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22-102679-Structural Calculations-3-30-22-V1STRUCTURAL CALCULATION Prepared By Ben' amin Homes Ltd *Design *Development*Consulting* 34211 Pacific Highway S Federal Way, WA 98003 Tel. (253)235-5532, Fax. (253)944-1972 (Job # 22-02AE) N �A Prepared For Wind Speed = 110 mph, Exposure: "B" NEW CONSTRUCTION 264 SW 297T11 ST. FEDERAL WAY, WA. Mar. 03, 2022 Design by: B.T. Urbala Property Development LLC. 3/2/2022 PROJECT: *World of Designs & Engineers* 12:57 PM 35109 Pacific Highway S Federal Way, WA 98003 BASIS OF DESIGN BUILDING CODE: 2018 Edition of the International Building Code GRAVITY LOADS: Roof Live Load = 25 psf. (snow) Roof Dead Load = 19 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. LATERAL LOAD CRITERIA: Wind Speed = 110 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D FOUNDATION: Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. DESIGN LOADS ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR LIVE LOAD: FLOOR DEAD LOAD: Roofing 1/2" Plywood Sheating Insulation Trusses & 1/2" GW B Lighting, Mechanical, Electrical, Misc. Solar panel Flooring 3/4" Plywood Sheathing Insulation Floor Joists & Beams Lighting, Mechanical, Electrical, Misc 25.00 PSF (snow load) 7.00 psf (15 psf = the roof) 2.00 psf 2.00 psf 3.00 psf (6 psf = the roof) 1.00 psf 4.00 psf 19.00 PSF Total Dead Load 40.00 PSF (Reducible) 2.00 psf 3.00 psf 1.00 psf 5.00 psf 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* 22-02AE.mcd Design by: B.T. Urbala Property Development LLC. 3/2/2022 PROJECT: *World of Designs & Engineers* 12:57 PM 35109 Pacific Highway S Federal Way, WA 98003 WOOD: JOISTS & FAFTERS: 2X4 HF#2 2X6 or Larger HF#2 BEAMS: Width of 4" and Less DF#2 Width of 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: 4X4 HF#2 (unless note on plan) 4X6 or Larger HF#2 (unless note on plan) 6X6 or Larger HF#2 (unless note on plan) GLUED -LAMINATED (GLB) BEAM & HEADER: Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb=2,900 PSI, Fv=290 PSI, Fe (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER: Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM HEADER & RIM BOARD Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BYA F PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. RED DESIGN UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 30/6 OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* 22-02AE.mcd 6 %6 %. POST 0 _ - IVOR v�v�ys� I 1M it IIR \ (PA��/-/ J - ALL BEAMS AND KiUDERS TO BE BAB OF #2 AT SEABIRD WALLS, UNLO SHADED AREAS INDICATE OVERFRAMING, 1%6 0 Yd' D.C. U.N.O. , - BEARING WALLS ARE INDICATES AS SHADED WALLS - PRONDE VENTED BLOCNING AT REWIRED TRUSS/RAFTER BAYS - All- MANUFACTURED TRUSSES: SHALL NOT BE FIELD ALTERED WTHWT ENGINEER'S APPROVAL SHALL HAVE DESIGN DETAILS AND DRAWNGS ON SITE FOR FRAMING INSPECTION ' SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATON • SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS jN ENGINEERED ROOF FRAMING LAYOUT IS PRONDED BY THE TRUSS SUPPLER, T TRUSS LAYOUT SHALL SUPERCOOL THE 1RUSS LAYOUT INDICATED IN THE PLANS. PRONDE 1RUSS LATEST AND SPECS ON STE FOR INSPECTION. PRONOE SOLID FRAMING EQUAL TO THE WDTT OF THE MEMBER BEING SUPPORTED (U.N.O.) SKIII;1;916; n mInoo w ti = o,,j (30-ri Wb= \9(36z) =3�1i qft c(o X g 1421 Wv_ p9(t'5)=105(cox W _ S (45.9r)c 1,5 co, %* W v = 19 (3.5)' I--+ ((OX Y) w`= —Is 8gt;kk G Title : Job # Dsgnr: Date: 11:08AM, 2 MAR 22 Description Scope: Usee.KW-0605879oVei 6.a.o.,-"°�-2°°» General Timber Beam Page 1' rv0, 1-Nv2 Description General Information Section Name 6.75x12 Center Span 16.00 ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 it Beam Depth 12.000 in Right Cantilever it .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 233.00 #/ft LL 307.00 #/ft Left Cantilever DL #/it LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span= 16.00ft, Beam Width = 6.750in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.480 : 1 Maximum Moment 17.9 k-ft Maximum Shear 1.5 5.9 k Allowable 37.2 k-ft Allowable 22.4 k Max. Positive Moment 17.86 k-ft at 8.000 ft Shear: @ Left 4.47 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.47 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.318in Max. M allow 37.25 Reactions... @ Right 0.000in fb 1,323.33 psi fv 72.78 psi Left DL 2.01 k Max 4.47k Fb 2,759.04 psi Fv 276.00 psi Right DL 2.01 k Max 4.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.212 in -0.471 in Deflection 0.000 in 0.000 in ...Location 8,000 ft 8.000ft ...Length/Dell 0.0 0.0 ...Length/Deft 906.6 408.07 Right Cantilever... Camber ( using 1.5 ` D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.318 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sm 162.000 in3 Area 81.000 in2 Cv 1.000 Rb 0.000 Cl 4466.248 Max Moment Sxx Req'd Allowable fb @ Center 17.86 k-ft 77.70 in3 2,759.04 psi a@ Left Support 0.00 k-ft 0.00 in3 2,759.04 psi @ Right Support 0.00 k-ft 0.00 in3 2,759.04 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.90 k 5.90 k Area Required 21.360 in2 21.360 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 4.47 k Bearing Length Req'd 1.018 in Max. Right Reaction 4.47 k Bearing Length Req'd 1.018 in 0 Title : Job # Dsgnr: Date: 11:08AM, 2 MAR 22 Description Scope: 6goKw6se5873oXe15e.0.1-No.2006 General Timber Beam Page 1 Description General Information Section Name 6x8 Center Span 6.00ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin FCAllow 625.0 psi Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 290.00 #/ft LL 382.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,520.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.000 ft 0.000 ft 0.000 it 0.000 ft 0.000 ft 0.000 it 0.000 ft Summary I Beam Design OK Span= 6.0011, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.896 : 1 Maximum Moment 3.9 k-ft Maximum Shear* 1.5 4.3 k Allowable 4.3 k-ft Allowable 8.1 k Max. Positive Moment 3.87 k-ft at 3.360 ft Shear: @ Left 2.30 k Max. Negative Moment 0.00 k-ft at 0.000 It @ Right 3.31 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086in Max. M allow 4.32 _ Reactions... @ Right 0.000in fb 901.34 psi fv 104.93 psi Left DL 1.15 k Max 2.30 k Fb 1,006.25 psi Fv 195.50 psi Right DL 2.16 k Max 3.31 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.102 in Deflection 0.000 in 0.000 in ...Location 3,168 it 3.096 ft ...Length/Dell 0.0 0.0 ...Length/Deft 1,251.2 707.45 Right Cantilever... Camber ( using 1.6 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.086 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I Title : Dsgnr: Description Scope: Job # Date: 11:08AM, 2 MAR 22 User: Kw-e6e....3,., 58.0, t-Nov-2006 .., a General Timber Beam Page 1 1 Description General Information Section Name. US Center Span 6.00ft ..... Lu 0.00 ft Beam Width 5.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0,00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 347.00 #/ft LL 457.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.846 : 1 Maximum Moment 3.7 k-ft Maximum Shear 1.5 2.9 k Allowable 4.3 k-ft Allowable 8.1 k Max. Positive Moment 3.66 k-ft at 3.000 ft Shear: @ Left 2.44k Max. Negative Moment 0.00 k-ft at 0.000 it @ Right 2.44 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.062 in Max. Mallow 4.32 Reactions... @ Right 0,000 in fb 851.76 psi fv 70.27 psi Left DL 1.07 k Max 2.44 k Fb 1,006.25 psi Fv 195.50 psi Right DL 1.07 k Max 2.44 k Deflections Deflection ...Location ...Length/Deft Camber ( using 1.5' @ Center @ Left @ Right -0.041 in 3.000 it 1,742.0 D.L. DO ) ... 