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2839 Structural Calcs i � STRUCTURAL CALCULATION Prepared By ACHOR, INC. *World of Designs & Engineers* 33919 9th Ave. S #102 Federal Way, WA 98003 Tel. (253) 835-1516 Fa�c. (253) 835-1528 (Job 12-14E) � , ��. �� __ �-�� , ��,��i � �,' / r ;�� , ` __ � -r�; I �\� ?; %Q �, _ � � � - -< � � ��-�/�/ i ��,� A:� �/, L r --- -, �-- - -- -�;� � � ��F'I�,E� - , � --- -----_- _- Prepared For Wind Speed = 85 mph, Exposure : "B" Plan 2839 Tahoma Terra, Lot #6 14436 98th Way SE Yelm, WA 98597 January 24, 2013 �CEIVED FEB 14 2013 gY: Design by : B.T. ACI1Or� �IIC. 1J24/2013 PROJECT : Plan 2839/2 3:09 PM *World of Designs& Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 BASIS OF DESIGN BUILDING CODE: 2009 Edition of the International Buiiding Code GRAVITY LOADS: Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. LATERAL LOAD CRITERIA: Wind Speed = 85 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. Ailowable Soil Bearing Pressure = 1,500 psf. DESIGN LOADS ROOF LIVE LOAD: 25.00 PSF (snow load) ROOF DEAD LOAD: Roofing 7.00 psf (15 psf= tile roof) 1/2" Plywood Sheating 2.00 psf Insulation 2.00 psf Trusses & 1/2" GWB 3.00 psf (6 psf= tile roof) Lighting, Mechanical, Electrical, Misc. 1.00 psf 15.00 PSF Total Dead Load FLOOR LIVE LOAD: 40.00 PSF (Reducible) FLOOR DEAD LOAD: Flooring 2.00 psf 3/4" Plywood Sheathing 3.00 psf Insulation 1.00 psf Floor Joists & Beams 5.00 psf Lighting, Mechanical, Electrical, Misc. 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* RUP2839.mcd � Design by: B.T. ACIIOr �I1C. 1/24/2013 PROJECT : Plan 2839/2 � 3:09 PM *World of Designs 8� Engineers'` 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 (uniess 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.OE BEAM & HEADER: Fb=2,900 PSI, Fv=290 PSI, Fc (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. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. 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. ENGINEERED I-JOISTS -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 3% OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* RUP2839.mcd �_ Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM *World of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 LATERAL ANALYSIS BASED ON 2009 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. 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 7-05 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 Desiqn Data: --Soils Site Class D(Assumed) --Seismic Design Category D�/D2 IE:= 1.0 For Seismic Use Group I occupancy (ASCE 7-05 Table 11.5-1) R:= 6.5 Light Framed Walls w/Wood Shear Panels (ASCE 7-05 Table 12.14-1) SS:= 1.222 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short-Period S�:= 0.466 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Fa:= 1.01 Site Coefficient based on Site Class & SS (ASCE 7-05 Table 11.4-1) F�:= 1.5 Site Coefficient based on Site Class & S� (ASCE 7-05 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= 1.23 ASCE 7-05 Eq. 11.4-2 Sml�= S1'Fv Sml = �� ASCE 7-05 Eq. 11.4-3 g 2 DS�= 3•Sms SDS= 0.82 ASCE 7-05 Eq. 11.4-4 g 2 D1 �= 3•Sml SD1 = 0.47 *World of Designs & Engineers* RUP2839.mcd � .Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM '"World of Designs � Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 �EISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: S:_ l 6 11 S— 1.12 cos� atanl 12�� ROOF PLAN AREA EACH LEVEL: PLAN PERIMETER FOR EACH LEVEL: R� := 1656ft2•S A1:=1655ft2; P�:= 2(36ft) + �(48ft) (Upper Roof Area) (Upper Floor area) (Upper Floor) R2:= S74ftZ.S P2:= 2(36ft)+ 2(48ft) +'2•(11.ft) (Lower Roof Area) (Main Floor) 1Neight of Structure at Each Level: Story Weight at tJpper level: w2':= 15�psf•�R��+'10•psf•8�ft•�PI�' (weight of roof, and wall} Story Weight at Main level: w1:= 15•psf•tR2� + 12psf•�Al�+ IO�psf•�10•ft•P2� (weight of lower roof, floor, & wali} Shear at each Level: F=1.0 for one-story building F=1.1 for two-story building F:= 1.1 F=1.2 for three-story building �F'SDS'µ'2� V2E�= R V2E= 5738.571b Story Shear at Upper Floor �F•SDS��W1�� E=6753.161b Story Shear at Main Floor UIE�= R *World of Designs � Engineers* RUP2839.mcd � , � Design by: B.T. �r24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM "World of Designs 8� Engineers* 35109 Pacific Highway,S Federal Way,WA 98003 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-05 SECTION 6.5 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 85 mph WIND SPEED Equation 6-18 p=qh[(GCPf) -(GCP�)] Mean Roof Height h:= 24'ft qh = 0.00256KZKZtKdv21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCpf= External Pressure Coefficients per Figure 6-10 GCP� = Internal Pressure Coefficients per Figure 6-5 K1�:= 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) K��:= 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:= 85 Wind Speed per Hours (Figure 6-1). I:= 1.0 I mportant Factor(Table 6-1}. *World of Designs & Engineers* RUP2839.mcd � , � Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM *World of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Velocity Pressure ( qZ) Evaluated at Height z (Equation 6-15) q�5:= 0.00256•K�g•Kd•v2�I q 15 = 11.01 Q20�= 0.00256•K20•Kd•v2•I q20= 11.01 q25:= 0.00256•K2g•Kd•v2•1 92g = 11.01 930�= 0.00256•K30•I{d•v2•I q30= 11.01 q40�= 0.00256•Kqp•Kd•v2•I qqp= 11.95 Internal Pressure Coefficients (Figure 6-5) GCp;:= .18 +/- The internal Pressures on Windward and Leeward Wails will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees)to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpt�:_ .56 GCpflg:= .69 GCp�:_ .21 GCP�E:_ .27 GCpt3:_ —.43 GCpf3E:_ —.53 GCpf4:= —.37 GCpf4E:= —.48 *World of Designs & Engineers* RUP2839.mcd �` , � Design by: B.T. ACIIOr� �IIC. 1/24/2013 PROJECT : Plan 2839/2 3:09 PM *Worid of Designs& Engineers" 35109 Pacific Highway, S Federal Way,WA 98003 P15.1 �= QIS�GCpfl�•Psf P15.1 = 6.161btt 2 p15.1E�= 915'�GCpf1E�'Psf PiS.IE = 7.591bft 2 P15.2�= Q15'�GCp��•psf P15.2 =2.31 lbft 2 P15.2E== 915'�GCpt2E�'Psf P15.2E =2.97(bft�2 P15.3�= 915'�GCpf3�'Psf PI5.3 =-4.73 