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Home My WebLink AboutCOM2007-00131 Structural Calculations - COM Permit / Conditions - 1/30/2008I SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners ROBERT J.DAHMEN, P.E. 2901 South 40th Street,Tacoma,WA 98409-5697 BRENT K.LESLIE, P.E. Telephone(253)474-9449 ROBERT N.ERB, P.L.S. Fax(253)474-0153 RANDALL C.HAYDON, P.L.S. KATHY A.HARGRAVE, P.E. April 26th 2008 LARRY G. LINDELL, P.E. MARINE FLOATS 1208 East D Street Tacoma, Washington 98421 TO: Mr. Stephen Lilleberg SUBJECT: UNION MARINA FUEL HOUSE BUILDING LOCATED IN THE CITY OF UNION, WASHINGTON Dear Mr. Lilleberg: During a recent site visit to the Marine Floats facility, structural observations were performed on the above mentioned fuel house building structure while under construction. Based upon our structural observations, the structure appeared to be in general conformance with the structural calculations and details. For your reference, a copy of the structural calculations has been included with this letter. Please feel free to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS INC. ian a cqu , Project Engineer G. Reviewed by: As �kO . A� q. Larry Lindell, P. p" Project Manager "?S799 p:1 3898/prodoc/corr/Union-26 Apr 08 EXPIRES 0,�k RECEIVED APR 2 9 Z008 MASON COUNTY Civil, Structural and Surveying Structural Calculations UNION MARINA FUEL HOUSE UNION, WASHINGTON prepared for: MARINE FLOATS 1208 EAST D STREET TACOMA, WA 98421 prepared by: Sitts & Hill Engineers, Inc. 2901 South 40th Street SITTS & HILL ENGINEERS, INC. Tacoma, WA 98409 Professional Engineers & Planners January, 2008 CIVIL, STRUCTURAL AND SURVEYING S & H Job Number 13,898 UNION MARINA FUEL HOUSE UNION, WASHINGTON CALCULATIONS PREPARED FOR MARINE FLOATS 1208 EAST D STREET TACOMA, WASHINGTON 98421 G. LI�T 01F WA,SNt�c�� ;P 35799 0' ST ER�� S`SI�NAL V6, EXPIRES `-j d PREPARED BY Sitts & Hill Engineers, Inc. 2901 South 40th Street Tacoma, WA 98409 April 28, 2008 RECEIVED ApjZ -� 9 z0u8 S& H Job Number: 13,898 MASON COUNTY SITTS & HILL ENGINEERS, INC. DESIGNED BRL DATE 1/4/2008 JOB 13,898 TACOMA,WASHINGTON (253)474-9449 CHECKED DATE 1/4/2008 PROJECT UNION MARINA FUEL HOUSE PAGE 1 CALCULATION INDEX BASIS FOR DESIGN 2 ROOF FRAMING ANALYSIS 3 - 6 STUD WALL ANALYSIS 7 - 8 POST AND COLUMN ANALYSIS 9 LATERAL ANALYSIS 10 - 20 FRAMING AND SHEARWALL MARK-UPS 21 11x17 STRUCTURAL DETAIL DRAWINGS 22 - 23 SITTS & HILL ENGINEERS, INC. DESIGNED BRL DATE 1/4/2008 JOB 13,898 TACOMA,WASHINGTON (253)474-9449 CHECKED DATE 1/4/2008 PROJECT UNION MARINA FUEL HOUSE PAGE 2 BASIS OF DESIGN BUILDING CODE: 2006 Edition of the International Building Code. GRAVITY LOADS: Roof Live Load = 25 psf(snow). Roof Dead Load = 16 psf. Floor Live Load = 40 psf(reducible). Floor Dead Load = 12 psf. LATERAL LOAD CRITERIA: Wind Speed = 85 mph, Exposure: C. STRUCTURAL STEEL: Structural Steel: Fy= 36,000 psi. Anchor Bolts: A307 WOOD: JOISTS: 2x4 HF#2 2x6 or larger HF#2 BEAMS: Width or 4"and less DF#2 Width greater than 4" DF#2 LEDGERS AND TOP PLATES: Width of 4" and less HF#2 STUDS: 2x4 HF#2 2x6 or larger HF#2 POSTS: 44 HF#2 46 and larger DF#2 6x6 and larger DF#2 -7 SITTS & HILL ENGINEERS , INC. DESIGNED - DATE 1 JOBl3'�m TACOMA,WASHINGTON (253)474-9449 CHECKED DATE SHEET PROJECTwirt:') w4z' l"Y-�" nz- w- �. OF A i 3 G i ,a aye CH +L4,'C )= lcX r� e � � a Use= 'dx� 1�F"� � a�► 'o.�. U U*� �;- Title: Job# Dsgnr: Date: 12:23PM, 4 JAN 08 Description Scope: 4 User:KW-0602611.Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 13898.ecw.Calculalions Description Member A General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x10 Center Span 8.00 ft . . . . .Lu 2.00 ft Beam Width 1.500 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . ...Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi E 1,300.0 ksi j Full Length Uniform Loads Center DL 64.00#/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft, Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.705 : 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.8 k Allowable 1.9 k-ft Allowable 2.4 k Max.Positive Moment 1.31 k-ft at 4.000 ft Shear: @ Left 0.66 k Max.Negative Moment 0.00 k-ft at 0.000 it @ Right 0.66 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.069in Max. M allow 1.86 Reactions... @ Right 0.000in fb 736.02 psi fv 57.30 psi Left DL 0.26 k Max 0.66 k Fb 1,044.22 psi Fv 172.50 psi Right DL 0.26 k Max 0.