0.062 in 0.000 in 0.000 in -0.094 in Deflection 3.000 ft ...Length/Deft 763.15 Right Cantilever... Deflection ...Length/Deft yV 0.000 in 0.0 0.000 in 0.0 V �0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sm 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 2439.929 Max Moment Sxx Req'd Allowable fb @ Center 3.66 k-ft 43.65 in3 1,006.25 psi @ Left Support 0.00 k-ft 0,00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.90 k 2.90 k Area Required 14.827 in2 14.827 in2 Fv: Allowable 195.50 psi 195.50 psi Bearing @ Supports Max. Left. Reaction 2.44 k Bearing Length Req'd 0.710 in Max. Right Reaction 2.44 k Bearing Length Req'd 0.710 in 0 Title : Dsgnr: Description Scope: Job # Date: 11:08AM, 2 MAR 22 Use,. Kw-0605873,vera60,1 -Nev-2006 General Timber Beam Page 1 r 1rMR3-0nm FNFRCAI C R Iilllr n . Description General Information Section Name 6x10 Center Span 10.50ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever If .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 675.0 psi Load Dur. Factor 1.150 Fv Allow 140.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Wood Density 32.500 pcf E 1, 100.0 ksi I Full Length Uniform Loads Center DL 105.00 #/ft LL 138.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 10.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.656 : 1 Maximum Moment 3.5 k-ft Maximum Shear* 1.5 1.7 k Allowable 5.4 k-ft Allowable 8.4 k Max. Positive Moment 3.51 k-ft at 5,250 ft Shear: @ Left 1.34 k Max. Negative Moment 0.00 k-ft at 10.500 ft @ Right 1.34 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.111 in Max, M allow 5.35 Reactions... @ Right 0.000in fb 509.33 psi fv 32.87 psi Left DL 0.61 k Max 1.34 k Fb 776.25 psi Fv 161.00 psi Right DL 0.61 k Max 1.34 k Deflections Deflection ...Location ...Length/Deft Camber ( using 1.5 * @ Center @ Left @ Right -0.074 in 5.250 If 1,705.2 D.L. Defl ) ... 0.111 in 0.000 in 0.000 in -0.161 in Deflection 5.250 ft ...Length/Deft 781.63 Right Cantilever... Deflection ...Length/Deft V 0,000 in 0.0 0.000 in 0.0 V `0.000 in 0.0 0.000 in 0.0 Stress Caics Bending Analysis Ck 30.529 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 1337.660 Max Moment Sxx Reg'd Allowable fb @ Center 3.51 k-ft 54.28 in3 776.25 psi @ Left Support 0.00 k-ft 0.00 in3 776.25 psi @ Right Support 0.00 k-ft 0.00 in3 776.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.72 k 1.72 k Area Required 10.668 in2 10.668 in2 Fv: Allowable 161.00 psi 161.00 psi Bearing @ Supports Max. Left Reaction 1.34 k Bearing Length Req'd 0.601 in Max. Right Reaction 1.34 k Bearing Length Req'd 0.601 in LO Title : Dsgnr: Description Scope : Job # Date: 11:08AM, 2 MAR 22 User: KW-0605873, Ver 5.8.0, 1-Nov-2006 vnns F ra ....._ General Timber Beam Page 1 Description BEAM 4A General Information r Section Name 6x10 Center Span 13.00ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever 1.00ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 675.0 psi Load Dur. Factor 1.150 Fv Allow 140.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Wood Density 32.500 pcf E 1,100.0 ksi Full Length Uniform Loads Center DL 67.00 #/ft LL 88.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 13.00ft, Left Cant= 1.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.658 : 1 Maximum Moment 3.5 k-ft Maximum Shear * 1.5 1.4 k Allowable 5.4 k-ft Allowable 8.4 k Max. Positive Moment 3.52 k-ft at 6.528 ft Shear: @ Left 1.08 k Max. Negative Moment -0.01 k-ft at 0.000 ft @ Right 1.08 k Max @ Left Support -0.01 k-ft Camber: @ Left 0.041 in Max @ Right Support 0.00 k-ft @ Center 0.175in Max. M allow 5.35 Reactions... @ Right 0.000in fb 510.65 psi fv 27.40 psi Left DL 0.52 k Max 1.10 k Fb 776.25 psi Fv 161.00 psi Right DL 0.51 k Max 1.08 k Deflections Deflection ...Location ...Length/Deft Camber ( using 1.5 * @ Center @ Left @ Right -0.117 in 6.528ft 1,334.7 D.L. Defl ) ... 0.175 in 0.041 in 0.000 in -0.248 in Deflection 6.528ft ...Length/Deft 629.79 Right Cantilever... Deflection ...Length/Deft 0.027 in 882.4 0.000 in 0.0 0.058 in 415.9 0.000 in 0.0 Stress Calcs Bending Analysis Ck 30.529 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 1096.397 Max Moment Sm Reg'd Allowable fb @ Center 3.52 k-ft 54.42 in3 776.25 psi @ Left Support 0.01 k-ft 0.09 in3 776.25 psi @ Right Support 0.00 k-ft 0.00 in3 776.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.43 k 1.43 k Area Required 8.891 in2 8.883 in2 Fv: Allowable 161.00 psi 161.00 psi Bearing @ Supports Max. Left Reaction 1.10 k Bearing Length Req'd 0.492 in Max. Right Reaction 1.08 k Bearing Length Req'd 0.487 in 101 I• FRAMNG - ALL DDOW/MNDOW HEADERS TO BE 6X0 DI AT 2X6 BEARING WALLS , U N.O. - PROMIDE FIREBLOCKING AS REWIRED PER I.R.C. - WINDOW HEADERS AT 6'-B- ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16" DC., U N.O. - INTERIOR PAR➢➢W S TO BE 2X4 AT 16" O.C. (2X6 0 PLUMBING WALLS) U.N.O. - PROADE SUPPLEMENTAL JOI9S/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN! ® BROMIDE MUD FRAMNG EQUAL TO ME WIDTH OF ME MEMBER BEING SUPPORTED (U.N.O.) BOOR JOSTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSBTIITED FOR MOM MOM ON MIS PLAN, "EQUAL" IS DERNED AS NAMING MOMENT WACITY, SHEAR CAPACITY. AND STRNESS WITHIN 3% OF ME SPECIITED JOISTS OR BEAMS. 'n O �f�Jp = IaI C'�6 S(2)i 120+12�11)-tiq°I/ M L) }Ito(n)= l00 ( 19. 5 O WI viz VJD% 12 V43*kt 10 2 W D2 = 12 C23.�/2� =1U1►t AN V-2 ® No = I'Al We N191_ 'A13 jr. 1.2')+ W p,c tob 25 Sao [2,) C�� W LI = W LA = "2 (bLlgX Io.yGLg) (57Tx 10-sCLq) Olitx I3•� QI$) (3`Is x 13.5 C�tB) Cl0xg tvwI,-) Title : Dsgnr: Description Scope: Job # Date: 11:08AM, 2 MAR 22 User: KW-0605873, Ver580, 1-Nov-2006 General Timber Beam Page 1 fc11983-2006 ENERCALC Fwreenm Software 22-02AE.ecw:Cal.lations Description BEAM 5 General Information Section Name 5.125x10.5 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 10.500 in Right Cantilever it .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 599.00 #/ft LL 897.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.557 : 1 Maximum Moment 12.1 k-ft Maximum Shear * 1.5 7.1 k Allowable 21.7 k-ft Allowable 14.9 k Max. Positive Moment 12.07 k-ft at 4.000 it Shear: @ Left 6.03 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.03 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.095 in Max. M allow 21.66 Reactions... @ Right 0.000in fb 1,537.42 psi fv 131.83 psi Left DL 2.44 k Max 6.03 k Fb 2,760.00 psi Fv 276.00 psi Right DL 2.44 k Max 6.03 k Deflections Center Span... Dead Load Total Load Lett cantilever... Dead Load I otal Load Deflection -0.063 in -0.156 in Deflection 0.000 in 0.000 in ...Location 4.000ft 4.00O It ...Length/Deft 0.0 0.0 ...Length/Deft 1,516.9 614.68 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.095 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 94.172 in3 Area 53.813 in2 Cv 1.000 Rb 0.000 Cl 6032.578 Max Moment Sm Read Allowable fb @ Center 12.07 k-ft 52.46 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.09 k 7.09 k Area Required 25.704 in2 25.704 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 6.03 k Bearing Length Req'd 1.811 in Max. Right Reaction 6.03 k Bearing Length Req'd 1.811 in 9 11 General Information Title : Dsgnr: Description Scope: General Timber Beam Section Name 5.125x10.5 Center Span 10.00ft .....Lu Beam Width 5.125 in Left Cantilever ft .....Lu Beam Depth 10.500 in Right Cantilever it .....Lu Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500pcf E 1,800.0 ksi Job # Date: 11:08AM, 2 MAR 22 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL 102.00 #/ft LL 510.