Ibft 2 P15.3E�= 915'�GCpf3E�'Psf P15.3E _-5.83 Ibft 2 P15.4�= 915'�GCpf4�'Psf P15.4=-4.071bft 2 P15.4E�= 915'�GCpf4E�'Psf P15.4E _ -5.281bft�2 P20.1�= 920'�GCpfl�'psf P20.1 = 6.161bft 2 P20.IE-= Q20'�GCpf1E�'Psf P20.1E = 7.591bft 2 P20.2�= 920'�G�pf2��psf P20.2=2.31 ib ft 2 P20.2E�= 920'�GCpf2E�'Psf P20.2E =2.971b ft�2 P�0.3:= q?p•�GCp��•psf P20.3 =-4.731bft 2 P20.3E�= 420'�GCpf3E�'Psf P20.3E _ -5.831bft-2 P20.4�= 920'�GCpf4�'Psf P20.4=-4.071b ft z p20.4E�= 920'�GCpf4E�'Psf P20.4E _-5.28 lb ft 2 P25.1 �= 92S�GCpfl�'Psf P25.1 = 6.161bft 2 P25.IE�= 925'�GCpfiE�'Psf P25.1E = 7.591bft-2 P25.2�= Q25'�GCpt2�'psf P25.2=2.31 Ib ft 2 p25.2E�= 925'�GCpf2E��Psf P25.2E = 2.97 lb ft Z p25.3�= 925'�GCp��•psf P25.3 =-4.731bft 2 P25.3E�= 925'�GCpf3E��Psf P25.3E _ -5.83 lbft 2 P25.4�= Q2S�GCpf4��Psf P25.4=-4.071b ft 2 P25.4E�= 925'�CTCpf4E��Psf P25.4E _ -5.28 lb ft�2 P30.1�= 930'�GCpfl��psf P30.1 =6.161b$2 P30.1E�= 930'�GCpf1E�'Psf P30.1E = 7.591bft 2 p30.2�= 930'�GCpt2�'Psf P30.2= 2.31 Ib ft 2 P30.2E�= 930'�GCpf2E��Psf P30.2E - 2.971b ft 2 P30.3�= 930'�GCp��•psf P30.3 =-4•731bft 2 P30.3E�= Q30'�GCpf3E�'Psf P30.3E _-5.83 lbft 2 P30.4�= q30'�GCpf4�'psf P30.4=-4.071bft 2 P30.4E== 930'�GCpf4E�'Psf P30.4E _-5.281bft-2 P40.1�= G40'�CTCpfI��Psf p40.1 =6.691bft 2 P40.1E�= 440'�GCpf1E�'Psf P40.1E = 8241bft 2 P40.2�= 940'�GCpf2�'psf P40.2 =2.51 lb ft 2 P40.2E�= Q40'�GCpf2E�'Psf P40.2E = 3.231b ft 2 P40.3�= 940'�GCp��psf P40.3 =-5.14 lb ft 2 p40.3E�= 940'�GCpf3E�'Psf P40.3E _-6.33 lb ft 2 p40.4�= G40'�GCpf4�'Psf P40.4= -4.421b ft 2 P40.4E�= q40'�GCpf4E�'Psf P40.4E _ -5.74 Ib ft-2 *World of Designs 8� Engineers* RUP2839.mcd .� . � . i'-4' {p�-6• . p q� �,� cA&E fN0 TR1155 � � �� YFG'S TR O 24' O.C. �� . j� INSTALL PER S SPEC'S �� ,.� �_/is �/i�s �x �I i�, � ' � SNIPSOfi HU610 � HUNftR OR POCKET ' BFNI OPTIONII ' �� 6%8�+Y 6rB OF�_�_6�8 OF�P gx_—�— \ H y� CV N� 0y� W= �� x � � �X80F� � �; � 1 e, � � ; o; �, ,� RIOGE V N . . � . , - , �H I� N a O N q � � �Ix OVFaFaiuc . � (V� SIYPSON LGil �� . , ' llE GYAER y�� muss m w�u � s�urwH�cn �1 �� w/(a)ve eosr �z �c�ROCa taus m wru c�a�a ss w/(1)DCS rosr 6NB OF�P 6X8 OF�2— �%fP DF/1 � 'O.C. � N5T/U�I ---�-- �--�� — � 8I(B OF�2 SEE UPPFA FLOOR FNN,pNC PUN �� -0�� $� �Q 6%11 iRFUFD 6I(12 7RFAlEO J � 4FG'S MONO iRUS5E5 O 24' O.C. INSTALL PER MliF'S SPEC'S /WVI ��' �� , �- -- -------, i � * , � i i i � i i i i i i i � i i , i ; i � i i i i � � � ��— s¢eao�ra,wwc I PfAN FOR OEfA9S I � � � MFG'S TRUSSES � 24" O.C. �� I �� r INSTALL PER MGF'S SPEC'S � � � � I I � � � I � I i I I I i � I I � I I � I � 6M8�� I i -- ---- i sze oF s$am o�x��°Fl�N°FL I —��—— ——————��—— —' � Y x i t=7/9'rsi O 3-L6 POSf J-Tx6 POST � �1 � �� C7 Lj �n O � ' N ' �W �V k� o� 0� n' F.y �f1�/1 ' �= O7 n� ' ^� N N� c� s� �� '�v x� 1� � '� 1 �m � IM10 1 4�10�� 3_7 2��t_�L�� ——————————————1 � �i ----_—�}%BOFR1 —�� I ' 4-2v6 POST //� II i I I I � � �I I II � I I �I � I I f�-- SEE ROOf FPWING 1%10 Of 2 � i� i PUN F017 OEfNLS + (I � � I� �1 �� i I OPEN FOR �I o�� I !: STAIR FRAYING � � �I� �� I � �I° r I � 'I~ �� I I � ��-�� 3-1 2 X li-�8 LVl �� y fn�� I NI� �' p 4-2x6 POSf SIMpSpN XHU5725/1D I� ��a 1 I 3 I ^N FALE NOUNf HANGER � I� I � �I- 0 U �I� ��N � I �H �I �� I eo 3 ii j i i I j� �1 � I� I �� i il �1 �� zio or� � � :1 '�° y 4-Px6 POST �-Pv8 POST I �I I �_ �� J� I � ��L�+� �— i� 6%8 f 2 BI�P� _ 4%1,9-1 _ — —�� } 4 x I2 DFk2 ———— —_' I _—____ __—__ _'_ �� ______________� ____ J 4X12 DF�2 SPAN OVER TO WN15 `__--- -- — 4�-0'CANN£YER UNE ;�_' _—__--_ ' _.�_—__—_' _____________� NFG'S 11-7/E"TJI O 18' O.C. 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WINDOW HEADER General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined� Section Name 4x10 Center Span 6.00 ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. . . .Lu 0.00 ft Member Type Sawn Douglas Fir-�arch,No.2 Bm Wt.Added to Loads 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 Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 345.00#/ft LL 574.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio o.sss ; 1 Maximum Moment 4.2 k-ft Maximum Shear* 1.5 3.1 k Allowable 4.3 k-ft Allowable 6.7 k Max.Positive Moment 4.17 k-ft at 3.000 ft Shear: @ Left 2.78 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 O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.042 in Max. M allow 4.30 @ Right 0.000 in Reactions... fb 1,002.19 psi fv 95.79 psi Left DL 1.06 k Max 2.7g k Fb 1,035.00 psi Fv 207.00 psi Right DL 1.06 k Max 2.78 k Deflections - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.028 in -0.073 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,588.6 9�.54 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.042 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 -- , User:KW0605873,Ver 5.8.0,7-Dec-2003 General Timber Beam I, (c)1983-2003 ENERCALC Engineering Software 11-30e.ecw:CalCUlations n� mim Descnpt�on 2. Rear patio beam General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 5.125x10.5 Center Span 14.00 ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . . .Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .. .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500pcf E 1,700.Oksi Fuii Length Uniform Loads - Center DL 128.00#/ft LL 213.00 #!ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ift � Point Loads - Dead Load 7,800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 0.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=14.00ft,Beam Width=5.125in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio 0.569 : � Maximum Moment 10.7 k-ft Maximum Shear* 1.5 3.7 k Allowable 18.8 k-ft Allowable 12.s k Max.Positive Moment 10.71 k-ft at 6.216 ft Shear: @ Left 9.99 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.75 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.365in Max. M allow 1g,g3 @ Right O.00Oin Reactions... fb 1,364.98 psi fv 68.40 psi Left DL 8.50 k Max g.99 k Fb 2,400.00 psi Fv 240.00 psi Right DL 126 k Max 2.75 k � Deflections Center Span Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.243 in -0.462 in Deflection 0.000 in 0.000 in ...Location 6.608 ft 6.776 ft ...Length/Defl 0.0 0.0 ...Length/Defl 690.9 363.86 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in C Center 0.365 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i .� Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 ___ � User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam �i (c)1983-2003 ENERCALC Engineering Software 11-30e.ecw:Calculations Description 3. third cars garage header General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x12 Center Span 8.00 ft . . ...Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .. .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi WoodDensity 32.00Opcf E 1,600.Oksi , Full Length Uniform Loads - Center DL 188.00#/ft LL 313.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft,Beam Width=3.500in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio o.sas ; 1 Maximum Moment 4.1 k-ft Maximum Shear* 1.5 2.3 k Allowable 6.9 k-ft Allowable s.s k Max.Positive Moment 4.08 k-ft at 4.000 ft Shear: @ Left 2.04 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.04 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.041 in Max. M allow 6.92 @ Right O.00Oin Reactions... fb 662.84 psi fv 59.66 psi Left DL 0.79 k Max 2.04 k Fb 1,125.00 psi Fv 225.00 psi Right DL 0.79 k Max 2.04 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.027 in -0.071 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,517.9 1,357.84 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.041 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 � Title: Job# Dsgnr: Date: 226PM, 24 JAN 13 Description: Scope: Rev: 580000 - ____- I c)e9 3�03�ENERCALCE 9�Dea90Software General Timber Beam 17-30e.ecw:Calcu lations Description 4. COVER PORCH General Information Code Ref:1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6x12 Center Span 19.00 ft . . . . .Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft . . . .Lu 0.00 ft Beam Depth 11.500 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 W ood Density 32.500 pcf E 1,100.0 ksi Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=19.00ft,Beam Width=5.500in x Depth=11.5in,Ends are Pin-Pin Max Stress Ratio 0.��3 ; 1 Maximum Moment s.� k-n Maximum Shear* 1.5 1.7 k Allowable 7.8 k-ft Allowable ioz k Max.Positive Moment 6.06 k-ft at 9.500 ft Shear: @ Left 1.28 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.28 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.340in Max.M allow 7,84 @ Right O.00Oin Reactions... fb 599.77 psi fv 27.35 psi Left DL 0.56 k Max 1.2g k Fb 776.25 psi Fv 161.00 psi Right DL 0.56 k Max 1.28 k Deflections � Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0227 in -0.513 in Deflection 0.000 in 0.000 in ...Location 9.500 ft 9.500 ft ...Length/Defl 0.0 0.0 ...LengthlDefl 1,005.9 444.04 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.340 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ,� Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 User:KW-p605873,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 11-30e.ecw:Calculations Description 5. WINDOW HEADER General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 3.00 ft ... . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.250in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 555.00#/ft LL 975.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio o.as2 : 1 Maximum Moment 1.7 k-ft Maximum Shear* 1.5 1.7 k Allowable 3.7 k-ft Allowable 5.8 k Max.Positive Moment 1.73 k-ft at 1.500 ft Shear: @ Left 2.31 k Max.Negative Moment 0.00 k-ft at 3.000 ft @ Right 2.31 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ RightSupport 0.00 k-ft @ Center 0.004in Max.M allow 3.74 @ Right O.00Oin Reactions... fb 415.81 psi fv 52.14 psi Left DL 0.84 k Max 2.31 k Fb 900.00 psi Fv 180.00 psi Right DL 0.84 k Max 2.31 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 1.500 ft 1.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 12,974.9 4,745.89 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 4 "' � Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 -- _� User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)7983-2003 ENERCALC Engineering Software 11-30e.ecw:Calculations IIA� Description 6. UPPER FLOOR BEAM OVER DINING ROOM �General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name Parallam 7.Ox11-7/8 Center Span 13.50 ft . . . .Lu 0.00 ft Beam Width 7.00Oin LeftCantilever ft .. .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan,Parallam 2.OE Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500pcf E 2,0OO.Oksi r-- ; Full Length Uniform Loads Center DL 555.00#/ft LL 975.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=13.50ft,Beam Width=7.00Oin x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio o.ss� ; � Maximum Moment 35.3 k-ft Maximum Shear* 1.5 13.4 k Allowable 39.8 k-ft Allowabie 24.1 k Max.Positive Moment 35.28 k-ft at 6.750 ft Shear: C� Left 10.45 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 10.45 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.329in Max.M allow 39.76 C� Right O.00Oin Reactions... fb 2,573.53 psi fv 161.48 psi Left DL 3.87 k Max 10.45 k Fb 2,900.00 psi Fv 290.00 psi Right DL 3.87 k Max 10.45 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.219 in -0.592 in Deflection 0.000 in 0.000 in ...Location 6.750 ft 6.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 738.1 273.45 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.329 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in '� Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev 580000 - ---- User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 11•30e.ecw:Calculations Description 7. UPPER FLOOR BEAM OVER HALLWAY � General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name MicroLam:3.5x11.875 Center Span 13.50 ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ..Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ... . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan,MicroLam 1.9 E Bm Wt.Added to Loads Fb Base Aliow 2,600.0 psi Load Dur.Factor 1.000 � Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Ailow 750.0 psi Wood Density 32.500pcf E 1,900.Oksi Full Length Uniform Loads -' Center DL 240.00#/ft LL 500.