0.405
<br /> Cont. Dbl. 2x Top Roof Shtg. per Plan Dbl. TP per Specs. All Nailing to Conform FJ Floor Joist Thk. Thick ness
<br /> 4. Where plywood is applied on both faces of a wall, edge nails shall be staggered on adjacent panel edges OR panel joints shall be Length of SW p p ( ) SDS/`SDI 0.912/0.512
<br /> Plate, Splice per w/the Governing Flr Floor in Thru Through
<br /> offset to fall on different framing members. Plywood joint and sill plate nailing shall be staggered in all cases. per Plan Roof BN (g) ( g) Risk Category II
<br /> 5. Plywood panels shall butt along centerlines of framing members. Minimum plywood dimension for shearwall shall be 12". 8/S-1.1 �� Building Code Table FOC Face of Concrete TN Toe-Nail Revision:
<br /> ..... Solid Blkg. per Details 2304.10.1, Typ. FOM Face of Mason TP To Plate Importance Factor, le 1.00
<br /> 6. Nails shall be located at least 3/8"from all panel edges. Masonry p Resisting System: Wood Shear Walls
<br /> 7. The use of nuematic nail guns for shear wall nailing is subject to continued satisfactory obsite performance and subject to the = = = FOS Face of Studs T-O Top of
<br /> P 9 9 1 rY 1 P 1 Response Mod.
<br /> review and approval b the Engineer of Record and/or Building Inspector. If the nail heads penetrate the outer I more than = _ _ = FOW Face of Wall TOB Top of Beam
<br /> pp Y 9 g p p ply = _ _ Coefficient, R 6.5
<br /> SW BN Re d. SW BN to To PI.
<br /> q @
<br /> p
<br /> A35 Re d. To Frmg. Framing TOC To of Concrete
<br /> would normal hand held hmmr, or minimum distances r notthe performance will m - - - - - - - - q @ p 9 9 p ou d be o a o a a d e d a e , o e u edge d s a ces are o a pe o ace be deemed - - - _ - _ _
<br /> Design Base Shear V 0.140W
<br /> - Panel Edges &
<br /> 9
<br /> 9
<br /> I
<br /> Blk . to To PI. Shear
<br /> of Dbl. Stud Ft. Foot Feet TOG To of Grade
<br /> as unsatisfactoryand the continued use of pneumatic nail for shear wall nailing will not be permitted. - - - - - - - 9 p
<br /> p 9 p g p Analysis Procedure: E v. Lateral Force
<br /> - - - Entire Perim. of SW
<br /> TransferH w. r W
<br /> T . Ft . Footing TOM To of Mason
<br /> d eS
<br /> 8. At all bearingwalls both exterior and interior walls not noted as shear walls continuous full depth blocking shall be provided - - - - - Typ. 9 g p Masonry - -( ) p g p - - - - - _ _ _ _ _ _ _ _ = p (ASCE716,T. 12.61)
<br /> Ga. Ga a Gau e TOS To of Steel
<br /> - Sched. ,
<br /> between joists and rafters with LTP4 or A35 to to plates 32 oc at floors and 48 oc at roofs unless noted otherwise per Ian. „ 9 9 p
<br /> - - - 12 oc Field Nailing Header per Plan
<br /> 9
<br /> Galv. Galvanized TOW To of Wall
<br /> 9. Refer to materials specifications for additional framing requirements. . . P
<br /> p 9 q
<br /> - - - - - - - - Re d. Int. of
<br /> q @
<br /> - - - - - - - - - - - Upper sw per Plan H E ET INDEX
<br /> - - - - - - - - - - - pp p GB Grade Beam TRU To Remain S
<br /> Panel Use Dbl. King Stud GC General Contractor Unchanged
<br /> Floor Sht per Plan g
<br /> _ _ = 9 p „
<br /> > -
<br /> - Sans 8 0
<br /> G Gypsum Trmr. Trimmer Stud
<br /> HEAR WALL LEGEND ,S G
<br /> ht . P Panel Y Y TYPICAL HEAR WALL INTERSECTIONS TI N - - - - - - - - s a e
<br /> LY C S S C O S - - -
<br /> g 11 - - -
<br /> S-1.1 Structural Title Sheet
<br /> = Sill PI. to Blk ./Rim
<br /> UNO per Plan
<br /> O - - Hldn. Holdown T Typical
<br /> - - - g p Typ. Yp
<br /> T INTERSECTION "T"INTERSECTION HD STRAP . Shear Transfer Hdw. S 1.2 Structural Specifications
<br /> _ _ _ = Hdr. Header UNO Unless Noted p
<br /> . Cont. Stud or Blk
<br /> HD Strapfrom Abv. Alin 9.