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.046 in -0.118 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,093.3 816.91 Right Cantilever... Camber(using 1.5`D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.069 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - - ------------ Stress Calcs Bending Analysis Ck 29.576 Le 4.118 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 14.257 Cl 0.971 Max Moment Sxx Req'd Allowable fb @ Center 1.31 k-ft 15.08 in3 1,044.22 psi @ Left Support 0.00 k-ft 0.00 in3 1,075.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.609 in2 4.609 in2 Fv:Allowable 172.50 psi 172.50 psi Bearing @ Supports Max.Left Reaction 0.66 k Bearing Length Req'd 1.080 in Max. Right Reaction 0.66 k Bearing Length Req'd 1.080 in Title: Job# Dsgnr: Date: 12:23PM, 4 JAN O8 Description Scope: 5 Rev: 580004 User:Kw-0602611,Ver5.8.0,1-Nov-2006 General Timber Beam Page -�-- (c)1983-2006 ENERCALC Engineering Software 13898.ecw:Calculations Description Member B LGeneral Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined y Section Name 2x8 Center Span 4.00 ft . . . . .Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi Repetitive Member E 1,300.0 ksi (Full Length Uniform Loads Center DL 32.00#/ft LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width= 1.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.111 : 1 Maximum Moment 0.2 k-ft Maximum Shear* 1.5 0.2 k Allowable 1.5 k-ft Allowable 1.9 k Max. Positive Moment 0.16 k-ft at 2.000 ft Shear: @ Left 0.16 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.004 in Max. M allow 1.48 Reactions... @ Right 0.000in fb 149.76 psi fv 15.92 psi Left DL 0.06 k Max 0.16 k Fb 1,348.95 psi Fv 172.50 psi Right DL 0.06 k Max 0.16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.008 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 16,126.8 6,293.37 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.004 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in LStress Calcs Bending Analysis Ck 29.576 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 Cl 164.000 Max Moment Sxx Req'd Allowable fb @ Center 0.16 k-ft 1.46 in3 1,348.95 psi @ Left Support 0.00 k-ft 0.00 in3 1,348.95 psi @ Right Support 0.00 k-ft 0.00 in3 1,348.95 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.17 k 0.17 k Area Required 1.004 in2 1.004 in2 Fv:Allowable 172.50 psi 172.50 psi Bearing @ Supports Max. Left Reaction 0.16 k Bearing Length Req'd 0.270 in Max.Right Reaction 0.16 k Bearing Length Req'd 0.270 in Title: Job# Dsgnr: Date: 12:23PM, 4 JAN 08 Description Scope P 680004 Us, General General Timber Beam Page F(Rkew c)1983-2006 ENERCALC Engineering Software 13898.ecw:Calculations Description Member C General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x8 Center Span 4.00 ft . .. . .Lu 4.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 48.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary - Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.072 : 1 Maximum Moment 0.2 k-ft Maximum Shear* 1.5 0.3 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 0.25 k-ft at 2.000 ft Shear: @ Left 0.25 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.002in Max. M allow 3.42 Reactions... @ Right 0.000 in fb 96.28 psi fv 10.24 psi Left DL 0.10 k Max 0.25 k Fb 1,337.10 psi Fv 207.00 psi Right DL 0.10 k Max 0.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.004 in Deflection 0.000 in 0.000 in ...Location 2.000 It 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 30,875.2 12,048.85 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.002 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 8.237 It Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 7.650 Cl 0.994 Max Moment Sxx Reo'd Allowable fb @ Center 0.25 k-ft 2.21 in3 1,337.10 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.26 k 0.26 k Area Required 1.255 in2 1.255 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.25 k Bearing Length Req'd 0.112 in Max. Right Reaction 0.25 k Bearing Length Req'd 0.112 in SITTS& HILL ENGINEERS INC. PROJECT: UNION MARINA FUEL 13898 Gravity.