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 10.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.360 : 1 Maximum Moment 7.8 k-ft Maximum Shear * 1.5 3.9 k Allowable 21.7 k-ft Allowable 14.9 k Max. Positive Moment 7.80 k-ft at 5.000 ft Shear: @ Left 3.12 k Max. Negative Moment 0.00 k-ft at 10.000 ft @ Right 3.12 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.043in Max. M allow 21.66 Reactions... @ Right 0.000in fb 994.16 psi fv 72.37 psi Left DL 0.57 k Max 3.12 k Fb 2.760.00 psi Fv 276.00 psi Right DL 0.57 k Max 3.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.029 in -0.158 in Deflection 0.000 in 0.000 in ...Location 5.000ft 5.000ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,158.2 760.46 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.043 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sm 94.172 in3 Area 53.813 in2 Cv 1.000 Rb 0.000 Cl 3120.725 Max Moment Sxx Read Allowable fb @ Center 7.80 k-ft 33.92 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.89 k 3.89 k Area Required 14.111 in2 14.111 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 3.12 k Bearing Length Req'd 0.937 in Max. Right Reaction 3.12 k. Bearing Length Req'd 0.937 in 03 Title : Dsgnr: Description Scope: Job # Date: 11:08AM, 2 MAR 22 User: KW-0605873, Ver 5.8.0, i-Nov-2006 General TIITII7@C Beam __---- Page _1 r (6, 983-2006 ENERCALC Enaineednn R.6 . o. 7 General Information Section Name 3.125x13.5 Center Span 12.00ft .....Lu Beam Width 3.125 in Left Cantilever ft .....Lu Beam Depth 13.500 in Right Cantilever ft .....Lu Member Type Glul-am Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi 0.00 it 0.00 ft 0.00 it Trapezoidal Loads #1 DL @ Left 173.00 #/ft LL @ Left 575.00 #/ft Start Lee 0.000 it DL @ Right 173.00 #/ft LL @ Right 575.00 #/ft End Lee 10.000 ft #2 DL @ Left 141.00 #/ft LL @ Left 470.00 #/ft Start Lee 10.000 ft DL @ Right 141.00 #/ft LL @ Right 470.00 #/ft End Lee 12.000 ft Beam Design OK Span= 12.00ft, Beam Width = 3.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.618 : 1 Maximum Moment 13.5 k-ft Maximum Shear* 1.5 5.5 k Allowable 21.8 k-ft Allowable 11.6 k Max. Positive Moment 13.50 k-ft at 5.952 ft Shear: @ Left 4.52 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.29 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.109in Max. M allow 21.83 Reactions... @ Right 0.000in fb 1,706.49 psi fv 131.06 psi Left DL 1.09 k Max 4.52 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.04 k Max 4.29 k Deflections Deflection -0.073 in -0.303 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,972.9 475.54 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.109 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Ck 20.711 Le 0.000 ft Sxx 94.922 in3 Area 42.188 in2 Cv 1.000 Rb 0.000 Cl 4522.294 Max Moment Sxx Req'd Allowable fb @ Center 13.50 k-ft 58.69 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.53 k 5.41 k Area Required 20.033 in2 19.614 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 4.52 k Bearing Length Req'd 2.226 in Max. Right Reaction 4.29 k Bearing Length Req'd 2.114 in Title : Dsgnr: Description Scope : Job # Date: 11:08AM, 2 MAR 22 User:Kwobo5a7a er5.8.o.,- Zoos.--._ General Timber Beam Page 1 r u General Information Section Name 3.125x13.5 Center Span 7.50 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 141.00 #/ft LL 470.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 7.50ft, Beam Width = 3.125in x Depth = 13.5m, Ends are Pin -Pin Max Stress Ratio 0,211 : 1 Maximum Moment 4.4 k-ft Maximum Shear* 1.5 2.5 k Allowable 21.8 k-ft Allowable 11.6 k Max. Positive Moment 4.36 k-ft at 3.750 ft Shear: @ Left 2.33 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.33 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0141n Max. M allow 21.83 Reactions... @ Right 0.000in fb 551.57 psi fv 58.25 psi Left DL 0.56 k Max 2.33 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.56 k Max 2.33 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.038 in Deflection 0.000 in 0.000 in ...Location 3.750 ft 3.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 9,686.6 2,349.70 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.014 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 94.922 in3 Area 42.188 in2 Cv 1.000 Rb 0.000 Cl 2326.955 Max Moment Sxx Read Allowable fb @ Center 4.36 k-ft 18.97 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.46 k 2.46 k Area Required 8.903 in2 8.903 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing. @ Supports Max. Left Reaction 2.33 k Bearing Length Req'd 1.146 in Max. Right Reaction 2.33 k Bearing Length Req'd 1.146 in Title : Dsgnr: Description Scope : Job # Date: 11:08AM, 2 MAR 22 User IrMAI-Inn 5I F31.1 S I ,-Nav-2006 General Timber Beam Page 1 r Description BEAM General Information Section Name Bx8 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 506.00 #/ft LL 702.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 4.00ft, Beam Width = 5.500in x Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0.563 : 1 Maximum Moment 2.4 k-ft Maximum Shear * 1.5 2.5 k Allowable 4.3 k-ft Allowable 8.1 k Max. Positive Moment 2.43 k-ft at 2.000 ft Shear: @ Left 2.43 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.43 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.018 in Max. M allow 4.32 Reactions... @ Right 0.000 in fb 566.60 psi iv 60.91 psi Left DL 1.03 k Max 2.43 k Fb 1,006.25 psi Fv 195.50 psi Right DL 1.03 k Max 2.43 k Deflections Deflection -0.012 in -0.028 in Deflection V V 0.000 in V �0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,065.1 1,720.83 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.018 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rib 0.000 Cl 2434.619 Max Moment Sxx Read Allowable fb @ Center 2.43 k-ft 29.03 in3 1,006.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.51 k. 2.51 k Area Required 12.852 in2 12.852 in2 Fv: Allowable 195.50 psi 195.50 psi Bearing @ Supports Max. Left Reaction 2.43 k Bearing Length Req'd 0.708 in Max. Right Reaction 2.43 k Bearing Length Req'd 0.708 in FRAMiW-i PLAN �.Af to•15' k3-15' 11 14.5' ;L.y V. 4' a 03 z•y3�t1` w' t•5 �z r5tt�" b Wb = m(29-(z) � qo } 12(231a)= 51101/k WL = 4o(2z(2) A 40(2.1�12-)= t000Wkt p2fo7�t rf = 110 (21.(2) = 'keo $�+t OID = 12 (1t12) - w */'Ft WI- = L\L) (J%jz) = 1w1wt W L = 40 (1.3a) = 'cA */Ft Wb=1°J(jnA %20� 12( 1b�i.)��1Gat12(6) W`;2g�fsjtuu(Ito 112 FLlo(g) g3t �%r-t WIZ = 17�(+Zi ` 9kov*k W a{ 12 CI.33� ujn= 14. (S)-= wt, IAO(1=520 'lPk LID ( +,'IS x ta•S9,q) 16 U,B) ( 548 X 12 GL6) ( b31q A 115 ,C4,D) c(0 )c10 vipta) (�'/g Xlo•$C•�8� (zxV2 W?') D] Title : Dsgnr: Description Job # Date: 11:08AM, 2 MAR 22 Scope: Rev bdUUU4-06 _ ___..