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Specifications .. /14 s r-,0).vt s- vv i ) C . —.PWU ENGINEERING INC. l' I V E 4 Email: pwuengineering(c�comcast.net if Ph: (503) 810-8309 OCT 7 2015 Structural Calculations: CITY OFTIGARD Job # LEN 15353 BUILDING DIVISION Date: 9/9/15 Project: Bainbridge A Master Reuse Garage Left Lot 29, Oak Crest, Tigard, OR Lennar Homes <c� 'D PROF , 144G? k 19421PE 4) 2 4 \ rEGoNJ �4 y 22 '*'1 '�HILIP ` � Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder, such as sections and drawings, are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc. shall have no obligation of liability, whether arising in contract(including warranty), Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. --- PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Bainbridge A Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and Il structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h = 26.0' approximately. D C tvi�VFRS Direction 111110 End Zones 000 1111400°0- Direction End Zones Note: End zone may occur at any corner of the building. a= .10*40' =4' or for h =26' a = .4(h) = .4(26') = 10.4' a = 4' controls a must be larger than .04(40') = 1.6' and 3' Therefore: 2a = 8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Di seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W = weight of structure V = [1.2 SDs/(R x 1.4)] W V = .100W Roof Dead load = 15 psf Floor Dead load = 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load= 12 psf 0 Wind per ASCE 7 -K\ PWU ENGINEERING INC. Project Bainbridge A v Direction Front to Back 3s Gust Roof Least �� Speed Exp. Angle A L(ft) hAVG(ft) 105mph B 26.6 1.00 40.0 26.0 '`�� 6:12 MFRS a= 4.0 ft c,""n ♦4 End Zones `�". A 21.3 psf ora= 10.4ft .�/ B 6.8 psf Check 10psf min and a> 1.6 ft �0 Rte, C 15.8 psf load across all and a> 3.0 ft ze's End Zones D 6.0 psf zones. 2a 8.0 ft Nole Ertl zone may occur any corner at the aulltling. WR L (ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 9.0 9.0 he (ft) 4.0 hp(ft) 9.0 W(plf). 0.0 146.0 117.1 146.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 128.6 plf I 1 10psf min load: 130.0 plf 100.0 Governing value: 130.0 plf o.o W2 - L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) he (ft) 10.0 h D(ft) W(pif) 0.0' 212.6. 158.4 212.6. 0.0 0.0 0.0' 0.0. 0.0 0.0 300.0 - W2 AVG 180.1 plf 200.0 - 10psf min load: 100.0 plf 100.0 - L� Governing value: 180.1 plf o.o Wi L(ft) hA(ft) hB(ft) . he (ft) hp(ft) W(pif) 0.0 0.0. 