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 HOUSE 1/4/2008 Telephone(253)474-9449 design BRL Fax(253)474-0153 7 chk LGL Stud Wall Analysis HF#2 H:= 8•ft Fc:= 1300•psi CD:= 1.15 CFb:= 1.3 CM := 1 Ct:= I CL:= I CFc:= 1.10 Cr:= 1.15 Fcp:= 405•psi Fb:= 850-psi Fib:= Fb'CD'CFb'CM•Ct•CL•Cr F'b= 1461 psi F"c:= Fc'CD'CFc F"c= 1645psi E':= 1300000•psi E'min := 470000•psi Axial Load Capacity(DL+LL) Try-2x4 Studs @ 16"o.c. Slenderness Ratio (SL) t:= 1.5•in h := 3.5•in c:= h 2 SL:= H C:= 0.8 A:= t•h A=5.3 in2 h t•h3 4 0.822•E' I:_ — I= 5.4in min 12 FCE FCE= 514 psi SL2 S:= I S=3.1 in c C t+ 0.375•in P C A•F P =2658lb b�= t maxBearing•= b' cp maxBearing FCE FCE 2FCE 1 + — 1 + — — F"c F"c F"c Cp:= 2 C — 2 C — C Cp=0.29 F'c:= Cp•F"c F'c=475 psi PmaxAxial = F'c'A PmaxAxial =2493 lb PTL:= [(16•psf + 25•psf)•(3ft) + 10psf•8ft]•l.33•ft PDL:= [(16•psf)•(3ft) + 10psf•8ft]•l.33•ft PDL = 170lb Pmax if(PmaxBearing"-PmaxAxial,PmaxBearing.PmaxAxial) PTL= 2701b < Pmax= 2493 lb O_K UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS INC. PROJECT: UNION MARINA FUEL 13898 Gravity.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 HOUSE 1/4/2008 Telephone(253)474-9449 design BRL Fax(253)474-0153 p chk LGL Axial Stress (DL+Wind) CD := 1.6 F"c:= Fc.CD.CFc F"c= 2288psi FCE FCE 2FCE 1 + — 1 + — — F"c F"c Pc Cp:_ — — Cp=0.21 F'c:= Cp•F"c F'c=487 psi 2•C 2•C C fDL:= PDLA fDL=32 psi Bending Stresses CD:= 1.6 F'b:= Fb-CD-CFb-CM•Ct•CL•Cr F'b= 2033psi wwind:= 17.4•psf•1.33•ft wwind-H 2 M := M = 185 ft•lb 8 M Sie9' Fib Sieq= 1.09 in 3 < S= 3.06 in3 O.K. fb:= MS fb= 725 psi Combined Stresses 2 fDL 1 fb + . =0.39 < 1 O.K. Fc fDL Fib 1 - - FCE UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS INC. PROJECT: UNION MARINA FUEL 13898 Gravity.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 HOUSE 1/4/2008 Telephone(253)474-9449 design BRL Fax(253)474-0153 9 chk LGL (2)-2x4 HF#2 Built-Up Post H:= 8•ft Fc:= 1300•psi CD:= 1 CFb:= 1.5 CM := 1 Ct:= I CL:= 1 CFc:= 1.15 Fcp:= 405•psi E':= 1300000•psi E'min := 470000•psi F"c:= F •C C F" 1495 psi (2)-2x4 HF#2 Built-Up Post Properties c D' Fc c= Kf I (Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio (SL) t:= 2.1.5•in H h := 3.5•in SL:= h C := 0.8 A:= t•h A = 10.5 in 0.822•E'min t•h3 4 FCE FCE= 514 psi I:= — I = 10.7 in SL2 12 I.2 3 2 S:= — S=6.1in FCE FCE FCE h 1 + — 1 + — — F"c F"c F"c Cp:_ — — Kf Cp= 0.31 2•C 2•C C F'c:= Cp•F"c F'c=470psi Pmaxl F'c-A (2)-2x4 HF#2 Built-Up Post PmaxI =4939lb Pmax2 Fcp•A Pmax2 =4252lb Pmaximum mm(PmaxI)Pmax2 Pmaximum=4252.5lb At discontinuous plate Base Plate Bearing Stress t + 0.375•in Cb:= Cb = 1.13 t Pmax3 Cb.Fcp A Pmax3 =4784lb At continuous plate UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS , INC. DESIGNED_ _DATE ` JOBS' _ TACOMA,WASHINGTON (253)474-9449 CHECKED DATE SHEET PROJECT 1.0 OF le 6� b 0 O 4' 4' 41 X N 3' O 0 0 x K 1 r N X3' SLIIER �. 4' I O I i SITTS & HILL ENGINEERS INC. 13898 Lateral.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 PROJECT: UNION MARINA FUEL 1/4/2008 Telephone(253)474-9449 HOUSE design BRL Fax(253)474-0153 1 1 chk LGL WIND USE SIMPLIFIED WIND LOAD METHOD PER ASCE 7-05 SECTION 6.4. Ps= * Kzt * Iw" ps30 WIND EXPOSURE = C 85 mph 3-SECOND GUST WIND SPEED X= ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, ASCE 7-05 FIGURE 6-3 Iw= IMPORTANCE FACTOR, TABLE 6-1 Ps30 = SIMPLIFIED DESIGN WIND PRESSURE, ASCE 7-05 FIGURE 6-2 10 PSF MINIMUM WIND PRESSURE PER ASCE 7-05 SECTION 6.4.2.2.1 X := 1.21 Kt:= 1.0 Imo,:= 1.0 Ps30a 14.4•psf Psa:= max(a,•Kzt'1w'Ps30a,10•psf) psa = 17.41b ft 2 Ps30b 2.3•psf psb := max(X-Kzt-Iw-Ps30b,10•Psf) psb = 101bft 2 Ps30c 10.4•psf Psc max(?•Kzt-Iw-Ps30c,10'Psf) Psc = 12.61bft 2 Ps30d 2•4'Psf Psd max(X-Kzt-1w'Ps30d>10'Psf) Psd = IOlbft 2 Le= LENGTH OF THE WIND PRESSURE END ZONES a= LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOF HEIGHT)- BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or T-0") H = MEAN ROOF HEIGHT Ls = LEAST HORIZONTAL DIMENSION H:= 9•ft Ls:= 8•ft at := min(0.10•Ls,0.4•H) al =0.8ft a2:= max(0.04•Ls,3•ft) a2 =3 ft a:= if(al <a2,a2,al) a =3ft Le:= 2•a Le= 6 ft Hr:= 2•ft EXPOSED HEIGHT OF ROOF Hl := 4•ft EXPOSED HEIGHT OF WALL DESIGN THE ENTIRE STRUCTURE USING END ZONE WIND PRESSURES UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS INC. 13898 Lateral.