__ _ .._._ _ a...��..1 i Use[KW-06058]3,Ver&841-Nov-- General Timber Beam a Page 1 Description BEAM 10 General Information Section Name 5.125x13.5 Center Span 11.00ft .....Lu 0.00 It Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 390.00#/ft LL 1,000.00 #/ft Left Cantilever DL #/ft LL Wt Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 4,520.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 9.500ft 0.000 ft 0.000 ft 0.000 it 0.000 ft 0.000 ft 0.000ft Summary I Span= 11.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.792 : 1 Maximum Moment 24.8 k-ft Maximum Shear* 1.5 15.1 k Allowable 35.8 k-ft Allowable 19.1 k Max. Positive Moment 24.79 k-ft at 5.940 ft Shear: @ Left 8.35 k Max. Negative Moment 0.00 k-ft at 11.000 ft @ Right 11.63 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000m Max @ Right Support 0.00 k-ft @ Center 0.175 in Max. M allow 35.80 Reactions... @ Right 0.000 in fb 1,910.56 psi fv 218.72 psi Left DL 2.85 k Max 8.35 k Fb 2,760.00 psi Fv 276.00 psi Right DL 6A 3 k Max 11.63 k Deflections Center Span... Lead Load I otal Load Len Uamnever... ueac Loau i otai -oac Deflection -0.117 in -0.291 in Deflection 0.000 in 0.000 in ...Location 5.808 ft 5.632 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,130.9 454.17 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.175 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0,000 in Title : Dsgnr: Description Scope : Job # Date: 11:08AM, 2 MAR 22 User'. KW-0606873, Ver58.0. 1-Nov-200µ General Timber Beam Page 1 Description BEAM 11 General Information Section Name 6.75x15 Center Span 14.50 ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi ....... Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 126.00 #/ft LL 420.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 6,700.0 lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 10.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 14.50ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.525 : 1 Maximum Moment 30.2 k-ft Maximum Shear * 1.5 12.6 k Allowable 57.5 k-ft Allowable 27.9 k Max. Positive Moment 30.15 k-ft at 10.324 ft Shear: @ Left 5.86 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.09 k Max @Left Support 0.00 k-ft Camber: @Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.296in Max. M allow 57.48 Reactions... @ Right 0.000in fib 1,429.40 psi fv 124.42 psi Left DL 2.81 k Max 5.86k Fb 2,724.85 psi Fv 276.00 psi Right DL 6.05 k. Max 9.09 k Deflections Deflection -0.197 in -0.319 in Deflection 0.000 in 0.000 in ...Location 7.888 it 7.656 ft ...Length/Deft 0.0 0.0 ...Length/Deft 882.2 545.88 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.296 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Dsgnr: Description Scope : General Timber Beam Description BEAM 12 Job # Date: 11:08AM, 2 MAR 22 General Information Section Name 5.125x12 Center Span 14.00ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V4 Bm Wt. Added to Loads -. Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 66.00 #/ft LL 220.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 4.000it 0.000 ft 0,000ft 0.000 ft 0.000 ft 0.000 ft 0.000ft aUrruna'y Span= 14.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.457 : 1 Maximum Moment 12.9 k-ft Maximum Shear* 1.5 5.3 k Allowable 28.3 k-ft Allowable 17.0 k Max. Positive Moment 12.93 k-ft at 4.704 ft Shear: @ Left 3.81 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.78 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.284in Max. M allow 28.29 Reactions... @ Right 0.000in fb 1,261.56 psi fv 86.05 psi Left DL 2.27 k Max 3.81 k Fla 2,760.00 psi Fv 276.00 psi Right DL 1.24 k Max 2.78 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.190 in -0.332 in Deflection 0.000 in 0.000 in ...Location 6.440ft 6.720ft ...Length/Deft 0.0 0.0 ...Length/Dell 885.9 505.73 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.284 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 2t Title : Dsgnr: Description Scope: Job # Date: 11:08AM, 2 MAR 22 User: KW=o005873, Ver 5.90, 1-Nov -2006 General Timber Beam Page 1 fe.11983-2006 ENERCALC Bain eerin. Software 22-02AE ecw:Calculations Description General Information Section Name 6.75x15 Center Span 9.50ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Brit Wt. Added to Loads Fb Base Allow 2,400.0 psi ... ...... Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 16.00 #/it LL 54.00 #/ft Left Cantilever DL #/it LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 17,800.0 Has Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 3.750 ft 0.000 ft. 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Span= 9.50ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.710 : 1 Maximum Moment 41.3 k-ft Maximum Shear * 1.5 16.7 k Allowable 58.2 k-ft Allowable 27.9 k Max. Positive Moment 41.32 k-ft at 3.762 ft Shear: @ Left 11.21 k Max. Negative Moment 0.00 k-ft at 9.500 ft @ Right 7.47 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.230 in Max. Mallow 58.22 Reactions... @ Right 0.000in fb 1,958.83 psi fv 164.47 psi Left DL 10.96 k Max 11.21 k Fb 2,760.00 psi Fv 276.00 psi Right DL 7.21 k Max 7.47 k Deflections Center Span... Dead Load Total Load Lett cantilever... Lead Load I otal Load Deflection -0.154 in -0.157 in Deflection 0.000 in 0.000 in ...Location 4.446 it 4.484 ft ...Length/Deft 0.0 0.0 ...Length/Deft 742.0 728.32 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.230 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 9 Title : Dsgnr: Description Job # Date: 11:08AM, 2 MAR 22 Scope : use, xw-0e0e8a,versso.,-No -zoob, General Timber Beam Page Description General Information Section Name 6x10 Center Span 5.00ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pot E 1,300.0 ksi Trapezoidal Loads #1 DL @ Left 547.00 #/ft LL @ Left 831.00 #/ft Start Loc 0.000 ft DL @ Right 547.00 #/ft LL @ Right 831.00 #/ft End Loc 1.500 ft #2 DL @ Left 96.00 #/ft LL @ Left 320.00 #/ft Start Loc 2.500 ft DL @ Right 96.00 #/ft LL @ Right 320.00 #/ft End Loc 5.000 ft Point Loads Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 1.500 ft 0.000 ft 0.000 ft 0.000 it 0.000 It 0.000 ft 0.000 It Beam Design OK Span= 5.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.586 : 1 Maximum Moment 4.1 k-ft Maximum Shear * 1.5 4.0 k Allowable 6,9 k-ft Allowable 10.2 k Max. Positive Moment 4.06 k-ft at 1.500 ft Shear: @ Left 3.75 k Max. Negative Moment 0.00 k-ft at 5.000 ft @ Right 1.85 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.033 in Max. M allow 6.94 Reactions... @ Right 0.000in fb 589.18 psi fv 76.54 psi Left DL 2.49 k Max 3.75 k Fb 1,006.25 psi Fv 195.50 psi Right DL 1.06 k Max 1.85 k Deflection -0.022 in -0.031 in Deflection 0.000 in 0.000 in ...Location 2.260 ft 2.320 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,738.9 1,940.17 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.033 in ...Length/Deft - 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Dsgnr: Description Scope : General Timber Beam Description BEAM 15 Job # Date: 11:08AM, 2 MAR 22 General Information Section Name 5.125x10.5 Center Span 11.00ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fib Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Center DL 280.00 #/ft LL 210.