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 0.0 1.0 - Wi AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/011 0.0 - liulli11ruirmiuu11i iniismNnin ilia i n11ni1uni1t1iu11 miciiiiau1il11ni11i111(Hina emmturin 111111u111C1111►11111111111111111111111111111111111111111111111111111111111111111111111111111111111111I10111111110Iu111111 0 1:ulttln1111M11 r111nI1111111111111nUI1nI11111111111u1nmm�ltl1111I11111I1111um1111r1111Iu111i1III11u11Cvulll U11111111u11[:►111141111111/111111111u1111111111111111u1111111I1111111.71111111unn11lluunr 111111I1i9u1uu111111111 III11.uMu11;:u11i111111111111111111I11111111111I111111111111u11111uCID111Iu111111111111111111i1111SI`►I;11I10'IIC1111 111111C1111111GIi101111:1■1111111111111111111111111111111111/1 111111111111111111111111111111111111111111!4 i'lI►1111I11111iNI iii111110I11111:i111!1111il 1111111111111111I11I11111I1111111111111i11111111111111111u/1111111■111 MII11hii11111CIP 1I111I11. 1111111111:11111111Iii ui11W1111111■111111111111111111111111i 11111'11111111111111111Gi11111111111111 S1111►11111111 P!/111111 © ':II111111u1:11111111'!:d:lII1111r;11111111111111111111111111111!IV_:11iiIuI I111111115011lIlIIIP' lu,►uuElii.luI11111I 1►111111A11i�i 11:013111111111111111111111111111111111111I11111111111I11%111CIPI ��w '!!IIIPlI II1111 IIC1i.11111� !iii1111111111111111111111111111111I1111111111U11111II1111I1II! _/, ,/1 S1I1I111!41 11111 \ � 111111IIu11111111111111u1111111111111111(41111111.!x'' 1r .1111011 Ne TOP ELATE Ip%_/„IILQI_____ I1nn11lrnl1iu1u1n111nn111InrJIu1- moi____�Ilylllr!\, -- "Iv '`—" ■1rnu1Nl1■II1lIII11n■1H111111 llr% �LT��J•_� ri��Cll� '' ' Ir �7r\ISI,' ,Ifll" ;t;IiuII 1 r u 1 1111 1 1".9 O 141 ea i_iii m — i• i1 I I IIiiii�6iir �1 0 X111--�11. - �.�i 1 �.r fili IpIL 1111 A 111.c,. '; �I$I--, ;�•111111iI111u1uni11I11I111Ii1111111 I I`iri O ,�/ /1 „,�..,uuuu11n111Umm�l■n1n■nIn■1• \I 0 •III 'I► 1 NIIIINII11/iii►. x''`14 1111u1I11111I111111111111111111 " Mj,.\-M\I M Al' °"° '" 441 .i111111.11Qi1111111110��� .1.11111"5111". ,_�n1 °l11"i "iiiii 111 :�'iigilliJil�ii�a �RI - 1or PLATE �s �!!111111I�/� 1�� 1 f�111 1.1111 111��i _ O '= tia,�l► II6.ii„:,,,Iii. ... 1 �I !__ p �_ IIIII IIII I r IIIII 1111111111111111 _ ._ _._ _ III 1 illy O 0 I � 111111 = MIlil � 111•J_I I IIIII'�'!1111 H111 11111 11111 11111 IIIII - -- - - 1111! ,_ e, 0 "m 11111 Mil 1111111 IIIIII11111IIIII111111Ml �-1 m T 6ua_FLOOR _�.._ 16/0 x a••601J011a-6TOPmRD3E T.ER1A-1161 ENTRY DOOR- � CLa66Ic-CRAFT AtIEFIGAN COLLECTION LW IT 1RAN6Q1 ABOVE(9•BTUL DOOR-1011601 FRONT ELEVATION NI••, -1 Wind per ASCE 7 PWU ENGINEERING INC. Project Bainbridge A `v Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvG(ft) 105mph B 26.6 1.00 40.0 26.0 6:12 MINERS -4 a= 4.0 ft °"`±'" \�D�a End Zones A 21.3psf ora= 10.4ft 4 B 6.8 psf Check 10psf min and a> 1.6 ft gl. �R3 C 15.8 psf load across all and a> 3.0 ft 2e Direc ion End Zones D 6.0 psf zones. 