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 PROJECT: UNION MARINA FUEL 1/4/2008 Telephone(253)474-9449 HOUSE design BRL Fax(253)474-0153 12 chk LGL THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 7 OF SECTION 2.4.1 OF ASCE 7-05, SHOWN BELOW: 0.6D + W+H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D + W LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE/RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS INC. 13898 Lateral.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 PROJECT: UNION MARINA FUEL 1/4/2008 Telephone(253)474-9449 HOUSE design BRL Fax(253)474-0153 13 chk LGL Main Floor Walls Main Floor Wall Line A Total Wall Length: La:= 2-ft + 2-ft Plate Height: HW:= 7•ft Wind Tributary Width: TW:= 8•ft-0.5 Total Wind Force: Va psa-TW(H,+ H1) Va=418.2lb Va Shear Wall Type P1-6 Wind Shear: va:= va= 104.5lbft 8d Nails @ 6"O.C. La Capacity = 338 PLF Check wall section: la:= 2-ft Dead load resisting: Roof:= 16-psf-3-ft-la Roof=96lb Wall:= 10•psf•Hµ la Wall= 140lb Total := Roof + Wall Total =236 lb Wind Overturning: OTMW:= va•la•HW OTMW= 1463.6lbft Wind Resisting Moment: DLRW:= 0.6Total.la2 DLRW= 141.6lb ft Net Uplift: UW:= OTMW— DLRW UW=661 lb NO HOLDOWN la UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS INC. 13898 Lateral.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 PROJECT: UNION MARINA FUEL 1/4/2008 Telephone(253)474-9449 HOUSE design BRL Fax(253)474-0153 14 chk LGL Main Floor Wall Line B: Total Wall Length: La:= 2-ft+ 2-ft Plate Height: HW:= 7-ft Wind Tributary Width: TW:= 8-ft-0.5 Total Wind Force: Va Psa-TW(H,+ H1) Va=418.2lb V a Shear Wall Type P1-6 Wind Shear: va:= va= 104.5lb ft 1 8d Nails @ 6" O.C. La Capacity = 338 PLF Check wall section: la:= 2-ft Dead load resisting: Roof:= 16•psf•3•ft•la Roof =96lb Wall:= 10•psf•Hw la Wall= 140lb Total := Roof + Wall Total =236 lb Wind Overturning: OTMW:= va•la•HW OTMW= 1463.6lb ft Wind Resisting Moment: DLRW:= 0.6Total•la DLRW= 141.6lbft 2 OTMW— DLRW Net Uplift: UW:= la UW=661 lb NO,MOLDOW, UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS INC. 13898 Lateral.mcd 2901 SO.40th St.,Tacoma,WA 98409-5697 PROJECT: UNION MARINA FUEL 1/4/2008 Telephone(253)474-9449 HOUSE design BRL Fax(253)474-0153 15 chk LGL Main Floor Wall Line 2: Total Wall Length: La:= 4.45-ft Plate Height: Hw:= 8-ft Wind Tributary Width: TW:= 8•ft Total Wind Force: Va Psa-TW.(H,+ HI) Va= 836.41b Shear Wall Type P1-6 Wind Shear: va:= Va va= 187.9lb ft 8d Nails @ 6" O.C. La Capacity= 338 PLF P Y Check wall section: la:= 4.45•ft Dead load resisting: Roof:= 16•psf•2•ft•la Roof = 142.4lb Wall:= 10•psf•HN la Wall= 356lb Total := Roof + Wall Total =498.4lb Wind Overturning: OTMw:= va•la•Hw OTMW=6690.8lbft Wind Resisting Moment: DLRW:= 0.6Total•la DLRW=665.4lbft 2 Net Uplift: Uw:= OTMW— DLRW Uw= 13541b SIMPSON HOLDOWN ]a PHD2 UNION MARINA FUEL HOUSE SITTS & HILL ENGINEERS , INC. DESIGNED &AL-. DATE I�T_ JOa ,�c TACOMA,WASHINGTON (253)474-9449 CHECKED DATE SHEET PROJECT- OF `C 9- 2Cw�S�1►�V V,_ 5 '-� b�- SITTS & HILL ENGINEERS , INC. DESIGNED DATE ► t-1 C JOB _ TACOMA,WASHINGTON (253)474-9449 CHECKED DATE SHEET PROJECTa----NGti� 17. OF w I I i _.. �_... t. +.. ;... fi t...- I } ► .... I f _ i I ► i . i... .I.......} I , I + SITTS & HILL ENGINEERS INC. PROJECT: SHEAR WALL DESIGN Shear Wall Values.mcd 2901 SO. 40th St.,Tacoma,WA 98409- VALUES 1/4/2008 5697 design Brian Labrecque Telephone(253)474-9449 18 Shear Wall Attachment Values: Reference: Allowable Shear Values: IBC Table 2306.4.1 Lateral Design Values For Nails: 2005 NDS Table 11 N Lateral Design Values For Bolts: 2005 NDS Table 11 E Additional Hardware: Simpson Strong-Tie 2007 Catalog Specific Gravity of Framing Lumber: SG:= 0.43 HF#2 Adjustment factor per IBC Table 2306.4.1, footnote a: AF:_ [1 — (0.5 — SG)] AF=0.93 Nail Type Edge Nail Spacing: Table Value: Adjusted Value: Adjusted Value for Wind: 8d nails 6" P68 := 260•plf P68•AF=241.8 lb P68•AF•1.4 = 338.5 lb (2-1/2"x 0.131" ft ft 2 common 0 r 4 P48 := 380-plf P48-AF= 353.4 lb P48-AF-1.4=494.8 lb ft ft galvanized