<br /> g
<br /> TYPICAL OR WITH HD = per SW Sched. Hdw. Hardware Otherwise
<br /> HD Strap & Post as
<br /> Panel Ed es
<br /> Use Dbl. Trmr. Stud
<br /> p
<br /> w/HD Post Blw. - - -
<br /> @ 9
<br /> H r. Hanger Vert. Vertical
<br /> 9 9 -
<br /> I P Headers 6x10 S 2.1 Foundation and Floor Framing Plan
<br /> Occurs per Ian - - - 'II I.- - - - - SW BN to Si P
<br /> r W ,Frmg. e S @ P g
<br /> 9 p
<br /> - - - - - _ _ _ - - _ - - = Hor iz . Horizontal VIF Verify in Field
<br /> - - 4 x12 or Larger, ( ) fY
<br /> HD to Blw. - - -
<br /> - - - Sched. 9 , -
<br /> S 2.2 Roof Framing Plan
<br /> - - - I g
<br /> = _ = Floor BN Ht. Height VWA Verify with Arch
<br /> UNO per Plan g
<br /> SW Type, Refer to SW ID Inside Diameter w/ With
<br /> Yp , Solid Blk . or Rim per
<br /> Proj. Engr.: D. Shapiro
<br /> PT Sill Plate Size g p
<br /> In. Inch es w/n Within S 3.1 Structural Details
<br /> Sched. for Sht Nailing, . _ _ Inch(es)
<br /> 9•, 9, - - - - Details
<br /> A35 Re d. Bot.
<br /> 16d or SDS Tranfer q I @
<br /> Pro'. Mn r.. B. Hausmann
<br /> - � per SW Sched.
<br /> J 9- P- - - - - Ins Ins ect ion w/o Without
<br /> AB s Transfer Hdw. Etc. SW BN T - .2 tr t r I D t it
<br /> YP•
<br /> P• p ( ) S3 S ucua eas
<br /> v- . of Dbl. Kin Stud
<br /> er SW Sched. - - 9
<br /> p SW BN to To P.
<br /> - - p In Interior W W r w
<br /> i
<br /> t. S Wood Screw- - - Date: 9 Sept. 2022 Scale: NTS
<br /> HD P r Plan T Post e a &
<br /> Length f W Min. - - - - - - - - -
<br /> p Typ_
<br /> t o S
<br /> SW BN T - Inv. Invert Inverted Wndw. Window
<br /> Yp
<br /> - - - Blk . to To PI. Shear
<br /> - - - - - - - - - - - - HD Sched. 9 p
<br /> ¢ 16d or SDS TranferWeightAlpine En 2 e . Job No.: 2 053
<br /> Jst. Joist Wt. P 9
<br /> P - - - - - - Tr n f r H w. r W
<br /> HD & Post as ase d e S
<br /> HD Strapfrom Abv. NOT
<br /> per SW Sched.
<br /> - - P
<br /> p = 0 K Kips 1 000 pounds) WWF Welded Wire Fabric
<br /> _ _ _ _ - - _ - HD as Occurs per ill PI. r p , p
<br /> Occurs er Plan - - - - - p Sched. S per Specs ( )
<br /> Cont. to Level Blw. Alin p
<br /> g = _ _ Plan KLF Kips per Linear Ft. Yd. Yard
<br /> Li Post Blw. to Match HD Post
<br /> "L"INTERSECTION 2x4 WALLS "L"INTERSECTION 2x6 WALLS Lower SW per Plan King King Stud
<br /> Abv. & BN per SW Type p - KP King Post @ At STRUCTURAL
<br /> FORCOIlgcO HD to Blw. HD Strap & Post as HD Strap & Post as AB Size,Spacing, PT Sill Plate & Dbl. 2x Sill @ Wndw. KSF Kips per Square Ft. ° Degrees
<br /> y O { Occurs per Plan ��Occurs per Plan and PI. Washer per Anchorage per Specs. Recommended Non-Str. Int.Wall Hdr. Opng, KSI Kips per Square In. > Greater Than TITLE SHEET
<br /> & SW Sched. Lb(s). Pound(s) < Less Than
<br /> SW Sched. San 2x4 Wall 2x6 Wall
<br /> ans for Specific Transfer& p LL Live Load # Number, Pound(s)
<br /> Retighten AB s Prior
<br /> Detail at each Shear Wall Location HD Anchor per HD <4'-0" Dbl. 2x4 Flat Dbl. 2x6 Flat Loc. Location / Per
<br /> Sched. _ to Closing in Hdw. LW Light Weight % Percent(age)
<br /> �4 ��' o� ® 16d or SDS Tranfer — < 6'-0" 4x4 4x6 Flat ±
<br /> COR �` per SW Sched. ® 16d or SDS Tr
<br /> r IIII= Plus or Minus
<br /> o Ln
<br /> e
<br /> N�r s SW BN, Typ. per SW Sched. < 8'-0" 4x6 6x6 �
<br /> N o SW BN, Typ. Span in Feet Equals Beam
<br /> a� HD & Post per Plan > 8'-0" p
<br /> De th in Inches
<br /> a)InHD & Post per Plan SHEAR WALL ELEVATION SHEAR WALL SECTION
<br /> (n N DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions.
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