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 11.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.351 : 1 Maximum Moment 7.6 k-ft Maximum Shear* 1.5 3.5 k Allowable 21.7 k-ft Allowable 14.9 k Max. Positive Moment 7.59 k-ft at 5.500 ft Shear: @ Left 2.76k Max. Negative Moment 0.00 k-ft at 11.000 ft @ Right 2.76 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.162in Max. M allow 21.66 Reactions... @ Right 0.000in fb 967.80 psi fv 65.28 psi Left DL 1.61 k Max 2.76 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.61 k Max 2.76 k Deflections Deflection -0.108 in -0.186 in Deflection 0,000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,220.6 710.16 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.162 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck - 20.711 Le 0.000 ft Sxx 94.172 in3 Area 53.813 1n2 CV 1.000 Rb 0.000 Cl 2761.797 Max Moment Sm Read Allowable fb @ Center 7.59 k-ft 33.02 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.51 k 3.51 k Area Required 12.728 in2 12.728 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 2.76 k Bearing Length Req'd 0.829 in Max. Right Reaction 2.76 k Bearing Length Req'd 0.829 in 3 Title : Dsgnr: Description Scope : Job # Date: 11:08AM, 2 MAR 22 llser KW-0605873, Ver 5.8.0, 1-No v-2006 General Timber Beam Page 1 (cJ1983-2006 ENERCALC Engineering Software 22-02AEecw:Calculations Description BEAM 16 General Information Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 8.00ft .....Lu it ... ..Lu ft .....Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Full Length Uniform Loads Center DL 96.00 #/ft LL 320.00 #/ft Left Cantilever DL #/ft LL #/it Right Cantilever DL #/it LL #/it Point Loads 0.00 ft 0.00 ft 0.00 it Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.500 ft 0.000 it 0.000 ft 0.000 it 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 8.0011, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.572 : 1 Maximum Moment 12.4 k-ft Maximum Shear* 1.5 7.7 k Allowable 21.7 k-ft Allowable 14.9 k Max. Positive Moment 12.40 k-ft at 5.504it Shear: @Left 3.43k Max. Negative Moment 0.00 k-ft at 8.000 ft @ Right 5.50 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.158in Max. M allow 21.66 Reactions... @ Right 0.000in fb 1,579.59 psi fv 143.02 psi Left DL 2.15 k Max 3.43 k Fib 2,760.00 psi Fv 276.00 psi Right DL 4.22 k Max 5.50 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 70.105 in -0.138 in Deflection 0.000 in 0.000 in ...Location 4.352 ft 4.256 ft ...Length/Deft 0.0 0.0 ...Length/Deft 912.4 695.05 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.158 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 0 Title : Dsgnr: Description Scope : Job # Date: 11:08AM, 2 MAR 22 User: Kw-0605873, Ver 5.8.0, 1-Nov-2006 General Timber Beam ___._ Page 1 lc11983-2006 FNFRCnn AI C FIn-rinn SnH,... re Description BEAM 17 General Information Section Name 6x8 Center Span 5.00ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1,150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 438.00 #/ft LL 762.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 5.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.874 : 1 Maximum Moment 3.8 k-ft Maximum Shear ` 1.5 3.4 k Allowable 4.3 k-ft Allowable 8.1 k Max. Positive Moment 3.78 k-ft at 2.500 ft Shear: @ Left 3.02 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.02 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.038 in Max. M allow 4.32 Reactions... @ Right 0.000in f o 879.50 psi fv 82.67 psi Left DL 1.12 k Max 3.02 k Fb 1,006.25 psi Fv 195.50 psi Right DL 1.12 k Max 3.02 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in -0.068 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,397.7 886.89 Right Cantilever... Camber ( using 1.5D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.038 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Ck 29.150 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 3023.274 Max Moment Sxx Req'd Allowable fb @ Center 3.78 k-ft 45.07 in3 1,006.25 psi @ Left Support 0.00 k-ft 0.00 i0 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.41 k 3.41 k Area Required 17.444 in2 17.444 in2 Fv: Allowable 195.50 psi 195.50 psi Bearing @ Supports Max. Left Reaction 3.02 k Bearing Length Req'd 0.879 in Max. Right Reaction 3.02 k Bearing Length Req'd 0.879 in I01.1. /\ I 6X6Pi.Pp61 r 7, J 6'X%' R IL .' .,. __ __, ' L _ r M1 1011 PI. LOADr___ FR. ABDIE"_ DEL. JET .� 24'AS Mli1 F— CR SPAFHF n " ACCESS DEL J5i 6X6P i � O 36' X 36' i R Pi. LOAD AEDVE ' O ,.. DBL 15i 4.' I I •.�� IJ-- df3b'X JSi 1DEL OlG '. -. Pi LOAD I ..I ER ABWE I I .: I I •: I DEL JSi I v1F "f ----- ,.16. IS Vi Its a' .IIM6 yarm, di I, j ��(BARRIERttP, I I I I I Ax / I J 1 10 R;9 J 36'k 36'k O FiG. / I x 4 I AI I I p / / SLAB ON GRADE / 4'CONC. SLAB q: GRADE / / 4-COMP. FILL TTp / SLOPE Y. PER FT igllARD DWR ATION PLAN /� ScPli• y a n LFOUNDATION FOOTING SCHEDULE NOTE: �@E HRL 6' WDE POST PPLCW E£M EPLIfE6 ICE RTA X 4 PJdM EELOU 4 % EENfS YNO. UI E P.i 6 X b PO T EELPL 6% EEMI YND. O24 P.i."T M34- DIG m' TLM CLNC. FYK M O24 P.i.P TW]4' DA X b' MWIfX LpC. 1O143 W(3) Y EAR O30 P.t.P TON M'% 90'% P' THICK CGNC.fODIMG LLV(3)' S E1 O36 P.i PCSi ON%'X%'%Q'TIIdC f/JIIC, FOTMG YY (4)e5E) O42 P.1. PCSiW4i'%43'%p'iHICK CQC. FOOTRG IY�(I)e5 Ed F FNGa SIMS SPEED W E09 pet SOIL EEGVRL'a G1 Il Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:08AM, 2 MAR 22 General Information Section Name 2x10 Center Span 12.00ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads 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 Wood Density 32.500 pcf E 1,300.0 ksi Full Lenath Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 16.00 #/it LL #/it LL #/ft LL 54.00 #/ft #/ft Beam Design OK Span= 12.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.597 : 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.6 k Allowable 2.2 k-ft Allowable 2.4 k Max. Positive Moment 1.32 k-ft at 6.000 ft Shear: @ Left 0.44k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.44 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.104in Max. M allow 2.20 Reactions... @ Right 0.000 in to 738.47 psi fv 41.36 psi Left DL 0.11 k Max 0.44 k Fb 1,236.54 psi Fv 172.50 psi Right DL 0.11 k Max 0.44 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.069 in -0.265 in Deflection 0.000 in 0.000 in ...Location 6.000 it 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,074.9 542.80 Right Cantilever... Camber( using 1.5 * D.L. Dell ) ... Deflection 0.000 in 0.000 in @ Center 0.104 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.576 Le 0.000 R Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 Cl 438.789 Max Moment Sm Read Allowable fb @ Center 1.32 k-ft 12.77 in3 1,236.54 psi @ Left Support 0.00 k-ft 0.00 in3 1,236.54 psi @ Right Support 0.00 k-ft 0.00 in3 1,236.54 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.57 k 0.57 k Area Required 3.327 in2 3.327 in2 Fv: Allowable 172.50 psi 172.50 psi Bearing @ Supports Max. Left Reaction 0.44 k Bearing Length Req'd 0.722 in Max. Right Reaction 0.44 k Bearing Length Req'd 0.722 in Design by: B.T. Urbala Property Development LLC. 3/2/2022 PROJECT: 18-34AE *World of Designs & Engineers* 12:57 PM 35109 Pacific Highway S Federal Way, WA 98003 LATERAL ANALYSIS BASED ON 2018 1 NTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL J URISDICTION. Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7-10 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: --Soils Site Class D (Assumed) --Seismic Design Category D1/D2 IE:= 1.0 For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1) R:= 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1) Ss:= 1.59 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period SI := 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Fa:= 1.00 Site Coefficient based on Site Class & SS (ASCE 7-10 Table 11.4-1) Fv 1.5 Site Coefficient based on Site Class & S1 (ASCE 7-10 Table 11.4-2) W,wX Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7-05 Eq. 11.4-1 Sms Ss -Fa Sms = 1.59 ASCE 7-05 Eq. 11.4-2 Sml := SI.Fv SmI = 0.83 ASCE 7-05 Eq. 11.4-3 SDS _.Sms SDS = 1.06 ASCE 7-05 Eq. 11.4-4 SDI _.Sml SDI = 0.55 *World of Designs & Engineers* Qq 22-02AE.mcd 4®Y i 7YP. PROVIDE STEP W 1 9AW gocv 1W : _ �l•iq•�� ic�.a�t 3' vERIICpL W G OECAR 61 1% d✓ SOUTH-VEST/—RONT ELEVATION SCALE 1/6_,'_o. Design by: B.T. URBALA DEVELOPMENTLLC 3/4/2022 PROJECT: 18-70E *World of Designs & Engineers* 3:06 PM 35109 Pacific Highway S Federal Way, WA 98003 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-10 SECTION 6.5 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 110 mph WIND SPEED Equation 6-18 p=gh[(GCpf) - (GCpi)] Mean Roof Height h 10.625 ft qh = 0.00256K�KzfKdV21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCPf = External Pressure Coefficients per Figure 6-10 GCO = Internal Pressure Coefficients per Figure 6-5 K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6-3) K20:= 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6-3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6-3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6-3) K40:= 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6-3) Kd := 0.85 Wind Directionality Factor (Table 6-4). v:= 110 Wind Speed per Hours (Figure 6-1). I:= 1.0 Important Factor (Table 6-1). *World of Designs & Engineers* Design by: B.T. URBALA DEVELOPMENTLLC 3/4/2022 PROJECT: 18-70E *World of Designs & Engineers* 3:06 PM 35109 Pacific Highway S Federal Way, WA 98003 SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: ROOF PLAN AREA EACH LEVEL: RI := 575ft2-S (Upper Roof Area) Weight of Structure at Each Level: Story Weight at Main level: S:= 1 S=1 /1.0 cos atanl 12 )) PLAN PERIMETER FOR EACH LEVEL: P1:= 2(25ft) + 2(23ft) (Main Floor) wl := 19.psf (R1) + 10-psf•9 ft-(PI) (weight of roof, and wall) Shear at each Level: F=1.0 for one-story building F=1.1 for two-story building F:= 1.0 F=1.2 for three-story building (F. SDS- W I VIE R VIE= 3196.781b Story Shear at Main Floor *World of Designs & Engineers* 9 Design by: B.T. URBALA DEVELOPMENTLLC 3/4/2022 PROJECT: 18-70E *World of Designs & Engineers* 3:05 PM 35109 Pacific Highway S Federal Way, WA 98003 WIND AT MAIN LEVEL ----(sides to sides) -------- WI (P15.1—P15.4)'5.625ft END ZONE WIND AT MAIN LEVEL --- ---- (sides to sides)-------- W 1 E= (P15.1 E— P 15.4E)' 5.625fr But not less than 10 psf over the projected vertical plane. W1 = 96.421bft I W1E= 121.31bff I *World of Designs & Engineers* 03 -----------a ----------- IL ------------------------------- ------------------------------ NV 1\ 1 N-WEST/ - VIr=W SCALE: 1/0 = V-C MAN Roof HT. 42-5-f 4o' _ �I•�5' 2 Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-10 CHAPTER 29, TABLE 29.3-1 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 110 mph WIND SPEED Equation 6-18 p=gh[(GCPf) - (GCPi)] Mean Roof Height h:= 41.25•ft ch = 0.00256K,KnKdv21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCPf = External Pressure Coefficients per Figure 6-10 GCPi = Internal Pressure Coefficients per Figure 6-5 K15 := 0.57 Velocity Pressure Exposure Coefficients at z < 15ft (Table 29.3-1) K20 0.62 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 29.3-1) K25 := 0.66 Velocity Pressure Exposure Coefficients at 2011 < z < 25ft (Table 29.3-1) K30:= 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 29.3-1) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 29.3-1) Kd:= 0.85 Wind Directionality Factor (Table 26.6-1). v:= 110 Wind Speed per Hours (Figure 26.5-1C). I := 1.0 Important Factor (Table 6-1). *World of Designs & Engineers* 22-02AE.mcd 3'S Design by: B.T. Urbala Property Development LLC. 3/4/2022 PROJECT: 22-02AE *World of Designs & Engineers* 3:04 PM 35109 Pacific Highway S Federal Way, WA 98003 Velocity Pressure ( q, ) Evaluated at Height z (Equation 6-15) ql5 := 0.00256-K15-Kd-v2 I q15 = 15.01 q20:= 0.00256 K20-Kd-v2.1 q20 = 16.32 q25 := 0.00256 K25•Kd v .I q25 = 17.38 q30:= 0.00256 K30.Kd•v2I q30 = 18.43 q40 := 0.00256.K40.Kd-v2.1 q40 = 20.01 Internal Pressure Coefficients (Figure 6-5) GCpi := .18 +/ The Intemal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. Extemal Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpfl := .56 GCpf2 := .21 GCpf3 := —.43 GCpf4 := —.37 GCpffE:= .69 GCpf2E := .27 GCpf3E := —.53 GCpf4E := —.48 *World of Designs & Engineers* 36 22-02AE. mcd Design by: B.T. Urbala Property Development LLC. 3/4/2022 PROJECT: 22-02AE *World of Designs & Engineers* 3:04 PM 35109 Pacific Highway S Federal Way, WA 98003 P15.1 := 915'(GCpfl)-psf P15.1 = 8.41bft 2 P15.1E:= 915'(GCpf1E)'Psf P15.1E = 10.361bf[ 2 P15.2:=915'(GCpf2)'Psf P15.2=3.15lbft2 P15.2E:=Ql5'(GCpf2E)'psf PI5.2E=4.0516f-2 P15.3:= 915'(GCpf3)'Psf P15.3 = -6.451bft 2 P15.3E = 915'(GCpf3E)'Psf P15.3E _ -7.951bft 2 P15.4 = 915'(GCpf4)'psf P15_4=-5.55lbfC2 P15.4E:= 915'(GCpf4E)'Psf P15.4E=-7.21bft.2 P20.1 := 920-(GCpfl)'Psf P20.1 = 9.14lbf[ 2 P20.IE := 920'(GCpf1E)'Psf P20.1E = 11.261bf[ 2 P20.2:= 920'(GCpf2)•psf P20.2 = 3.43lbft 2 P20.2E:= 920'(GCpf2E).psf P20.2E = 4.41lbft 2 P20.3=920'(GCpf3)'Psf P20.3=-7.021bfC2 P20.3E=920'(GCpf3E).psf P20.3E=-8.65lbfr2 P20.4 = 920'(GCpf4).psf P20.4 = -6.04lbfi 2 P20.4E = 920'(GCpf4E)'psf P20.4E _ -7.841b f -2 P25.1 = 925'(GCpfl)-psf P25.1 = 9.731bf-2 P25.IE = 925'(GCpfIE)'Psf P25.IE = 11.991bf-2 P25.2 = 925'(GCpf2)•psf P25.2 = 3.65lbft 2 P25.2E = 925'(GCpf2E)'Psf P25.2E = 4.69lb8 2 P25.3 := 925'(GCpfl).psf P25.3 = -7.471bft 2 P25.3E = 925'(GCpf3E)'psf P25.3E _ -9.211bft 2 P25.4:= 925'(GCpf4)'Psf P25.4 = -6.43Ib8 2 P25AE = 925'(GCpf4E)'Psf P25AE _ -8.34lb$ 2 P30.1 = 930'(GCpfl)-psf P30.1 = 10.321bft 2 P30.1E = 930'(GCpfIE).psf P30.1E = 12.721bft 2 P30.2 = 930'(GCpf2)'Psf P30.2=3.87lbf-2 P30.2E:= 930-(GCpf2E).psf P30.2E=4.981bft2 P30.3 = 930'(GCpf3)-psf P30.3 = -7.931bft 2 P30.3E ` 930'(GCpf3E)'Psf P30.3E _ -9.771b ft 2 P30.4 = 930'(GCpf4).psf P30.4 = -6.821b8 2 P30.4E = 430'(GCpf4E)'Psf P30.4E _ -8.85lbft 2 P40.1 = 940'(GCpfl)'Psf P40.1 = 11.211bft 2 P40.1E := 440'(GCpfIE)'Psf P40.1E = 13.81lbft 2 P40.2:= 940'(GCpf2).psf P40.2 = 4.21bf, 2 P40.2E:= 940'(GCpf2E).psf P40.2E = 5.41bft 2 P40.3 ` 940'(GCpf3).psf P40.3 = -8.61bft 2 P40.3E := 440'(GCpf3E)'Psf P40.3E _ -10.61lbft 2 P40.4:= 940'(GCpf4)'Psf P40.4 = -7.4lbfr 2 P40.4E := 940'(GCpf4E).psf P40.4E _ -9.611bf-2 *World of Designs & Engineers* 0 22-02AE.mcd Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE "World of Designs & Engineers"' 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 WINDAT 