box) lb lb 3" P38:= 490•plf P38•AF=455.7 ft P38•AF•1.4= 638 ft 2" P28 := 640•plf P28•AF=595.2 ft P28•AF-1.4= 833.3 lb SHEAR WALL DESIGN VALUES SITTS & HILL ENGINEERS INC. PROJECT: SHEAR WALL DESIGN Shear Wall Values.mcd 2901 SO. 40th St.,Tacoma,WA 98409- VALUES 1/4/2008 5697 design Brian Labrecque Telephone (253)474-9449 19 Base Plate Nailing: Based on NDS Table 11 N with 16d common nails (0.162"diameter) into 1-1/2 baseplate Diameter:= 0.162•in Minimum penetration: P:= 10•Diameter P = 1.62in Minimum nail length: L:= P + 1.5•in L= 3.12 in Lactual 3*in Reduction Factor for nail embedment between 6D and 1 OD RD := Lactual— 1.5•inP RD =0.926 Lateral Design Value with 1 1/2"side member: Z:= 122•lb Duration Factor for Wind/Seismic: CD:= 1.6 Shear Wall Type Capacity Nail Spacing Actual Spacing P1-6 (10d) P68 = 260 lb S6:= Z•R DC D S6 =6.41 in 16d @ 6" O.C. ft P68•AF•1.4 P14 (10d) P48 = 380 lb(10d) Z•R AF•C ID.4 S4 =4.38 in 16d @ 4"O.C. 8' P1-3 (10d) P38 =490 lb S3 := Z•R DC D S3 =3.4in (2) 16d @ 4" O.C. ft P38•AF•1.4 P1-2 (10d) P28 =640 lbS2 := Z-R DC D S2 =2.6 in (2) 16d @ 4" O.C. ft P28•AF•1.4 I SHEAR WALL DESIGN VALUES SITTS & HILL ENGINEERS INC. PROJECT: SHEAR WALL DESIGN Shear Wall Values.mcd 2901 SO. 40th St.,Tacoma, WA 98409- VALUES 1/4/2008 5697 design Brian Labrecque Telephone(253)474-9449 20 Additional Attachment Where panel sheathing does not overlap rim joist, additional attachment of rim/blocking is required. Simpson A35 clip capacity is: A35:= 450-lb Capacities of toenails may be considered when designing for wind forces Lateral Design Value for 16d common toenail: Z = 122 lb Tonenail Factor for lateral loads: Cn := 0.83 Capacity:= Z•Cn Capacity= 101 lb minimum spacing per 2304.9.1 is 6"on center Cn := Capacity Cn -202.52 lb 0.5•ft ft Shear Wall Type: Additional Clip Spacing: Actual Clip Spacing: P1-6 A35 = 39.71 in A35 @ 24" o.c. 1 AP68-AF-Cn P1-4 A35 = 18.48in A35 @ 18"o.c. 1 AP48-AF- Cn P1-3 A35 = 12.4in A35 @ 12" o.c. 1 AP38-AF- Cn P1-2 A35 = 8.56in A35 @ 6"o.c. 1 AP28•AF- Cn SHEAR WALL DESIGN VALUES 4' V t'►-6 4,%"a, N 0 nr 0 30 I�\ G Vr i fl 41 X31 SLIIER FUEL PUMP TEN IME IN3 CELIIR TE D. FUEL FOSE REELS 14SULATED WALLS �eozr--3 PLYWOOD INTERIOR � r eo F ba yy0 Marine moats 1208 Ent D St•Tocosa-A A 98421-2BZ,&3.2740 suu 1/2'=1'-0' We GTT; 12/04/07 /20/07 s , FUEL HOUSE Cp A4 � eeutv,��Ai3a�. NORTH FORTY TRANSPORTAl10N DU'MVaAUft=1 1YP• aQl tiwrnemtusica �oov.-nca s Pmca�[tr, UN;ON b1Agl NA PG 8 07-1242 1 1 2 3 q GENERAL STRUCTURAL NOTES _ ABBREVIATIONS BUILDINI;S&QE. WOOD GENERAL AB.C. AGGREGATE BASE COURSE AFY ABOVE FLASHED FLOOR 2006 EDITION OF THE INTERNATIONAL BUILDINGCODE. W NOT NOTCH OR GRILL J0615,BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR AL7. ALTERNATE APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHMTECT. DOUBLE UP SHEAR WALL SCHEDULE A.B. ANCHOR BOLT Lm: FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2"SOLD BLOCKING AT BM BEAM SUPPORTS OF ALL JOISTS DOUBLE UP STUDS Al,WIGS AND UNDER BEAMS. EVERT BFl. BELOW FINISHED FLOOR ROOF LIVE LOAD•25 PSF(SNOW). 07HER STUD OF N00 FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP WALL PANEL EDGE FIELD (PLANING AT gAq PLATE fDFDATON BEOLRING/RI4 8.0.8: 8011OM OF BE Aµ ROOF OEM LOIN 16 DST. AND BUTTON.[HE PT A7 THOSE WALLS MERE PLYWOOD SHEATHING 6 DIRECTLY MIRK SEAI/WG SITES MAILING NAILING AOACENi PANEL ATTACHMENT PLATE/FLOOR BASE JOIST ATTACHMENT B.O.D: 90170M OF DECK FLOOR LIVE LOW.40 PSF(REDUCIBLE) A77ACHED TO THE 70P AND BOTTOM RATES MTN EDGE LAVING. PROVIDE 2.SOLD CWCS RATE BO.F, BOTTOM Of F007W FLOOR DEAD LOW.I2 PSF. BLOCKING AT MO-HEIGHT OF BEARING STUD WALLS. ALL MATING NOT NOTED BALL B.O.P. BOTTOM OF RATE MIND LOW 85 MPH BALC WINO SPEED.EXPOSURE C. BE ACCORDING TO TABLE 2304.9.1 OF TE NTERMAIOMAI BUULOIIG CODE. ALL FIELD PI-6 1/2' 84 NALS 161 MAILS AT SMFSON A35 CLIPS BD.S. BO BEARING OF STEEL A CIA ENDS.NOTCHES AND DRILLED IDLES OF PRESSURE TREATED WOOD SMALL BE RYWOO UMf AT 6'0C. 12'0.