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=13.50ft,Beam Width=3.500in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio o.s5s ; 1 Maximum Moment 17.1 k-ft Maximum Shear* 1.5 6.5 k Allowable 17.8 k-ft Allowable 11.8 k Max.Positive Moment 17.07 k-ft at 6.750 ft Shear: @ Left 5.06 k Max.Negative Moment 0.00 k-ft at 13.500 ft @ Right 5.06 k Max C� Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.301 in Max.M allow 17.g2 @ Right O.00Oin Reactions... fb 2,490.44 psi fv 156.27 psi Left DL 1.68 k Max 5.06 k Fb 2,600.00 psi Fv 285.00 psi Right DL 1.68 k Max 5.06 k Deflections - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.201 in -0.603 in Deflection 0.000 in 0.000 in ...Location 6.750 ft 6.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 806.7 268.44 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.301 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 ___ User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 11-30e eCw'CalCUlatiOns � Description 8. UPPER FLOOR BEAM OVER GARAGE General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name Parallam 7.Ox11-7/8 Center Span 19.50 ft . . .Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft . .. .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan,Parallam 2.OE Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi WoodDensity 32.500pcf E 2,0OO.Oksi Fuil Length Uniform Loads - Center DL 126.00#/ft LL 420.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=19.50ft,Beam Width=7.00Oin x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio o.s�5 ; 1 Maximum Moment 26.8 k-ft Maximum Shear* 1.5 7.5 k Allowable 39.8 k-ft Allowab�e 24.1 k Max.Positive Moment 26.84 k-ft at 9.750 ft Shear: @ Left 5.51 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 5.51 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.362in Max. M allow 39.76 @ Right O.00Oin Reactions... fb 1,957.99 psi fv 89.82 psi Left DL 1.41 k Max 5.51 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.41 k Max 5.51 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.241 in -0.940 in Deflection 0.000 in 0.000 in ...Location 9.750 ft 9.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 970.7 248.82 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.362 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� Title: Job# Dsgnr: Date: 11:28AM, 25 JAN 13 Description: Scope: Rev: 580000 - � User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1963-2003 ENERCALC Engineering Software 11-30e.ecw:Calculations Descr�ption 9. third car garage beam support#8 General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name Prllm:5.25x11.875 Center Span 15.00 ft .. . . .Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . .. ..Lu 0.00 ft Member Type Truss Joist-MacMillan,Parallam 2.OE Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur.Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 136.00#/ft LL 103.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever Dl #/ft LL #/ft Point Loads -� Dead Load 5,506.OIbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 7.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=15.00ft,Beam Width=5.250in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.745 ; 1 Maximum Moment 27.8 k-ft Maximum Shear* 1.5 6.6 k Allowable 37.3 k-ft Allowable 22.s k Max.Positive Moment 27.76 k-ft at 7.500 ft Shear: � Left 4.65 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.65 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max C� Right Support 0.00 k-ft @ Center 0.860in Max.M allow g7.27 @ Right O.00Oin Reactions... fb 2,699.67 psi fv 106.03 psi Left DL 3.88 k Max 4.65 k Fb 3,625.00 psi Fv 362.50 psi Right DL 3.88 k Max 4.65 k Deflections - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.573 in -0.653 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 314.1 275.60 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.860 in ...Length/Defl 0.0 0.0 � Left 0.000 in @ Right 0.000 in �� Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 User:KW-0605873,Ver 5.S.d,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 11-30e.ecwCalculations -� Description 10. GARAGE DOOR HEADER SUPPORT GIRDER General Information ---- Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6.75x19.5 Center Span 19.50 ft . .. ..Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 19.500 in Right Cantilever ft . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Ailow 650.0 psi Wood Density 32.500 pcf E 1,700.0 ksi �Trapezoidal Loads -- -� #1 DL @ Left 207.00 #/ft LL @ Left 275.00 #/ft Start Loc 0.000 ft DL� Right 207.00 #/ft LL @ Right 275.00 #/ft End Loc 1.500 ft #2 DL @ Left 523.00 #/ft LL @ Left 832.00 #/ft Start Loc 1.500 ft DL @ Right 523.00 #/ft LL C Right 832.00 #/ft End Loc 19.500 ft Point Loads - - , Dead Load 7,800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs ibs Ibs ...distance 1.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=19.50ft,Beam Width=6.750in x Depth=19.5in,Ends are Pin-Pin Max Stress Ratio o.ss2 ; 1 Maximum Moment 71.3 k-ft Maximum Shear* 1.5 17.8 k Allowable 79.9 k-ft Allowable 31.6 k Max. Positive Moment 71.28 k-ft at 9.360 ft Shear: @ Left 19.44 k Max.Negative Moment -0.00 k-ft at 19.500 ft @ Right 14.05 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.479in Max.M allow 79.88 CD Right O.00Oin Reactions... fb 1,999.65 psi fv 135.50 psi Left DL 12.13 k Max 19.44 k Fb 2,240.70 psi Fv 240.00 psi Right DL 5.97 k Max 14.05 k �Deflections Center Span Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.319 in -0.697 in Deflection 0.000 in 0.000 in ...Location 9.438 ft 9.594 ft ...Length/Defl 0.0 0.0 ...Length/Defl 733.4 335.73 Camber(using 1.5*D.L.Defi)... Right Cantilever... Deflection @ Center 0.479 in 0.000 in 0.000 in ...Length/Defl p,p @ Left 0.000 in 0.0 C� Right 0.000 in 2I Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: Rev: 580000 --- User:KW-0605873,Ver5.8.0,t-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 11-30e.ecw:Calculations Description 11. UPPER FLOOR BEAM OVER HALLWAY General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 6.00 ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads � � Center DL 174.00#/ft LL 580.