2a 8.0 ft Note Eg'd zone may occur at any corner of the l builtlin WR L(ft) 8.0 28.0 8.0 hA(ft) 4.0 4.0 hB(ft) 4.0 4.0 tic (ft) 8.5 hp(ft) 2.0 W(pl0.0 0.0, f) 112.1 146.6 112.1 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 134.0 plf 10psf min load: 95.9 plf 100.0 - Governing value: 134.0 plf 0.o W2 L(ft) 8.0 12.0 8.0 28.0 8.0 hA(ft) 4.5 5.5 10.0 hB(ft) 5.0 he (ft) 4.5 4.5 10.0 hp(ft) 5.0 W(plf) 129.5 101.1 188.2 158.4 212.6 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 154.5 plf 200.0 10psf min load: 98.4 plf 100.0 - ' Governing value: 154.5 plf WI L(ft) hA(ft) hB(ft) _ tic (ft) hD(ft) ' W(plf) 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 0.0. 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 - j ice \ e b • O .� r_� 111►11111 11:IIr11111►g111i111�% �NIII1IM1�IZIIIIIVII111II1!1111111111 1111►911111 n111I11111!11!� ' 1��1110I1111011Li11`11111111 m(('u'1111i! 11111 �lon/ 1a1IN1u11►1u.Mn:li1111 1 I IL �♦ �,tilll‘ Wil 1 I rerruTe 11111111111.-.Ma ..i�ni m1u.,....1111!1111111ilt - ,a a pommi lowlilrin � llamllammlly !gumming -- 1(! 1 uui ill, S; '11 1' 1'1 1' 1 Irt1 1'1 111 1 r_, !MAII1111�1I Q1d 1i. 1 1 11 1 II I1IIIIi41111111L'lii1110/1111111111111111111>II1p111MM11111 1 We aooR 1:k lintiall 1 1..+I�11 a I 1 1 1 I III ' I I II TOP PLATE �►, i Vii. fru I i�. I Aall C,,,,' WINEMINIMIIMI 1mimi O =fig Nommi �NM= IIIIIMIIIIIMIIM ,t '1',c Will si El ,w., mia.... mi.cm, „I7 ED 0 7 I RIGNT SIDE ELEVATION V4•.1. 4 , IIilliilli iiiiiiIIiiIIIIIiIIi iiii i�iii i11iI1111iiI111tiiii11iiI1iiiii iiiI11 iiiiii11iiI11iiI1i11ii1U111•Il iiiiiiiiii iii ii iiiill 1111111111111111111t1111111U11M011111111111111111111111111111111111111t11111111111t4111n11nn11111111111t1111111111111111t 11111111/111111I1111111111111UI111111111111n1111111111111111t11111110nnUn11111111111It111nt111111111nt111111111111111/I Q 11111IIUI11IIIII111111111III112111111111111111111111III11w1111U1111111111111111111111111111Ih111111 1►►11iiiil�iii111111111111ii iuii i n i.11111111111t1unt4111Mn11tIu11Mu11t1unMu11tIn1u4111t41111141111111111tlu11Mu11t111111114nIt41nt41nt1utlt Git101111111111111UI11111I11111111111111141111111111111111I1111II111111111111t111111111111111n11111111111I11111►/1111 ann momco mt4u►pe tolcu somomn14mt4nmummaimmttmnnont4n►t4uu ncomo unnn 111/11111111111111P' "!!1'!1_!!IIW11111A141/11111/11111111111111111/11111/1111111111111U1111111111141n1111wt11 © I1:�IntluIltu/=:E;1,1�111nt1uuu111nt4111111Unt41nt1unt41nMnnt411Mn1mIJntluntlunt Ilt1i:91t11 �11111I1I111I1111111I11111111111I1111t11111111111111111111111111111111111111111111111 ,111/11 � �1II/1M11111I11111111II11I11111I111111111111111111I1111I1111111111111111111111111III I'm-"" ''�r1111111111111I111111111t1111I1I1111111111111111M11111I1111111111111111111 Tor PLATA .-..-.001% �mnnunrmnrw.irlurullnirnmrlliiMM IMirwnnunr } Q = f , • Q O �' am fLccR. TOP RATE . ...