[. h 6"ETC. 2. A7 IB"O.C. BRG BEARING STRUCTURAL ST fN RETREATED IN THE FIELD INACCORDANCEACCORDE M W TN AWPA W. MOD CONECTORS SMALLCLIP. CAST-IN-PLACE BE AS MAIUFAVUE0 BY SI PSON STRONG-TIE COMPANY.INC.OR OTHER C.L. CENTERLNE ALL BOLTS SHALL BE AST4 A307,UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER MANUFACTURE WITH CURRENT AND EQUIVALENT I.C.C.APPROVAL. µL WOW O 3, C.I B. CENTERLINE OF BEAM LATEST AISC HANDBOOK. ALL BOLTS,ANCHOR BOLTS.EXPANSION BONS.ETC.,SMALL CONNECTORS N CONTACT WON PRESSURE 7REARD OR FIRE RETARDANT WOOD SOUL PI-1 1/7 01E NAGS 12"O.C. 3.OR(2)2. 166 MAILS AT aK CAC. CENIERUHE O COLUMN s BE INSTALLED MTN STEE WASHERS AT FACE OF WOOD, NOTEDBE IOIHERWISE.GALVANIZED, TYPICAL 0AINLESS STEEL OR APPROVED 1 SMALL USE THE FOLLOWINGAIRLESS RYWOO AT 1 OC. i O.C. 2 Al 12"O.C. CLr. CENTERLINE Of CLW CENTERLINE O FOLD E Iy�: STRONG-TK CONNECTORS.UTAE55 NOiCO OTHERWISE: _ CLEAR 3 CO CONCRETE SAWN LUMBER. CONNECTION TYPE TYPICAL CONNECTOR P1-3 RY UOJ � A703 Oc 12'O.C. 3. (1A71�E ONVIS SOUPS a OCQPS CONIC C.J. CONCRETE CONIPCL JOINT fRMNG MUMMER SVLL COMPLY MIN THE LATEST EOT1011 OF THE GRADING RULES OF h CONE.S.1 CONCRETE MASONRWCU7Y JOINT 8 THE WE TERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER NSPEC7ON POST 10 FDFDAION PBS TYPE POST BASE ION. CCONNECTION ASORY UNIT a g DAM ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN pI-2 1/YONE MAILS 11'OC. }. (2)16B O.C. 3. SIP5O1 A35 GIPS CONI. DONIINUW'S APPROVED LUMBER GRADW AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED POST TO BEAM PC TYPE POST CAP RYWO(.0 AT Y O.C. Al C .C. A/6"OC. D.l. DENT LOW DESIGN MINIMUM PROPERTIES: n OA DANE7ER W OR WMM WOW J0IST TO BEAM LU TYPE MANGER 'S JOISTS' TYPE: cAsaR NAI .N+.EO.f�� DWG(S) EDGE OF STAB 2XI N.F. 1 BEAM TO BEAN H U TYPE HANGER I. FRAMING STUDS SMALL BE HEN FR 12 SPACED AT 16 O.C.MAXWMW.THICKNESS OF STUDS SMALL BE h UNLESS OTHERWISE EL DUAL N 2X6 OR LARGER H.f. 2 HOPED N SCHEDULE E0. EOUAL HANGERS SMALL BE THOSE SIZED FOR THE APPLICABLE FRAMING MEMBER. N.E.-µIN EOUIP. EOIPYENT BEAMS: 2. SHEATHING ONUS LAY BE UKD KRKAL OR MOIIOMTAL.BLOCK ALL HORIZONTAL EDGES WITH h OR 3.BLOCKING 70 MATCH wIDTN OR 1E55 D.F.�2 LU26 HMMGER SHALL BE USED F(IN A 1.6,TOT AN LU21. TOP FLANGE HANGERS WITH STUD WIDTH uLES`NOTED OTHERWISE. EXP.JT.(Ed) EXPANSION JOINT WIDTH GREATER THAN i O.F. 2 COUNALENT OR GREATER CAPACITY SMALL BE SUBSTITUTED FOR FACE-MOUNTED O IVWGER$AS APPLICABLE. 3. ALL EX(IEROR WALL'HOT DESIOATED AS SHEARWALLS SALL RECEIVE ARA RATED SEATING.FULLY BLOCKED WON IIIMM E W. EACH WAY 2�`T \x% LEDGERS µID TOP RATES H F.I2 EDGE ATTACHMENT CF 81 NAILS 0 6-O.C..12'O.C.FIELD. FF. FINISHED FLOOR SNIP DR1wNGS: 1. MAILING APPLES TO ALL STUDS.TOP AMID BOTTOM MITES AND BLOCKING. 10 M. FACE OF STEEL STUDS EO.S. MEMBER FACE OF STEEL 211 H.F.J2 SHOP DRAWINGS SMALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADOTON 70 5. TABLES BASED ON RI MAILS(2-1/2"LONG.0.13T-COMMON OR 2-1/2"LONG.OA 13-GALVANIZED BOX) F.O.W. FACE OF WALL 7X6 OR LAGER H F.J2 ITEMS KOURED BY ARCHITECTURAL SPECIFICATIONS. GA. GAUGE Jf\ 6. BL0OR103/R4 JOIST ATTACHMENT NEED NOT BE USED WHERE THE SHEATHING6 DIRECTLY ATTACHED 70 THE BkWSLL RATE GALV GALVANIZED PoSTS: THE CONTRACTOR SMALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT WITN EDGE MAKING. OSN - GENERAL STRUCTURAL NOTES V 1 1%1 H F.12 IN ACCORDANCE WITH CONTRACT DOCUMENTS%ALL BE FLAGGED UPON CONTRACTOR'S 7 MERE A MAY/SL_ARE SPECIFED.2Dd COMMON NAILS SMALL BE USED FOR THE BASE RATE ATTACHMENT IN LIEU OF TIE �C(LUMEN) GLUE-LAMINAHOLLOW CORE BEAM .- /%6 OR LARGER D.F.12 REVIEW. ORIGINALLY SPECFIEI 16I COMMON/lVLS. AM 6%6 OR LARGER D.F./2 MORTZ. HORIZONTAL B VERIFY ALL DIMENSIONS WITH MAINS FLOATS. If.W INSIDE FACE OF WALL �Yr,�: I.E INVERT ELEVATION K(KIP) 1,000 POUNDS ANY D BY NUFACT IT OR DEVBWA70R FROM F THE AI DOCUMENTS SMALL BE L.L. LINE LOADS U L2 ALL PLYWOOD SNAIL BE IMERIGN PLYWOOD ASSOCIATION CD%-RATED SHEATHING OR AREMCLOUDED BY YNAFK7UER OR FABMfAIOR. ANY OF THE AFOREMENTIONED WHICH (E) P011ND6 J Z c BETTER,AND SMALL BEAR THE STAMP OF AN APPROVED 7ESTNG AGENCY. LAY UE ARE NOi CLOUDED OR(LAGGED BY SUBMITTING PANTIES SMALL M0T BE CONSIDERED L S LONG LEG HORIZONTAL PLYWOOD MTH FACE GRAN PERPENDICULAR TO SUPPORTS. (ON ROOFS WHERE APPROVED AFTER ENGIEER'S REVKW,UIESS TOTED ACCORDINGLY. LL V LONG LEG VERIIOAI J PLYWOOD 5 AND W WITH FACE GRAIN PARALLEL 70 SUPPORTS,USE A MINIMUM OF a 5-PLY PLYWOOD. STAGGER JONTS. ALL NAILING SMALL BE