3RD LEVEL -----(Upper Level)-------- W3 (P25.1 - P25.4)'Oft + (P30.1 - P30.4)'5ft + (P40.1 - P40.4)' 10.ft END ZONE WIND AT 3RD LEVEL ------ (sides to sides)-------- W3E = (P25.1 E - P25.4E)'Oft + (P30.1E - P30AE)'5ft+ (P40.1E - P40.4E)' 10.ft WIND AT2ND LEVEL ----(all sides)-------- W2 (P20.1 - P20.4)'5ft + (P25.1 - P25.4)'5ft END ZONE WIND AT 2ND LEVEL ---- ---(all sides)------- W2E:= (NAE - P20.4E)'5ft + (P25.1E - P25.4E)'5ft WIND AT 1ST LEVEL -----(front to back)-------- W] = (P15.1 - P15.4)' 10ft END ZONE WIND AT 1ST LEVEL — ------ (front to back)------ W1E:= (P15.1—P15.4)'10ft But not less than 10 psf over the projected vertical plane. W3 = 271.8lb ft 1 W2 = 156.71 lbft 1 W1 = 139.571bft 1 W3E = 341.94lbft1 W2E= 197.16lbft1 W1E = 139.57lbft1 *World of Designs & Engineers* 22-02AE.mcd 0 h wil •GDC'2•Y Sskbt�S 11� PIANO w %ito skip-± 5Y tts�`i¢ r 5viko 14R7 �St7ab$�S 41/ kT �,l"vgv-T yQ h 45'nw41�Y a.S. 9 to b.g. ENtRY �MStl�.55, LN1STIy b' TYING f0 - `a DINING a 4b.5, SCr�L� , vy�"T'—o 03q Design by: B.T. URBALA DEVELOPMENTLLC 3/4/2022 PROJECT: 18-70E 'World of Designs & Engineers' 3:05 PM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line A: Step 1. Wind analysis on wall Wind loads per foot: WI = 96.421bft 1 WIE= 121.31bft 1 Distance between shear wall: Ll := 25•ft Shear wall panels: La := (3.5 + 10.5 + 6)ft La = 20 ft Percent full height sheathing: 10.ft Max Opening Height = Oft-Oin, Therefore C 1.00 10 fr per IBC Table 2305.3.8.2 (WI + W1E) Ll Wind Force: va:= 2 2 va= 68.04lbft 1 va=68.04lbft1 Wind loads perfoot La Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE= 3196.781b Assumed p ;= 1.0 Bldg Width in direction of Load: Lt:= 25 ft VIE L1 0.7p -•- E Seismic Force: Ea:= Lt 2 Ea= 55.941bft 1 e = 55.941bft 1 Seismic loads per foot La Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:- 9•ft Base Plate Nail Spacing (2003 NDS Table11N) La := 3.5ft OTM := va La Pt OTM = 2143.11 lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122-lb CD := 1.33 Z'N := ZN CD Z'N = 162.261b WR:= 0.6(19 psf) 4 fbLa+ 0.6•(10 psf) PbLa BP := ZZZN BP = 2.38 ft Per Nail va La DLRM:= WR - DLRM = 610.051bfr Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As 830.1b CD 1.6 ZB := As -CD ZB = 13281b HDFa :- OTM - 1iDFa = 438.02lb ZB'Co Co La L, As:= As= 19.52fr Per Bolt va Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: va _ 68.04lb ft 1 Ea = 55.941b ft 1 BP = 2.38 fr As = 19.52 fr HDFa = 438.021b NO HOLDOWN Co Co 16d @ 29" o.c. 5/8" AB. @ 19'-6" o.c. P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity = 242 plf *World of Designs & Engineers* Design by: B.T. URBALA DEVELOPMENTLLC 3/4/2022 PROJECT: 18-70E *World of Designs & Engineers* 3:05 PM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line B: Step 1. Wind analysis on wall Wind loads per foot: W1=96.42lbft- I W1S= 121.3lbft- I Distance between shear wall: Ll := 23-ft Shear wall panels: Lb := (3 + 6)ft Lb = 9 ft Percent full height sheathing: o 10 ft .100 " Max Opening Height = Oft-Oin, Therefore Cc:= 1.00 10-ft per IBC Table 2305.3.8.2 (WI + W1E) Ll Wind Force: vb:= 2 2 vb= 139.091bft 1 vb = 139.091b81 Wind loads per foot Lb Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 3196.78lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 23-ft VIE Ll 0 7p Lt 2 Eb Seismic Force: Eb:= Eb = 124.32lbft1 = 124.321bft I Seismic loads per foot Lb co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.0 ft Base Plate Nail Spacing (2003 NDS Table11N) Lb:= 3-ft OTM:= vb-Lb-Pt OTM = 3755.551bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 lb CD := 1.6 Z'N := ZN'CD Z'N = 195.21b WR:= 0.6(19.psf).11.5-ft•Lb+ 0.6-(10•psf) PbLb BP := ZIN BP = 1 4ft Per Nail vb Lb DLRM:= WR•— DLRM = 832.951bft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: AS := 830 Ib CD := 1.6 ZB := As CD ZB = 13281b HDFb := OTM — HDFb = 974.2lb ZB'Co Co -Lb As :_ As = 9.55 ft Per Bolt vb Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vb -I Eb -1 B = 1.4 ft — = 139.091bft cc = 124.321bft P As = 9.55 ft HDFb = 974.2lb Simpson LSTHD8RJ Co Co 16d @ 17" o.c. 5/8" AB. @ 9t.7" o.c. P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity = 242 plf '"World of Designs & Engineers* ,6 r Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacifc Highway S Federal Way, WA 98003 Shear wall line EEE: Step 1. Wind analysis on wall Wind loads per foot: W3 = 271.81b ft1 W3B = 341.941bft 1 Distance between shear wall: Ll := 35•ft Shear wall panels: Leee := (3 + 6 + 6)ft Leee = 15 ft Percent full height sheathing: oo ;_ (10•ft 100 % = 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 110 ft) per IBC Table 2305.3.8.2 (W3 + W3E) L1 Wind Force: veee = 2 2 veee = 358.02lbft 1 veee = 358.02lbft 1 Wind loads perfoot Leee Co Step 2. Seismic analysis on Wall Seismic Weight per level: V3B = 9900.01 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt:= 35•ft V3E Ll 0.7p•—•— Seismic Force: Eeee = 2 Eeee = 231 lbii 1 E eee - 231 lbf t1 Seismic loads per foot Leee C 0 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 12•ft Base Plate Nail Spacing (2003 NDS Table19N) 16d Common Nails & 1-1/2" Plate Hem -Fir Lem:= 3-ft OTM = veee•Leee'Pt OTM = 12888.61bft Dead Load Resisting Overturning: ZN := 122.1b CD := 1.33 Z'N = ZN CD Z'N = 162.26lb Z'N Per Nail WR:=0.6(19-psf)•18ft.Leee+0.6-(10-psf).POLeee Bp= Bp=0.45ft veee DLRM:= WR.Leee DLRM= 1247.4lbft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As:- 830 lb CD := 1.6 ZB := As.CD ZB = 13281b O A'DFeee _TM - DLRM1iDFeee = 3880.41b ZB'Co Co'1-eee As :_ As = 3.71 ft Per Bolt veee Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: veee -1 Eeee -1 B = 0.45 ft —=358.021bft—=2311bft p SIMPSON As = 3.71 ft HDFeee = 3880.41b MSA;,bfp Co Co 16d @ 5" o.c. 5/8" AB. @ 46' o.c. P1-4: 7116" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity= 494 plf Seismic Capacity = 353 plf *World of Designs & Engineers* 22-02AE.mcd Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line FFF: Step 1. Wind analysis on wall Wind loads per foot: W3 = 271.8 lb ft I W3E=341.941bft1 Distance between shear wall: Ll := 35•ft Shear wall panels: Lfff := (3.5 + 12)ft Lfff = 15.5 ft 10 fr �100 %= 100 Percent full height sheathing: %:_ Max Opening Height = Oft-Oin, Therefore Co:= 1.00 10 ft per IBC Table 2305.3.8.2 (W3 + W3E) Ll Wind Force: vfff := 2 2 vfff = 346.47lbft 1 vfff = 346.471bft 1 Wind loads per foot Lfff Co Step 2. Seismic analysis on wall Seismic Weight per level: V3E= 9900.01lb Assumed p := 1.0 Bldg Width in direction of Load: Lt:= 35•ft V3E Ll 0.7p•—•— Seismic Force: Efff:= Lt 2 Efff=223.55lbft 1 E fff—223.SSlbft- 1 Seismic loads per foot Lfff Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 12-ft Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1-1/2" Plate Hem -Fir Lfff := 3.5•ft OTM:— vfff Lfff 'Pt OTM = 14551.651bft Dead Load Resisting Overturning: ZN := 122 1b CD := 1.33 Z'N := ZN'CD Z'N = 162.261b Z1N Per Nail WR:=0.6(19psf)•18•ftLfff+0.6-(l0-psf)Pt.Lftf B = B —047ft P P vfff Lfff DLRM:= WR DLRM= 1697.8516ft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: AS := 830.1b CD := 1.6 ZB := AS'CD ZB = 13281b HDFfff := OTM — DLRM HDFfff = 3672.51 lb ZB'Co Co Lfff As := — As = 3.83 ft Per Bolt vfff Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vfff ] Efff 1 B = 0.47 ft — = 346.471bft = 223.55lbfr p As = 3.83 ft HDFfff = 3672.51 lb Simpson STHD14RJ Co Co 16d @ 6" o.c. 5/8" AB. @ 45" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 339 plf *World of Designs & Engineers* 0 22-02AE.mcd Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line DDD: Step 1. Wind analysis on wall Wind loads per foot: W3 = 271.8lbft I W3B = 341.941b8 I Distance between shear wall: Ll := 46.5-ft Shear wall panels: Lddd:_ (7.5 + 6)ft Lddd = 13.5 ft Percent full height sheathing: % = 10-ft 100 % = 100 10-ft (W3 + W3E) Ll Wind Force: vddd := 2 2 vddd = 528.5lb ft 1 Lddd Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vddd _ 528.51bft I Wind loads per foot Co Step 2. Seismic analysis on wall Seismic Weight per level: V3E= 9900.01lb Assumed p 1.0 Bldg Width in direction of Load: Lt:= 46.5•ft V3E LI Lt 0.7p��- E Seismic Force: Eddd - Lddd 2 Eddd = 256.67lbft I dd = 256.67lbft I Seismic loads per foot Co Step 3. Checkinq Overtumina Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt- 12.0ft Base Plate Nail Spacing (2003 NDS Table11N) Lddd 6-ft OTM := vddd-Lddd-Pt OTM = 38052.061bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122 Ib CD := 1.33 Z'N := ZN CD Z'N = 162.26lb WR = 0.6(19.psf)-1.6-ft•Lddd+ 0.6•(10•psf)•PbLddd Bp := 'N BP = 0.31 ft Per Nail DLRM := WR. Lddd DLRM = 1624.321b It 2 Holdown Force & Net Uplift: HDFddd:_ OTM - DLRM Co Lddd SteD 4. Shear Wall Summ Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir AS:= 830.1b HDFddd = 6071.291b As:= ZB'Co vddd CD := 1.6 ZB := AS CD ZB = 13281b As = 2.51 ft Per Bolt Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vddd 1 Eddd -1 = 528.51bft - = 256.67lbfr Bp = 0.31 ft As = 2.51 ft HDFddd = 6071.29lb Simpson Co Cc HDU11-SDS2.5 16d @ 4" o.c. 518" AB. @ 30" o.c. 131-3: 7116" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 pit *World of Uesigns� t& Engineers* 22-02AE.mcd SUB LEVEL 1- FLOOR PLAN E Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: W2 = 156.71 lb f I W2E = 197.16lb ft-I Distance between shear wall: Ll := 46.5•ft Shear wall panels: Ldd := (18.5 + 3)ft Ldd = 21.5 ft Percent full height sheathing: o:_ 100 /o 10 ft " = 100 9 9� /o Max Opening Height = Oft-Oin, Therefore Co:= 1.00 10•ft per IBC Table 2305.3.8.2 r (W2 + W2E) LI vddd Lddd + Wind Force: vdd:= 2 2 vdd = 523.19lbft- I vdd = 523.19lbf-1 Wind loads per foot Ldd Co Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 6692.681b Assumed p 1.0 Bldg Width in direction of Load: Lt := 46.5 ft V2E Ll Eddd'Lddd + 0.7p- Seismic Force: Edd:= Lt 2 Edd E 8 = 270.11lbI dd = 270.11 lbft I Seismic loads per foot Ldd Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.Oft Base Plate Nail Spacing (2003 NDS Table11N) Ldd:= 3-ft OTM:= vdd-Ldd-Pt OTM = 14126.021bfr 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122.11h CD := 1.33 Z'N := ZN'CD Z'N = 162.26lb WR:= 0.6(19•psf).1.6-ft-Ldd+ 0.6•(10-psf)•Pt•2•Ldd+ 0.6(12•psf)•0.67.ft•Ldd BP := Bp = 0.31 ft Per Nail vdd Lad DLRM:= WR DLRM= 589.79lbft Anchor Bolt Spacing (2003 NDS Table 11E1 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: AS:- 830 1b CD := 1.6 ZB := As' CD ZB = 13281b HDFdd := OTM - HDFdd = 4512.08 lb ZB'Co Co. Ldd dd As := As = 2.54 ft Per Bolt vdd Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vdd -I Edd -1 B = 0.31 ft - 523.19lbft - 270.111bfr p As = 2.54 ft HDFdd = 4512.08 lb Simpson = = HDU8-SDS2.5 Co Co 16d @ 4" o.c. 5/8" AB. @ 30" o.c. P1-3: 7/16" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity= 638 plf Seismic Capacity = 456 plf *World of Designs & Engineers* 22-02AE.mcd 0 Design by: B.T. Urbala Property Development LLC. 3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line EE: Step 1. Wind analysis on wall Wind loads per foot: W2 = 156.71lbft- Distance between shear wall: Ll := 35•ft Shear wall panels: Lee := (3 + 10.5 + 6.5)ft Lee = 20 ft Percent full height sheathing: %:= r 10•ft 100 % = 100 Max Opening Height = Oft-Oin, Therefore C�,:= 1.00 110 frJ per IBC Table 2305.3.8.2 W2 + W2E Ll veee•Leee + Wind Force: vee:= 2 2 vee=423.33lb ft- I vee=423.33lbft 1 Wind loads perfoot Lee Co Step 2. Seismic analysis on wall Seismic Weight per level: V2H = 6692,68lb Assumed p := 1.0 Bldg Width in direction of Load: Lt:= 35-ft V2E Ll Eeee'Leee + 0.7p. Seismic Force: Eee := Lt 2 Eee E = 290.37lbft 1 ee = 290.37lbft 1 Seismic loads per foot Lee Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.Oft Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1-1/2" Plate Hem -Fir Lee:= 3-ft OTM := vee•Lee•Pt OTM = 11429.931bft Dead Load Resisting Overturning: ZN := 122 Ib CD := 1.33 Z'N := ZN CD Z'N = 162.261b Z,N Per Nail WR:= 0.6(19•psf) 18 fr Lee + 0.6 (10 psf)-Pt•2•Lee + 0.6(12•psf)•8•ft•Lee Bp = Bp = 0.38 ft vee Lee DLRM:= WR. DLRM = 1668.61bft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 8301b CD := 1.6 Zg = As CD Zg = 13281b OTM — DLRM IIDFee := HDFee = 3253.781b ZB'Co Co Lee As = As = 3.14 ft Per Bolt vee Step 4. Shear all Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vee E = 423.33 lb ft 1 ee = 290.37lb 8 1 Bp = 0.38 fr Simpson As = 3.14 ft IIDFee = 3253.78 lb MST52 Co Co 16d @ 5" o.c. 5/8" AB. @ 38" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity= 494 plf Seismic Capacity = 353 plf *World of Designs & Engineers* 22-02AE.mcd CRAWL SPACE 1. 5' w CARD DECK FAMILY ROOM r PEDROOM1 W.I.C. SUB LEVEL 2- FLOOR PLAN SCBLt. 1/8°=t'—o" � t�o�ca sosl � Vvvus- qk-5 MSi•5 PL F4ott�t Nout' Design by: B.T. Urbala Property Development LLC. 3/1612022 PROJECT: 22-02AE *World of Designs & Engineers* 10:24 AM 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line E: Step 1 Wind analysis on wall Wind loads per foot: Wl = 139.571bft I Distance between shear wall: LI := 22 ft Shear wall panels: Le := (3 + 3.5 + 8)ft Le = 14.5 ft r 10 ft Max Opening Height = Oft-oin, Therefore Co:= 1.00 Percent full height sheathing: oo = 100 % = 100 110-ft/I per IBC Table 2305.3.8.2 (WI+WIE Ll vee•Lee + I — 2 2 ve = 689.79 lb ft I Ve=689.79lbft I Wind loads per foot Wind Force: ve:= Le Co Step 2 Seismic analysis on wall Seismic Weight per level: V1S= 6373.7lb Assumed p := 1.0 Bldg Width in direction of Load: Lt:= 22•ft VIE LI Ece-Lee + 0.7p.—•— E Seismic Farce: Ee:= Lt 2 Ee= 554.361bft 1 e = 554.361bft I Seismic loads perfoot Le Co Step 3 Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 8.O ft Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1-1/2" Plate Hem -Fir Le := 3-ft OTM := ve Le Pt OTM = 16554.9lb ft Dead Load Resisting Overturning: ZN := 122 1b CD := 1.33 Z'N := ZN CD Z'N = 162.26lb WR:=0.6(19•psf)•18•faLe+0.6•(l0-psf)•Pt•3•Le+[0.6(12psf)0.67-ft•Le]•2 Bp:= Ze Bp=0.24ft Per Nail L e DLRM:= WR• DLRM = 1614.82lbft Anchor Bolt Spacing (2003 NOS Table 11E ) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As:- 830-1b CD := 1.6 ZB := As'CD ZB = 13281b OTM - DLRM HDFe := HDFe = 4980.031b ZB'Co As := As = 1.93 ft Per Bolt Co Le ve Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: ve -1 Ee -1 B - 0.24 ft — = 689.791bft — = 554.361bft P As = 1.93 ft HDFe = 4980.031b Simpson HDU8SDS.2.5 Co Co 16d @ 3" o.c. 5/8" AB. @ 23" o.c. P1-2: 7/16" Sheathing w/ 8d nails @ 2" O.C. Wind Capacity = 863 plf Seismic Capacity = 595 plf *World of Designs & Engineers* P�'��Ya9�'iil'r