--- i MN , _ r; s ' 9 1 0. '01' klfT El ',.. MI "' = may, a.'s. ].... ... 1 mme uNEI - } REAR ELEVATION �.•.�_o• • \�6 ■numri1iiu:��ruuun�n�- 1 ! 1111111111111111111115111F,' N11nn1111u11iMu�, •"-1,11111111111111111111111 for PATminiumin --minimum inns. ..- 1-- i O O i E. I m` O , nmniia.uutn.Ai nimiiuiimuuwiuui eue R ; � 1 � t� � JlR � TOP?PLATE 1WRINVIN4NUffMIIMl R _ ; - Six - _r r_ T 0 . LEFT SIDE ELEVATION -0• g I - g Seismic & Governing Values `c„PWU ENGINEERING INC. Project Bainbridge A `v - Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 SDs/(R x 1.4)]W Category R SDS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V= 0.100*W Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [ 0.100 * (15+5+3) * 44 ft] = 101.4 plf < 130.0 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 64 ft] + 101.4 plf = 274.6 plf < 310.1 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 274.6 plf = 274.6 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 134.0 plf Wnd Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf = 200.4 plf < 288.6 plf Wind Governs Wi = [0.100 * (15+5+3+4) * + 200.4 plf = 200.4 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 _ Line Loads ?4PWU ENGINEERING INC. Project Bainbridge A High Roof Diaphragm -Upper Floor Walls Line A P = 2.60 k LTOTAL = 27.5 ft v = 2.60 k / 27.5 ft = 95 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 95 plf * 8.0 ft * 13.0 ft = 9.83 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (13.0ft)2 / 2 * 0.6 = 6.39 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 6.39 kft = 6.39 kft T = (9.83kft - 6.39kft) / 13.0 ft = 0.26 k + 0.00 k = 0.26 k No hd req'd Line B P = 2.60 k LTOTAL = 28.0 ft v = 2.60 k / 28.0 ft = 93 plf Type A Wall h = 8.0 ft LWORST = 6.0 ft MOT = 93 plf * 8.0 ft * 6.0 ft = 4.46 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 1.36 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 1.36 kft = 1.36 kft T = (4.46kft - 1.36kft) / 6.0 ft = 0.52 k + 0.00 k = 0.52 k No hd req'd Line 1 P = 2.95 k LTOTAL = 18.0 ft v = 2.95 k / 18.0 ft = 164 plf Type A Wall h = 8.0 ft LWORST = 7.0 ft MOT = 164 plf * 8.0 ft * 7.0 ft = 9.17 kft MR = (15 psf * 10.0 ft + 12 psf * 8.0 ft) * (7.0ft)2 / 2 * 0.6 = 3.62 kft + (0 lb * 0.0 ft) + (500 lb * 7.0 ft) = 3.50 kft + 3.62 kft = 7.12 kft T = (9.17kft - 7.12kft) / 7.0 ft = 0.29 k + 0.00 k = 0.29 k No hd req'd See FTAO Calc Line 3 P = 2.95 k LTOTAL = 18.5 ft v = 2.95 k / 18.5 ft = 159 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 6.20 k LTOTAL = 56.0 ft v = 6.20 k / 56.0 ft = 111 plf Type A Wall h = 9.0 ft LWORST = 56.0 ft MOT = 111 plf * 9.0 ft * 56.0 ft = 55.81 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (56.0ft)2 / 2 * 0.6 = 129.8 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 129.8 kft = 129.8 kft T = (55.81 kft - 129.8kft) / 56.