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #Ift LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.915 ; � Maximum Moment 3.4 k-ft Maximum Shear* 1.5 2.5 k Allowable 3.7 k-ft Allowable 5.8 k Max.Positive Moment 3.43 k-ft at 3.000 ft Shear: C� Left 2.28 k Max.Negative Moment 0.00 k-ft at 6.000 ft C Right 2.28 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.021 in Max.M aliow 3,74 @ Right O.00Oin Reactions... fb 823.67 psi fv 78.73 psi Left DL 0.54 k Max 2.2g k Fb 900.00 psi Fv 180.00 psi Right DL 0.54 k Max 2.28 k L Deflections -- Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.060 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 5,030.1 1,197.92 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.021 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in '�� Title: Job# Dsgnr: Date: 226PM, 24 JAN 13 Description: Scope: Rev: 580000 User:KW-0605873,Ver 5.8.0,1-Dec•2003 General Timber Beam (c)�983-2003 ENERCA�C Engineering Software 17-30e.eCw:Caiculations Description 12. FOUNDATION BEAM ITH BEARING WALL ABOVE General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 4.50 ft ... . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500pcf E 1,600.Oksi Full Length Uniform Loads Center DL 343.00#/ft LL 840.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever D� #/ft LL #/ft Summary Beam Design OK Span=4.50ft, Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio o.ao5 ; � Maximum Moment 3.0 k-ft Maximum Shear* 1.5 2.� k Allowable 3.� k-n Allowable 5.8 k Max.Positive Moment 3.01 k-ft at 2.250 ft Shear: C� Left 2.68 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.68 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft C Center 0.013 in Max.M allow 3.74 @ Right O.00Oin Reactions... fb 724.39 psi fv 82.39 psi Left DL 0.79 k Max 2.68 k Fb 900.00 psi Fv 180.00 psi Right DL 0.79 k Max 2.68 k Deflections -- Center Span... Dead Load Total Load Left Cantilever... Dead Load Total l.oad Deflection -0.009 in -0.030 in Deflection 0.000 in 0.000 in ...Location 2250 ft 2.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 6,171.0 1,816.12 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.013 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in G--� � Title: Job# Dsgnr: Date: 2:26PM, 24 JAN 13 Description: Scope: � Rev: 580000 ----"- User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 11-30e.eCw:CalCUlations � Description 13. FOUNDATION BEAM WITHOUT BEARING WALL ABOVE ; General Information Code Ref:1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 6.00 ft .. . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi WoodDensity 32.500pcf E 1,600.Oksi � Full Length Uniform Loads Center DL 216.00#/ft LL 420.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio o.��s ; 1 Maximum Moment 2.9 k-ft Maximum Shear* 1.5 2.2 k Allowable 3.7 k-ft Allowable 5.8 k Max.Positive Moment 2.89 k-ft at 3.000 ft Shear: @ Left 1.93 k Max. Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.93 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.026in Max.M allow 3.74 @ Right O.00Oin Reactions... fb 696.00 psi fv 66.53 psi Left DL 0.67 k Max �.g3 k Fb 900.00 psi Fv 180.00 psi Right DL 0.67 k Max 1.93 k Deflections - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.018 in -0.051 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,084.0 1,417.65 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.026 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in V�� FK:;.,l'�l. ,.��;^ ~'�: ...:i!$i:i: �''T:�': 1;M `�•w � • {ea .... 45 YR.CRGJITEC7L'R4L ...,. .-•.--. ..y,�<,. f;,��.�''a;,•u::�.::::,,,. COf1P051T�ON RLOFNG .;a... .. , --� _.. 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'. •...•-. , . . .�' � i . ;,�.Vi� Fi�ONT �L�V,4TIC?N vs^_r._n^ NOTE��DDRE56 OR NOUSE•TO f SE P;6?BO�PL,a1Nt.7 v151g�F pRpM STFE£T F�.1pN7.:GE I��N4Z�Ub� t�r, -z�.� -� �9 .5 r ,Z � � � t. � . - _ _ � . . 2� �� _ �� .� --- �-- ��T �� ►r�� C��l r�,� � �� ..._._ _ upp`�„ �crrn � _ �6` x 4b� _ l6�6 S.�c. _ __ ._ _ La�w� �o-c� � --��--� ?��- _- �� . . . , +��. �t,o�t�=" 3 6 x �b' � tb r6 �-Q E . . - -� � c ► Z�d.� ;�g,c � � � �q .s c� ii=`=`'� '`� � � e�� %� , 2 B "- �¢ � � ��fi� � � � `�`��' i��( ��s°:►�-a�� „ . . -----._ .. . ...----�-: -:. ::-- r ;. :. _ _ ti .,. --- ... . .. ......,..,...... . ..�,_."._ . -� ... �M� ..�. ..ti.• ��'`�titi �i� L:?}�.� ti ' .fti,,. Y�':�. 1�y+i��,f.ti`• �y�.� ti'�iti`.,• ' :i`. ��{��;} .},�2ti,{': �'{ti,. fy. K . 'i��r�� '. •;r:i 'i;�,�{}i�� ,%ti;{�.;'. _- :;�%, ;=s�;• :''r,:;� - _ -- :;., :.`-:- " - }i :ti%: ti:,��.;:- , .. --- . ��_,r'". ,.:.a:.'^�.,, r � .....--•.. ..�+'..t:°t°��• . `.. �`�"'',. .�.. _ `•• � � , ��_ "-- •�T�' �~� :.... � :•. :.:. 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'� } h .. .._ . ... . ... .................. �.... f�� Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM *Worid of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 WIND AT UPPER LEVEL-----(sides to sides)------ W] �_ �P20.1 — P20.4�'Sft+ �P25.1 —P25.4�'Sft END ZONE WIND AT UPPER LEVEL----(sides to sides)---- W1E�= �P20.1E - P20.4E�'Sft+ �P25.1E - P25.4E�'Sft WIND AT UPPER LEVEL--(front to back)---- W3�_ �P20.1 - P20.4�'Sft+ �P25.2 - P25.3�'Sft+ �P30.2-P30.3�'3.Sft END ZONE WIND AT UPPER LEVEL-----(front to back)----- W3E�= �P20.1E - P20.4E�'Sft+ �P25.2E - P25.3E�'Sft+ �P30.2E -P30.3E�'3.Sft WIND AT MAIN LEVEL------(all sides}----- W2�_ �P15.1 - p15.4�'lOft END ZONE WIND AT ROOF LEVEL-------(all sides)----- W2E�= �P15.1E -P15.4E�'lOft But not less than 10 psf over the projec#+�d verticaF plane.