WON COMMON NAILS THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO WR('S) MASONRY CONTROLERCS) ] 3 MEC L.J. MASONRY COI/IRa JOINT = N MERE SCREWS ARE INDICATED FOR WOOD-TO-HOOD ATTACHMENTS.USE WOW SCREWS CONTRACT DOCUMENTS AT ANY TW BEFORE OR AFTER SHOP DRAWING REVIEW. WCH'L NE[HANOµ MEETING THE REOURCRS OF EM AN.SJ./ASME.EIII 1 OF GRADE ASTM A581.GRADE N/A N0T APPLICABLE � o a 1013 TO 1022 STEEL(FY•193.600 PSI). HORIZONTAL DMRRADM AHD SHEARWALL THE OP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS ITEMS. MS OMITTED OR N.T.S. MO7 TO SCALE CAPKAES SMALL BE PER THE LATEST EDITION Of I.C.C.REPORT ESR-1 S CE 5N. ALL SOWN INCORRECTLY AND N07 FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT O.C. ON CENTERS G n PLYWOOD BALL BE OF THE FOLLOWING NOMINAL THICXNESS.SMALL HAVE THE SMALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS- IT 6 THE DEW OUTSIDE FACE OF WALL ui FOLLOWING SPAN/DUDE%PATIO,AND SMALL BE ATTACHED AS FOLLOWS.UNLESS NOTED CONTRACTOR'S RESPONSBl1IY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT OPP. OPPOSITE '�//�� U OTHERWISE, DOCUMENTS P.C. PRE-CAST CONCRETE AAA W 7 o W P.LF POUNDS PER DEAR FOOT L_ ••>r _ SPAN/ICE% EDGE INTERMEDIATE THE ADEQUACY Of ENG7MCERNG DESG16 AND LAYOUT PERFORMED BY OTHERS RESTS PREFAB PRE fr L iHCOESS: RATIO: ATTACHMENT. ATTACHMENT: WITH THE DESIGNING OR SIBMTNG AUTHORITY. P.SF POUNDS PER TE FOOT ROOF 1/2' 32/16 NNLS 8a MAULS P.S1 POUNDS PERREVIEWING 6 NY HOED ONLY AS AN AO TO THE CONTRX10R IN O07AWC CORRECT RCRF. REINFORCING SOUARE INCH o n AT 6"OC. AT IY O.C. SHOP pRAWIOS. RESPONSIBUIY FOR CORRECTNESS SMALL REST NTH THE o Vj _S n S.I H SORT LEG HORIZONT L AL CONTRACOR. SLAT. SHORT LEG VERTICAL V FLOOR 3/4-1 k G 40/20 SCREWS of 6-O.C. STEWS A 12"OC SM. SIMILAR 5 W GENE BL: SO. SOUARE 84 NNLS 80 NAILS SID STANDARD SHEAR HALL 1/2' 21/0 A7 6"OL. A7 12-0 C. THE STRUCTURAL CONSTRICTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE T.L. TOTAL LOAD THEY DO MDT INDICATE TIC METHOD OF CONSTRUCTION THE CONTRACTOR SHALL 70.8. 70P OF BEAM SCREWS A ROOK SEATING SMALL BE 1.8.2 I/2'LONG FOR SHEATHING LESS IHMAN PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING T.O.D. TOP OF DECK 1'NOMINAL THICKNESS µID SMALL NAME CURRENT I.C.C.APPROVAL AS A REPLACEMENT SHORCONSINU MR SUCH ETOCMEASURES SHAH INCLUDE,BUT NOT BE HE STRUCTURAL 70.BRACING, TTOF TOP OF OG TOP OF F007ING FOR 10o NAILS N WOOD PANEL DIAPHRAGMS. SCREWS PER LCt.ER-5780 OR SHORING LOWS DUE 70 CONSTRUCTION EOUPYCNT,ETC. THE STRUCTL1RAl APPROVED EO1IAL. ALL BOON SHE SMALL BE GLUED TO SUPPORT MEMBERS MTN ENGINEER SMALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS,METHODS, T.OL. TOP OF LEDGER KV AN APA KG-01 OR ASrM 03498 OI.VUFIED GLUE N ACCORDANCE MTN APA FORM TECINOUKS,SEQUENCES FOR PROCEDURE OF CONSTRUCTION.OR THE SAFETY T.O.M. TOP OF MASONRY + LSO. PRECAUTIONS LAID THE PROGRAMS INCIDENT THERETO. T1.0 P TOP OF PLATE .O.S TOP OF STEEL � W m ALTERNATE SHEATMG; CONSTRUCTIONLL MATERIALS SA BE SPREAD OUT IF PLACED ON TRAINED T.OYL TOP OF WALL Q Q Z C CONSTRUCTION. LOW BALL NOT EXCEED THE DESIGN LIVE LOW SOW S WS FOOT TYP. TYPICAL O N 0 AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS U.M.O UNLESS NOTED O7HERMSE " ALTERNATE 10 PLYWOOD MTN PRIOR APPROVAL OF OWNER,ARCHITECT ANDHOOFIN AN G MERE REFERENCE 5 DUDE i0 VARIOUS TEST STANDARDS FOR LATERALS.SUCH WERT, VERTICAL J O _2 STANDARDS SELL BE THE LATEST EDITION A/D/OR ADDENDA WAR.- NELDEDTWWE RENFORCENENT x CON TOP RATED SHEATHING SELL COMPLY MTN I.C.C.ESR-1301,EXPOSURE I, S AND SHALL HALE A SPAN RATING AND 9"VALUE EOUIVALEHR 10 OR BETTER THAN 1JJ In < THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS(WRHIN 1/321 SMALL BE ESTABLISH AND Klf/All OPENINGS AND IINSFIHS FOR ARUITECIURAL,NECHAIfIV- Z < THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PLYWOOD PER MANUFACTURER'S PLUMPING AND ELECRICAL MTN APPROPMTE TRADES.ORAWNGS AND IN 9 RECOMMENDATIONS, SUBCONTRACTORS PRIOR TO CONSTRUCTION. Q OU NAILING; OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. F AN OPTION IS CHOSEN, E N 9 CONTRACTOR SMALL BE RESPONSIBLE FOR ALL NECESSARY CHANCES AND SHALL U ALL WAS 9ALLCOMMONFORM TO ASTM F1667. ALL NAILING SMALL BE WITH CO COORDINATE ALL DETAILS F MK NAILS