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 6.20 k LTOTAL = 34.5 ft v = 6.20 k / 34.5 ft = 180 plf Type A Wall h = 9.0 ft LWORST = 16.0 ft Mor = 180 plf * 9.0 ft * 16.0 ft = 25.88 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.0ft)2 / 2 * 0.6 = 10.60 kft + (0 lb * 0.0 ft) + (500 lb * 11.0 ft) = 5.50 kft + 10.60 kft = 16.10 kft T = (25.88kft - 16.10kft) / 16.0 ft = 0.61 k + 0.00 k = 0.61 k No hd req'd Line 1 P = 4.80 k LroTAL = 12.5 ft v = 4.80 k / 12.5 ft = 384 plf Type B Wall h = 9.0 ft LWORST = 3.0 ft MOT = 384 plf * 9.0 ft * 3.0 ft = 10.37 kft MR = (15 psf * 3.0 ft + 12 psf * 9.0 ft) * (3.0ft)2 / 2 * 0.6 = 0.41 kft + (0lb * 0.0ft) :+ (0lb *: 0.0 ft) = 0.00 kft + 0.41 kft = 0.41 kft T = (10.37kft - 0.41 kft) / 3.0 ft = 3.32 k + 0.00 k = 3.32 k See FTAO Calc Use type 2 hd on 3' pier only Line 2 P = 3.40 k LTOTAL = 29.0 ft v = 3.40 k / 29.0 ft = 117 plf Type A Wall h = 9.0 ft LWORST ='10.5 ft MOT = 117 plf * 9.0 ft * 10.5 ft = 11.08 kft MR = (15 psf * 10.0 ft '+ 12 psf * 9.0 ft) * (10.5ft)2 / 2 * 0.6 = 8.53 kft + (Olb * 0.0ft) + (01b * O.Oft) = 0.00 kft + 8.53 kft = 8.53kft T = (11.08kft - 8.53kft) / 10.5 ft = 0.24 k + 0.00 k = 0.24 k No hd req'd Line 3 P = 6.04 k LTOTAL = 19.5 ft v = 6.04 k / 19.5 ft = 310 plf Type B Wall h = 9.0 ft LWORST = 9.5 ft MOT = 310 plf * 9.0 ft * 9.5 ft = 26.48 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (9.5ft)2 / 2 * 0.6 = 6.99 kft + (O lb * 0.0 ft) + (500 lb * 9.5 ft) = 4.75 kft + 6.99 kft = 11.74 kft T = (26.48kft - 11.74kft) / 9.5 ft = 1.55 k + 0.00 k = 1.55 k Use type 1 hd Line 4 P = 1.55 k LTOTAL = 14.5 ft v = 1.55 k / 14.5 ft = 107 plf Type A Wall h = 9.0 ft LWORST = 2.3 ft MOT = 107 plf * 9.0 ft * 2.3 ft = 2.16 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.3ft)2 / 2 * 0.6 = 0.21 kft + (0 lb * 0.0 ft) + (0lb * 0.Oft) = 0.00 kft + 0.21 kft = 0.21 kft T = (2.16kft - 0.21 kft) / 2.3 ft = 0.87 k + 0.00 k = 0.87 k Use type 1 hd on garage piers only Force Transfer Around Opening (FTAO) - PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 1 L� = 5.5 ft Lo= 5.0 ft L2= 5.5 ft V= 1.80 k vA= 62 plf vp= 226 plf vF= 62 plf hu = 1.0 ft F� = 0.56k F2= 0.56k vB = 164 plf vG = 164 plf ho= 4.0 ft F1 = 0.56k F2= 0.56k - - h�= 3.0 ft vc = 62 plf vE = 226 plf vH = 62 plf H = 0.90 k H = 0.90 k H= ( 1.80k * 8.0ft ) / 16.0 ft = 0.90 k H:W Ratios 4.Oft : 5.5 ft = 0.7 : 1 vh = 1.80k/ 11.Oft= 164 plf 4.O ft : 5.5 ft = 0.7 : 1 vv= 0.90 k/ 4.0 ft = 226 plf Use: Type A Wall F = 226 plf* 5.00 ft= 1.13 k F.1 = ( 1.13k * 5.5ft )/ 11.0 ft= 0.56k F2 = ( 1.13 k * 5.5 ft )/ 11.0 ft= 0.56 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR = [( 15psf* 2ft+ 12psf* 8.Oft) * (16.0 ft)^2 * 0.6/2 ] + ( 0.0 ft *5001b) = 9.68 kft T= 0.90 kft- ( 9.68 kft / 16.0 ft) = 0.30 k +0.00k= 0.30 k) No hd req'd •Pwu ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 Li = 3.8 ft Lo=`3.0ft L2= 3.8 ft V= 1.19 k vA= 68 plf vp= 227 plf vF= 68 plf hu _ 1.0 ft F1 = 0.34 k F2 = 0.34k vB= 159 plf vG = 159 plf ho= 4.0 ft F1 = 0.34 k F2 = 0.34 k -* - hL= 3.0 ft vo= 68 plf vE= 227 plf vH = 68 plf H = 0.91k H = 0.91k H= ( 1.19 k * 8.0 ft) / 10.5 ft= 0.91 k H:W Ratios 4.Oft : 3.8 ft = 1.1 : 1 vh = 1.19 k/ 7.5 ft= 159 plf 4.0 ft : 3.8 ft = 1.1 : 1 v„= 0.91 k/ 4.0 ft= 227 plf Use: Type A Wall F = 227 plf* 3.00 ft= 0.68 k F� = ( 0.68k* 3.8 ft)/ 7.5 ft= 0.34 k F2= ( 0.68 k* 3.8 ft)/ 7.5 ft= 0.34 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.O ft) * (10.5 ft)^2 * 0.6/2 ] + ( 0.0ft *5001b) = 4.17 kft T= 0.91 kft- ( 4.17kft / 10.5ft) = 0.51 k +0.00k= 0.51 k) No hd req'd Force Transfer Around Opening (FTAO) - PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 Li = 5.0 ft Lo= 10.5 ft L2 = 4.5 ft V= 3.65 k vA= -70 plf vp = 410 plf vF= -70 plf hu = 1.0 ft 4- F1 = 2.27 k F2 = 2.04 k vB= 384 plf vG = 384 plf ho= 5.0 ft F1 = 2.27 k F2 = 2.04 k h�= 3.0 ft vc = -70 plf vE = 410 plf vH= -70 plf J 1' H = 1.64k H = 1.64k H= ( 3.65k * 9.0ft) /20.0 ft = 1.64k H:W Ratios 5.Oft : 5.Oft = 1.0 : 1 vh = 3.65k/ 9.5ft= 384p1f 5.Oft : 4.5ft = 1.1 : 1 v„= 1.64 k/ 4.0 ft= 410 plf Use: Type B Wall F = 410plf* 10.50ft = 4.31 k F� = ( 4.31 k* 5.0 ft )/ 9.5 ft= 2.27 k F2 = ( 4.31 k * 4.5 ft ) / 9.5 ft= 2.04 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR = [( 15psf* 10 ft+ 12psf* 9.Oft) * (20.0 ft)^2 * 0.6/2 ] + ( 0.0 ft *5001b) = 30.96 kft T= 1.64 kft- ( 30.96 kft /20.0 ft) = 0.09 k +0.00k= 0.09 k) No hd req'd ELEv 01;-11 : TO E WALL.Ep. UBE 03,22 ni s a° RAP DET mesa A POR FTAO PENOD 0:._, �i--- . 0 A : -- Cr.) <4 ® e I Wel O 11 1 I I F A — .s rel) A B T1 1_1LT '-'04• -041 , 5'-10" 1 5.-10' . ,0.4 ,_ 14c8. ENTIRE WALL ELM, A e EMIRS WALLFJ.Ev TO 12E eFEATNED T--7 TO EE eFEATNm IJBE 6871 COIL 8 - 119E OM COIL nue (2)DAYS PER DET pow FOR Ars PER r DET 10/1202.2E.T FCR PTAO METHOD WODI I I L J L J UPPER FLOOR LATERAL PLAN ar.r-a • (2) Q-10i. ENTIRE 8 -ELM( 0 = 1111 TO SE BREATHED 20,-1.• UBE C622 COIL WRAP • IFra ir -I (3)BATE PER DET 10/6S2 IMIIIIMILEI I POR PT AD MEN= I • I • .. ... I *'I. • o —TA XI " I ‘i;r;..1/ " " 16C6u •4°'Is:ri.... ... • I•go -----4 . . . . . . • • • = . . . . • . •i. • . . . . Akih, = . 1 , v. ,...c).•••• 7 . .1 ..--...--—7— •_1] 0 , ,....3 2,c_ Icil . . • ro. V. Ark irk - •• ', wr 7 1 Ii 12.' 11' lir IF • - Nit FOUR 67E11 E.IALL LIP 60 LUAU.HEIGH( EEMEEN TOP OP 67131 CIARAC1E PIER 140-130U316 111411 AND BOTTOM OP MAT BE 60196TTTUTIED PCR FEARER 16 T-07 MAX PER DETAIL HAM 16.