`' W1 = 102.35Ibft-1 W1E= 128'.76tbft 1 W2= l 02.351b ft 1 W2E_ ]28.761b ft-� W3:= lapsf•13.5•ft W3 = 1351bft�1 W3E= 139'21tb'ft I *World of Designs � Engineers* RUP2839.mcd �� . � r �� MST37 LOWER FLOOR LINE MST37 r , u S �- - - - - � CC � �q � BEDRM M-BATH � MAS �� l � � UTILITY LOFT W•I.C. r- - - � � � � t � �� BATH BEDRM u` BONUS _ 3L - - , - - - � � ��, � MSTC28 �MSTC28 MSTC28 LOWER FLOOR LINE UPPER FLOOR SHEAR WALL 2� Design by: B.T. ACI�Or �1�C. 1/24/2013 PROJECT : Plan 2839/2 � 3:09 PM *Worid of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Shear wall line AA: Step 1. Wind analvsis on wall Wind loads per foot: W3 - 1351bft I W3�= 13921 lbft 1 Distance between shearwall: L1:= 36ft Shear wall pane�s: Laa:= (27.5 + i4)ft Laa=41.5 ft �iaft� Max Opening Height= Oft-Oin, Therefore Co:= 1.00 Percent full height sheathing: %:= 100 %= 100 la ft� per I BC Table 2305,3.8.2 '�W3+ W3E� L1 Wind ForCe: vaa;= 2 2 vaa= 59.471bft 1 vaa _ 59.471bft � Wind loads per foot Laa Co Step 2. Seismic analvsis on wall Seismic Weight per level: V2E= 5738.57Ib Assumed p;_ l,p Bldg Width in direction of Load: Lt:= 36•ft �2E Li 0.7p..�.— Seismic Force: E Lt 2 '1 E� -1 �� Laa ' E�=48.41b ft — =48.41b ft Seismic loads per foot Co Step 3. Checkina Overturninq Moment & Holdown on Wall Overturninp Moment on Wall: Plate Height: Pt:- 9.4ft Base Plate Nail Spacinq (2003 NDS Table11N) Laa.= 14ft OTM:- vaa•L�Pt OTM= 74931bft 16d Common Nails �1-1/2" Plate Hem-Fir Dead �oad Resistinq Overtumina' ZN:= 122•lb CD:= 1.33 Z'N:= ZN•CD Z'N = 162.261b Z'N Per Nail WR:= 0.6(1S•psf)•2•ft•L�+ 0.6(lapsf)•Pt•I,� Bp:= — Bp=2.73 ft vaa L� DLRM:= WR•2 DLRM= 70561bft Anchor Bolt Spacinq (2003 NDS Table 11E1 5/8" Dia. Bolt(6" Embed)8� 1-1/2" Plate Hem-Fir Holdown Force& Net Uqlift: AS:= 830•lb Cp:= 1.6 Zg:= AS Cp Zg = 13281b OTM-DLRM HDFaa:= HDFaa=31.21 Ib ZB•Co Co�L� As:= As= 22.33ft Per Bolt vaa St@p 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Spacina A.B. Spacin,g Holdown Force: Holdown Types: vaa -1 Eaa -t B = 2.73 ft As= 22.33 ft HDFaa= 31.21 Ib No Holdown — = 59.471b ft — =48.4]b ft p Co Co 16d� 16"b.C• 5/8"A.B. @ 72°o.c. P1-6: 7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf �`World of Designs � Engineers* RUP2839.mcd Z.� Design by: B.T. ACI�OP �1�C. 1/24/2013 PROJECT : Plan 2839/2 ' 3:09 PM *World of Designs 8� Engineers" 35109 Pacific Highway, S Federal Way,WA 98003 Shear wall line BB: Stea 1._Wind analysis on wall Wind loads per foot: W3 = 1351b'ft 1 WgE= 139.211bft i Distance between shearwall: L1:- 36•ft Shear wall panels: Lbb;= (19+ 25)ft Lbb=44ft laftl Max Opening,Height = Oft-Oin, Therefore Co:= 1.00 Percent full height sheathing: %:, 100 %= 100 l a ft� per I BC Table 23Q5.3':8.2 �W3 + W3E� Ll Wind Force: vbb:= 2 2 vbb = 56.091bft � vbb _ 56.0916ft 1 Wind loads per foot Lbb Co Step 2. Seismic analvsis on wall Seismic Weight per level: V2E=5738.571b Assumed p;= l,p' Bldg Width in direction of Load: Lt:= 3Cr ft ' ' V2E Lt 0.7p•—•— Seismic Force: g Lt 2 E bb�= �bb Ebb=45.65tbft I bb = 45.651bft� Seismic loads per foot Co Step 3. Checkinq Overturninq Moment& Holdown on Wall Overturninp Moment on Wall: Plate Height: Pt;- 9.Oft Base Plate Nail Spacinq (2003 NDS Table11N) Lbb:= 19•ft OTM:= vbb•Lbb•Pt OTM= 9591.281bft 16d Common Nails 8� 1-1/2" Plate Hem-Fir Dead Load ResistinqOverturninq: ZN:= 122•lb CD:= 1.6 Z'JV:= ZN•Cp Z'N = 195.21b WR:= 0.6(15•psf)•2ft•Lbb+ O.Cr(lapsf)•Pt•Lbb B := Z'N B = 3.48ft Per Nail P vbb p DLRM:= WR• Lbb DLRM= 129961bft Anchor Bolt Spacinq (2003 NDS Table 11E) 2 5/8" Dia. Bolt(6" Embed)� 1-112" Plate Hem-Fir Holdown Force & Net Uplift: AS:= 830•lb Cp:= 1.6 ZB:= AS CD Zg = 13281b OTM - DLRM HDFbb:= HDFbb=-179.21b ZB'Co Co Lbb As:= As= 23.68ft Per Bolt vbb Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Spacinp A.B. Spacinq Holdown Force: Holdown Types: -1 B = 3.48 ft As= 23.68 ft HDFbb=-179.21b No Holdown vbb = 56.09 Ib ft 1 Ebb =45.65 lb ft p Co Co 16d {,a7 16''o.c. 5/8"A.B. @ 72"o.c. P1-6: 7/'�6" Sheathing w/ 8d nails @ 6"'O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf *World of Designs & Engineers* RUP2839.mcd � � �I Design by: B.T. ACIIOr ��1C. 3/09/PM 3 PROJECT : Plan 2839/2 *y�orld of Designs 8� Engineers* 35109 Pacific Highway,S Federal Way,WA 98003 Shear wall line CC: Step 1. Wind analvsis on wall Wind loads per foot: W1 - 102.3'S}bft � 'W�E=;128.7&Ibft I ' Distance between shearwall: L1:='48•ft Shear wall panels: Lcc:= (4 + 5.5+ 4.5)ft Lcc= 14 ft Lccs:= �4(91+ 4.5+ S.S�ft Lccs = 13.56 ft � / Percent fuli hei ht sheathin (14ft1 Max Opening Height = 4ft-6in, Therefore Co:= 0.73 9 9� %:_ � 100 %=48.28 \29�� per I BC'Table 2305 3.8 2 �W1 + �1E� L1 Wind Force: vcc:= 2' 2 vcc= 198.091bft 1 vcc _ 2�1.361bft 1 Wind loads per foot Lcc Co Step 2._Seismic analvsis on wall Seismic Weight per level: V2B=5738.571b Assumed p:_ 1.0 Bldg Width in direction of Load: Lt:= 4&ft W2E Ll 0.7p•-.- Lt 2 E Seismic Force: E��:= Ecc = 148.171bft 1 cc =202.971bft � Seismic loads per foot Lccs Co Stea 3. Checkinp Overturninp Moment & Holdown on Wall Overturning Moment on 29ft Wall: Plate Height: Pt:= 9;4ft Base Plate Nail Spacinq (2003 NDS Table11N) L��:= 14ft OTM:- vcc•L��•Pt OTM = 24959.61 lbft 16d Common Nails & 1-1/2" Plate Hem-Fir Dead Load Resistinq Overtumina� ZN:= 122•lb CD:= 133 Z'J�:= Z�;•CD Z'N = 162.261b WR:= 0.6(15•psf)�22•ft•L��+ 0.6(lapsf)•Pt-�,cc Bp:= Z,N Bp= 0.82ft Per Nail vcc DLRM:= W Lcc R�2 DLRM= 246961bft Anchor Bolt Suacinq (2003 NDS Table 11E) 5/8" Dia. Bolt(6" Embed)� 1-1/2" Plate Hem-Fir Holdown Force& Net Uplift: AS:= 830•Ib CD:= 1.6 Zg:= AS CD ZB = 1328 Ib OTM -DLRM HDFcc:= HDFcc=25.79 lb ZB'Co Co L�� As:= As= 4.89ft Per Bolt vcc Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Spacing A.B. Spacinq Holdown Force: Holdown Tvqes: vcc -] Ecc -1 B =0.82 ft As= 4.89 ft HDFcc=25.791b No Holdown - = 271.361b ft - -202.97 lb ft p Co Co 16d @ g•• o.c. 5l8"A.B: @ 54"o.c. P1-6: 7/16" Sheathing w/8d nails @ 6° O.G. -- Wind Capacity= 339 plf Seismic Capacity= 242 plf *World of Designs � Engineers* RUP2839.mcd � �' 'Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM *World of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Shear wall line DD: Step 1. Wind analvsis on wall Wind loads perfoot: W� _ ]02.351bft�1 ,W1E= 128.76Ibft 1 Distance between shear waiL L1:= 48-ft Shear wall panels: Ldd:= (5.5•2 + 3.5 + 3 + 4)ft Ldd=21.5 ft Ldds:= �5.5•2 + 3.5�912+ 3�91+ 4I � }lft Ldds = 22ft / l � /J 10.5•ftl Max Opening Height = 4ft-6in, Therefore Co:= 0.75 Percent full height sheathing: %;_ � 1�ft )100 %-55.26 per I BG Table 2305.3.8.2 �W� + W1E� L,1 ' Wind Force: vdd:= 2 2 vdd = 128.991bft 1 vdd = 171.991bft 1 Wind loads per foot Ldd Co Step 2. Seismic analvsis on wall Seismic Weight per IeveL V2B=5738.571b Assumed p:- i.