OR APPROVED EOUAL. ALL NAILING SMALL BE WITH POWER-DRIVEN MOTES AND DETA0.5 ON DRAWINGS SMALL LAKE PRECEDENCE OVER GENERAL FASTENERS MEETING THE REOAREMENTS OF I.C.C.ESR-1539 OR APPROVED EGWL. ALL STRUCTURAL NOTES AND RAWINL SAL MERE NO DETAILS ARE SOWN, INNS AND FASTENERS N PRESSURE-TREATEO OR FIRE RETARDANT M1W SMALL BE CONSTRUCTION SELL CONFORM TO SWAB WIDER ON THE PROJECT. HO7-UPPED ZINC COATED GALVANIZED STEEL STAINLESS STEEL.SILICON BROKE, COPPER.OR APPROVED EQUAL.7YPIGH UNLESS NOTED OTHERWISE TO MEET THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERFICATON OF ALL DIMENSIONS PRIOR TO REOAREMENrS OF IB.C.SECTION 2301.9.5. WAS SPECIFIED BY PENNYWEIGHT SHALL DUNE THE FOLLOWING MINIMUM PROPERTIES SIMT OF CONSTRUCTION. RESOLVE MY DISCREPANCY WITH MARK BOATS. PENNYWEIGHT: SANK NAIL BENDING TYPICAL DETAILS MAY NOT NECESSARILY BE CUR ON PLANS.BUT APPLY UNLESS NOTED DIAMETER YIELD STRENGTH(F,b). OTHERWISE. J Cn a 81 0.131- TW.OW PS MERE DISCREPANCIES BETWEEN PLANS.DETAILS.GENERAL STRUC7URN W NOTES (jJ AND SPECIFICATIONS. IIONS,THE GREATER REQUIREMENTSHW REQUIREMENTS SA GOVERN. O I— I06 0.118 90,OW PS = Z w ANY ENGINEERING DESIGN,PROVIDED (D BT OTHERS D SUBMITTED FOR REVIEW,SMALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BULOW CODE 160 0.162' 90.000 PS JURISDICTION OF THIS PROJECT. W Z U_ Z U Q g Z a: z 0 s = z �Wa . Z LLZI F I aZ C gvtc,.n S1A - 13,898 1 2 3 q Ilims 6-0 LAP MNINUM LAP NpTES: 1, WOOD STUD WALL 16e PALS e i o.C, -(2) (7) 1. Woao HEADER PER PLAN I. 23 1/1 DEPTH O(MEMBER. IA) , i 1YREAL (3) J. (1)16e TOENAILS EACH () (A) yQjF$; SIDE.EACH END 6. • • 2. I/2'W BOLT,WaMUM A. (21 164 NAAS AS S/qNN (5) 1 6a SON OF 5 I/6" 3. (21 2.12 AND LINGER (A) (4) GLe (3) IISE i/2'.BOYS AT 5. RUM VERTICAL S11O5 W -(3) 1. (6)16e MAPS (7) (1) 2. (6)160 NALS EACH OPTIDN (5) PAST HEADER AS SHOWN A 6" 1 (,) .. 16e NAIL.MINIMUM 6. (2)160 NAILS O 11"O.C. (l) 16) 3.2. (ML HENUII SRO 3. PLYWOOD FILLER (.) 5. (I)Y.10 AND SWIMMER (7) V(6) 7. 164 NALS AT 11"O.C. (2) A. CONTINIOU7S DOUBLE \ 4. Aa SAWN OR 3 1/6' 7; e e IISE 16a NALS AT 12'O.C. STAGGERED BOTH SIDES I. TOP RATE SR10E (J) LOP PLATE STAGGERED (B) B. DOUBLE STUNK UNDER OVER STUD ONLY 5. WOOD HEADER PER WADEo e BP)E: ATTACHMENT(BOLTS OPENING"INGS FOR WIDTHS GREATER I. Wl1BlE lOP RATE PLAN (J) (]) OR NE S)CONIMIOIIS THAN 5'-O' 3. WOOD STUDS 6. (2)CRIPPLE STUDS FOR LENGTH OF MEMBER. QPWN WI DTH-I gl OPENINGWIDTH BUILT-UP POST PERPENDICULAR TO - aP WOOD MEMBER WOOD HEADER TYPICAL SPLICE OF TOP PLATES BUILT-UP POST PARALLEL TO WALL WALL o BA vti inn inn 'V I SCALE.N.i.S NL $CAE:MT S IVJ SCALE N.li. HV~1 SCALE:N.I.S. '�SCAB:N.7.S � h' $ b o N �OF'o L b3d 1. M000 RAFTER PER PLAN �k< 4�2) 1. SIMPSON H1 CLP AT EACH U RAFTER 3, WOOD STUD WAIL A. PLYWOOD SHEATHING (') (A) WH��5. EDGE MAKING l9L.EDGE6. SIMPSON LIPA At 2A'OC (5) I. EDGE PALING 07. SHEATHNG MID ATTACHMENT I. SaE'SOPI"SPI11NIGERPER SHEARMALI SCHEDULE3. ROGEBLAIIPERRANB. WOOD rAscW Wrtn(z) .. sILHPSON LS1AN1 a AB- J Z �,Toe NAILS PER RATTER O.C.CENTERED ON RIDGE(2) S. PLYWOOD SHEATHING(J) (6) 6. ROOF JOIST PER RAN aif a: Cr W � WOOD RAFTER AT WOOD STUD WALL RIDGE BEAM W ' v HZ � o ZOO WA N I.S O SCALE:N.T.S. J � Zu " W N 1. fANTIMOIK DOUBLE STUDS Al )NmS: SHFARMALL EDGES-ATTACH STUDS ffJ W UT TOGETHER WITH loe MAILS AT 12" g I. MULTIPLE STUDS(MINIMUM1 UN.0.)AT EACH (') O.C.-SHEARWALL SHEAt1NG AND Q ZO C 11= _'II(I) IIIIIIIIII 11IIIIII11II III1II1III lII1II1IlII`III1I S DID OF PANEL PALED D AS BUl7-UN POST ATTACHMENT NDT aQ(6) 2. HQLDDWN PE PLAN (3) H Nwy I 1 WOOD STRINR OR SOLD 3. O (J) J. BLOCKING BELOW SEARWNL H- BLOCKINGREQUIRED AT SHEATHING PANEL o InJOINTS s. SIMPSONRN TYPE HGDOIIN PER Z ANCHOR ints PER MSHFARIWRSCHEDML (5) PLAN L SHEATHING AND ATTJINENT PER SEARN:it_=4F=4: =4 SCHEDULE 4. ATTACH SMPSON HOLDON to WOOD (4) I FNISHED STRINGER OR BLOCKINGWITH O(A) (Q DIAMETER LAG SCREW-EMBCC, H<Z;- MO U II II II III (2) I✓- STRNGER OR BLOCK"5'.MNMUY (2) II 11 11 III 5. BASE RATE AND ATTACHMENT PER SHEARWALL SCHEDULE 1 II II II (7) IL_JT-_IL _ (2) J Q 3 D w ONE-STORY SHEARWALL ELEVATION = U) ,,,�� SIMPSON HDO HOEDOWN AT WOOD STRINGER o VVI SCALE..N.t.S. 303SCAIL-.NI.S W Z r iL Q a o D Z Z tr s < xxZ QQ > j sHrtn Ho 51.1 13,898