� Bldg Width in direction of Load: Lt:= 48•ft V2E L1 0.7p•-•- Seismic Force: Edd;= L dts 2 Edd= 91.31bft 1 C d = 121.731bft 1 Seismic loads per foot 0 Step 3. Checkina Overturnina Moment & Holdown on Wall Overtuminq Moment on 19ft Wall: Plate Height: Pt:- 9.4ft Base Plate Nail Spacinq (2003 NDS Table11N) Ldd:= 10.5•ft OTM:= vdd•Ldd•Pt OTM= 12189.581b ft 16d Common Nails 8 1-1/2" Plate Hem-Fir Dead Load ResistinA Overtuminq� ZN:= 122•lb CD:= 1.33 Z'N:= ZN•CD Z'N = 162.261b Z�N Per Nail WR:= 0.6(15•psf)•23•ft�Ldd+ 0.6(10•psf)•Pt•Ldd B :_ - B = 1.26ft P vdd p DLRM:= Wk• Lad DLRM= 14387.631bft Anchor Bolt Spacinq (2003 NDS Table 11E) 2 5/8" Dia. Bolt(6" Embed) 8� 1-1/2" Plate Hem-Fir Holdown Force & Net Uplift� AS:= 830•lb CD:= 1.6 Zg:= AS Cp Zg = 13281b OTM - DLRM HDFdd:= HDFdd=-279.121b Zg•C� Co Ldd As:= As= 7.72ft Per Bolt vdd Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailina Spacinq A.B. Sqacina Holdown Force: Holdown Tvpes: vdd -I Edd -1 B = 1.26 ft As= 7.72 ft HDFdd=-279.12 Ib no holdown = 171.99 Ib ft - = 121.731b ft p Co Co 16d @ '!2" o.c. 5/8"A.B. @ T2" o.c. P1-6: 7116" Sheathing w! 8d'nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf *World of Designs & Engineers* RUP2839.mcd �� . � /\ V J � U �� STHD10RJ STHDIORJ � � 3. 3. ► � �7i ¢Z THDI�RJ � , UPPER FLOOR LINE a�� z, �`,�a (� ' DINING , a�-� I G AT (� 7 � � �' l�4 �C/ �' KITCHEN � r � � Lf; � BATH � Z ?� 1 i w n , z � I J I I I I � �o, � I o � i I� � �- -- -- I� I�' t GARAGE I� I ZZ I� ENTRY � � � STUDY � � f ��- — — — � � t _ _ UPPER FLOOR LINE � � � STHDIORJ STHD14 STHD14 MAIN FLOOR SHEAR WALL �� ,Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM *World of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Shear wall line A: Step 1. Wind analvsis on wall Wind loads per foot: W2- 102.351bfr � WZg= 128J61bft 1 ', Distance between shear wall: L1:= 3Cr'ft Shear wall panels: T,a:={3.5•2 + 10.5 + 4.5+ 4)ft La= 26 ft Las:= 3.5 ��2 + iQ.S + 4.5 9 I+ 4 g �ft Las = 22.65 ft C C�o) �10) C10�J 22.5•ftl Max 4pening Height= Zft-Oin, Therefore Co:= 1.00 Percent full height sheathing: %:= 100 %= 76.2'7 29.5•ft� per I BC Tab1e 2305.3.8.2 �W2+ W2E� LI vaa•Laa+ - Wind Force: va:= 2 2 va= 174.921bft 1 va = 174.921bft � Wind loads perfoot La Co Step 2. Seismic analvsis on wall Seismic Weight per level: VIE=6753.16Ib ' Assumed p;- �,p Bldg Width in direction of Load: Lt:= 36�ft VIE L1 E�Laa+ 0.7p•-•- Seismic Force: E E a�= La L{ � Ea= 193.031bft 1 Ca = 193.031bft 1 Seismic loads perfoot s o Steq 3. Checkinp Overturninct Moment & Holdown on Wall Overtuminp Moment on 29.5ft Wall: Plate Height: Pt;= 10.Oft Base Plate Nail Spacina (2003 NDS Table11N) 16d Common Nails � 1-1/2" Plate Hem-Fir La:= 26•ft OTM:= va•La Pt OTM=45479.0 l lb ft Dead Load Resistinq Overturning, ZN:= 122�lb CD:= 1.33 Z'N:= ZN•CD Z'N = 162.26 Ib WR;= 0.6(IS�psf)•2�ft�La+ 0.6(14psf)•Pt•2•,La+ 0.6(12•psf)•1•fbLa Bp:= Z'N Bp= 0.93ft Per Nail va La DLRM:= WR•- DLRM=49077.61bft Anchor Bolt Spacinq (2003 NDS Table 11E1 2 5/8" Dia. Bott(6" Embed)& 1-1/2" Plate Hem-Fir Holdown Force & Net Uplift: AS:= 830•lb Cp:= 1.6 Zg:= AS CD Zg = 1328 lb OTM- DLRM HDFa:= HDFa=-138.41 lb ZB'Co Co La As:= As= 7.59ft Per Bolt va Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Spacina A.B. Spacing Holdown Force: Holdown Tvpes: E -1 B =0.93 ft As= 7.59 ft HDFa=-138.41 lb no holdown va _ ��4.92 Ib ft � a = 193.031b ft p Co Co 16d @ 8" o.c. 5/$"A.B. @;72"o.c. P1-6: 7116"Sheathing w/8d nails'@ 6" O.C. Wind Capacity= 339 plf Seismic Capacity=242 plf *World of Designs & Engineers* RUP2839.mcd .�� i ' Design by: B.T. ACfIOY �IIC. 1/24/2013 PROJECT : Plan 2839/2 � 3:09 PM *World of Designs 8 Engineers" 35109 Pacific Highway,S Federal Way,WA 98003 Shear wall line B: Step 1. Wind analvsis on wall Wind loads perfoot: W2= 102351bft 1 W2E=`128.7616ft 1 Distance between shearwall: L1:= 36ft L2:- 3lrft Shear wali panels: Lb:= (5 + 7.5+ 4.75)ft' Lb= 17.25 ft (I4 ft Max O enin Hei ht = Oft-Oin, Therefore C 1.00 Percent full height sheathing: �/a:= I �100 %= 100 p g 9 °� �i�'ft'� per IBG Table 2305.3.8.2 vbb•Lbb+ �W2'+ W2E�;L1 + L2 Wind Force: �b;_ 2 2 vb= 384.221bft 1 vb = 384.221bft � Wind loads per foot Lb - Co Step 2. Seismic analvsis on wall Seismic Weight perlevel: V�E=6753.167b Assumed p:- 1.0 Bldg Width in direction of Load: Lt:= 3Crft VlE Lt + L2 Ebb•Lbb+ 0.7p.—. Seismic Force: E Lt 2 E b�= Lb Eb= 390.481bft � Cb = 390.481bft� Seismic loads per foot 0 Step 3. Checkinq Overturnina Moment & Holdown on Wall Overturninq Moment on Wall: Plate Height: Pt:= 1�.Oft Base Plate Nail Spacinq (2003 NDS Table11N) 16d Common Nails 8� 1-1/2" Plate Hem-Fir Lb:= 4.75•ft OTM:= vb Lb•Pt OTM = 18250.651b ft Dead Load Resistina Overturnina� ZN:= 122•lb Cp:= 1.6 Z'N:= ZN�CD Z'N = 195.21b WR:= 0.6(15�psf)•2-ft Lb+ 0.6(10•p§f)•Pt-2•Lb+ 0.6(12•psf)•1�ft�Lb Bp:= Z1N Bp=0.51 ft Per Nail vb Lb DLRM:= WR•2 DLRM= 1638.041bft Anchor Bolt Suacina (2003 NDS Table 11E1 518" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir Holdown Force & Net Uplift: AS:= 830•lb Cp:= 1.6 Zg:= AS•CD ZB = 1328 Ib OTM- DLRM HDFb:= �IDFb= 3497.39 Ib ZB•Co Co Lb As:= As= 3.46 ft Per Bolt vb Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailing Spaciny A.B. Spacinq Holdown Force: Holdown Tvpes: -1 B = 0.51 ft As= 3.46 ft HDFb= 3497.391b �'THD14RJ vb =384.221b ft � Eb =390.48 Ib ft P Co Co 16d @ 6" o::c. 5/8"A.B:'@ 42°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* RUP2839.mcd � �� Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �t1C. 3:09 PM *Worid of Designs& Engineers* 35109 Pacific Highway,S Federal Way,WA 98003 Shear wall line C: Step 1. Wind analvsis on wall Wind loads per foot: W2'= 102.35 Ibft l -W2�= 128.761bft't Distance between shear walL L1:= 26•ft Shear wall panels: Lc:= (4•2 + 3•2)ft Lc= 14 ft Lcs:= L4(g !2 +3�6�,2,�ft Lcs = I O ft `to) io� � laftl Max Opening Height = Oft-Oin, Therefore Co:= 1.00 Percent full height sheathing: %:= lOp %= 100 l a ft� per I BC`Table 2305.3:8.2 ��2� W2E� I,1 vco-Lcc+ — Wind Force: ��:_ 2 2 vc= 305.391bft � �� =305.391bft� Wind loads per foot Lc c o Step 2. Seismic analvsis on wall Seismic Weight per level: V1E=6753.161b Assumed p:-1A' Bldg Width in direction of Load: Lt:= 48•ft � V lE L�1� E��Lcc+ 0.7p•—•— Seismic Force: E Lt 2 E c�= Lc E�= 335.4616ft 1 C� =335.461bft� Seismic loads perfoot s o Step 3. Checkinq Overturninp Moment & Holdown on Wali Overturninp Moment on Wall: Plate Height: Pt:'= lO.Oft Base Plate Nail Spacinq (2003 NDS Table11N1 L�:= 3•ft OTM:= E�L�Pt OTM = 10063921bft 16d Common Nails 8� 1-1/2" Plate Hem-Fir Dead Load Resisting Overturninq� ZN:= 122•Ib CD:= 1.33 Z'N:= ZN�CD Z'N = 162.2616 WR:= 0.6(15�psf)•2•ft•L�+ 0:6(lapsf)•Pt•2•LC+ 0.6(12•psf)•9•f3•L� Bp:= Z—N Bp= 0.48ft Per Nail Ec L� DLRM:= WR•— DLRM= 912.61bft Anchor Bolt Spacinq (2003 NDS Table 11E) 2 5/8" Dia. Bolt(6" Embed)8� 1-1/2" Plate Hem-Fir Holdown Force& Net Uplift: AS:= 830•Ib Cp:= 1.6 Zg:= AS Cp Zg = 13281b OTM- DLRM HDFc:= HDFc= 3050.441b ZB•Co Co L� As:= As= 3.96 ft Per Bolt E� Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailing Soacinq A.B. Spacinq Holdown Force: Holdown Tvpes: vc -1 Ec -1 Bp=0.48 ft As= 3.96 ft HDFc = 3050.441b STHD10RJ — = 305.39 Ib ft — = 335.46 Ib ft C� Ca 16d @ 6" o'.c. 5/8"A.B: @ 4�8"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* RUP2839.mcd �� Design by: B.T. ACIIOr �rlC. 3 09 PM 3 PROJECT : Plan 2839/2 *World of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Shear wall line D: Step 1. Wind analvsis on wall Wind loads per foot: W2- 102.35 ibft-1 W2�= 128.761bft � Distance between shearwall: L1:= 22•ft Shear wall panels: Ld:= (3•2+ T.88 + 1'.$8)ft Ld= 9.76 ft Lds:= f 3(101•2 + 1.88 + 1.881ft Lds = 7.36 ft L � i � lafrl Max Opening Height= Oft-Oin; Therefore Co:= 1.00 Percent full height sheathing: %:= 100 %= 100 l a fr� per I BC'7able 2305.3'.8.2 �aa��,aa+ ��2-� WZE) L� Wind Force: vd:- 2 2 vd=414381bft 1 vd =414.381bft 1 Wind loads per foot ' I'd Co Steq 2. Seismic analvsis on wall Seismic Weight per level: V1E° 6753.161b Assumed p:- lA Bldg Width in direction of �oad: Lt:= 48•ft v1E L1 Eda•Ldd+ 0.7p•—•— Seismic Force: E E d._ L� Lt 2 Ed=413.881bft 1 Cd =413.881bft 1 Seismic loads per foot 0 Step 3. Checkinq Overturninp Moment & Holdown on Wall Overtuminq Moment on Wall: Plate Height: Pt:= lO.Oft;- � Ld:= 3�ft OTM:= vd•Ld•Pt OTM= 12431.5 lb ft Restraint'Panel'Height= 10ft Maximum Dead Load Resisting Overturninq� Restraint Panel Width = 1ft-10 1/2in Minimum WR:= 0.6(I S•psf)•2•ft•Ld+,0.6(l0�psf)•Pt•2�Ld+ 0.6(i 2-psf)•6•ft•Ld, Allowable Shear per Panel = 860 Ib Ld Shearper Panel: ud:_ (3.75ft•vd) DLRM:= WR•— DLRM= 815.41b ft 2 2 Vd= 776.971b Holdown Force & Net Ublift: Q K OTM- DLRM ' See APA Technical Topic TT-100 HDFd:= HDFd= 3872.0316 - Co Ld "A Portal Frame with Ho{d Downs for Wall Bracing or Enqineered Applicafions" (Emphasis Added) SEE PORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL SHEETS FOR FRAMING, NAILING,AND HOLDOWNS AT EACH GARAGE PORTAL FRAME PANEL *World of Designs & Engineers* RUP2839.mcd �� , Design by: B.T. ACIIOI" �IIC. 1/24/2013 PROJECT : Plan 2839/2 � 3:09 PM *World of Designs 8� Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Base Plate Nail Sqacinq (2003 NDS Table11N) Anchor Bolt Saacinq (2003 NDS Table 11E) 16d Common Nails& 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8� 1-1/2" Plate Hem-Fir ZN:= 122�1b Cp:= 1.33 Z'N:= ZN�CD Z'N = 162.261b AS:= 830•lb CD:= 1.6 Zg:= AS CD ZB = 13281b Bp:= Z1N Bp=0.39 ft Per Nail ZB.�o vd As:= As= 3.2ft Per Bolt vd Step 4. Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailing Spacinq A.B. Saacinp Holdown Force: Holdown Tvqes: STHD10RJ vd _414.38 Ib ft 1 Ed =413.881b ft � Bp=0.39 ft As=3.2 ft HDFd= 3872.03 lb g�gTHD14 Co Co 16d �4" o.c. 5/8"A.B:'@ 36°o.c. P1-3: 7116" Sheathing w/8d nails @ 3"O.C. Wind Capacity= 638 plf Seismic Capacity= 456 plf *World of Designs & Engineers* RUP2839.mcd �� ,� , _ Design by: B.T. 1/24/2013 PROJECT : Plan 2839/2 Achor, �IIC. 3:09 PM *Worid of Designs 8 Engineers* 35109 Pacific Highway, S Federal Way,WA 98003 Shear wall line E: Step 1. Wind analvsis on wall Wind loads per foot: WZ� 102.35 Ibft i Distance between shearwalL L]<= 26ft L2;= 22,ft Shear wall panels: Le:= (26.25}ft Le=26.25ft Percent full hei ht sheathin o �laftl o Max Opening Heighf= Oft-Oin, Therefore Co:= 1.00 9 9� /o:= 100 /o= 100 1a�� per IBC'Table 2305.3.8.2 W LI + L2 2 , 2 Wind Force: �e;_ ve= 93.571b8 1 ve =93.571bft � Wind loads per foot Le Co Step 2. Seismic analvsis on wall Seismic Weight per level: Vjg= 6753.16Ib Assumed p;_ l.q, Bldg Width in direction of Load: Lt:= 48�ft V1E L1 + L2 0.7p Lt 2 E Seismic Force: Ee;= Le Ee=90.041bft 1 e =90.041bft � Seismic loads per foot Co Step 3. Checkinq Overturninq Moment & Holdown on Wall Overturning Moment on Wall� Plate Height: Pt:= lO.Qft Base Plate Nail Spacinq (2003 NDS Tab1e11N1 Le:= 2625•ft OTM:= veLe•Pt OTM= 24563.431bft 16d Common Nails & 1-1/2" Plate Hem-Fir Dead Load Resistinq Overturninq� ZN:= 122•]b CD:= 1.33 Z'N:- ZN•CD Z'N = 162.261b WR:= 0.6(15•psf)•0•ft•Le+ 0.6(10•psf)•Pt•1•Le�-0.6(12•psf)•6•ft�Le B ,_ Z_N B = 1.73 ft Per Nail L P ve p e DLRM:= WR•2 DLRM= 35555.631bft Anchor Bolt Spacinq (2003 NDS Table 11E) 5/8" Dia. Bolt(6" Embed) 8� 1-1l2" Plate Hem-Fir Holdown Force& Net Uplift� AS:= 830•Ib CD:= 1.6 Zg:= AS Cp Zg = 13281b OTM - DLRM HDFe:= NDFe=-418.751b ZB'Co Co'Le As:= As= 14.19ft PerBolt ve Step 4. Shear Wall Summarv� Wind Force: Seismic Force: B.P. Nailin4 Spacina A.B. Spacinp Holdown Force: Holdown Tvpes: ve = 93.571bft� Ee =90.041bft� Bp- I•�3 ft As= 14.19ft HDFe=-418.751b NO HOLDOWN cO C� 16d c� 16"o.c. 5/8"A.B. �72"o.c. P1-6: 7116" Sheathing w/8d nails'@ 6° O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf *World of Designs � Engineers* RUP2839.mcd ��