-I WOLD011316 PER 6CHEDULE PEPE DET MEW MAIN FLOOR LATERAL PLAN v.i... ... ENTIRE SALL D : BREADED TO BE USE Ce22 COIL STRIP B'-A' e> (2)SAYS PER DET 101893 POR PrA01$TIOD 16.: - - - A MI ° MI I -% 6'.5.0 A e e I I I I J I a m e Ir- " em t� D I , ``r © 1 9'-p., 9,-10• 3'"'�� W 14'-6. 10'-61• T®OSEe t D - r--1 e two OE EEA ED USE 0833 COIL ETIRAP USE C822 COIL STRAP (2)SAYS PER Der 10,992 i (3)S,tYS PER PET 10/69.2 PO prAo renloo FOR PTA0 HEIR= I I L J L J UPPER FLOOR LATERAL PLAN (1)1 V-I0i, O Li ,7„.._ --Tr---- 9 2OLP ° ENTIRE WAU_ELEV TO ISE SHEATHED II UBE C62 COL STRAP I ...;• I / MOATS PER PET 10/842 I • •.i. .•.•.• • _ 5 FOR PTA0 METHOD ---o--- ' wy . Øz . . . . . . . . ,_.„.„,. . . . . . . 1 81* -.1 W---. . . . . - - . .93'-i• ii\? 1 1\\ . I . 0.1 •• , ‘;‘ AkScrii•• .e. f-.-1.4 ,G., ink 1,L3, . . 1.1 it , ak 1 1.,er -1..Zer ATI ark —1 r7 Val/ .k.,e, I i 0 • 2.-2i• f2c2i" 1 1 4'40 4'-10'1'I, X 1. Akl—r • 9 Illir I 'Ir POUR&TEM WALL UP 80 WALL HEIGHT GARAGE PIER HOLDOLUB DEMON TOP OP STEM MAY EE SUBSTITUTED FOR WALL AND BOTTOM OP 1‘ TYPE T8-I HOLDCWNS PER SCHEDULE PER DET IliSS./ HEADER le-P-0.MAX PER DETAIL MAI MAIN FLOOR LATERAL PLAN 4..l-O. r , HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner 1 HDU2-SDS2.5 (2)2x 3075 2215 S=2550, S=2550, SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Wss w6675 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w-66705 w-66705, 5, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=639w= 395 w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10" min PAB8-36, 10" min embed into 32" min embed into 32" min 9 HHDQ14-SDS2.5 (1 )6x 14445 10350 width footing. If at width footing. If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. S H EA RWA L L SCHEDULE (a-rn) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft (WIND) A16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 30" o/c 16d @ 4" o/c A35 @ 14" o/c 255 357 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 2 " o/c A35 @ 10" o/c 395 553 C16" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 505 707 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 11" o/c (m) 16d @ 2" o/c A35 @ 6" o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 8" O/c 510 714 F16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 8" o/c (m) 16d @ 3" o/c(2) rows staggered A35 @ 5" o/c 790 1106 G16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 7" o/c (m) 16d @ 2" o/c(2)rows staggered HGA1 OKT @ 8" o/c 1010 1414 H16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" i" Dia. A.B. @ 52"o/c (m) 16d @ 1z" o/c(2)rows staggered,HGA1 OKT @ 6" o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x 4" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net „%Abr, f� O P,'i- L 6//2 \)62-4. 12.2/12. R SL= 25(112) 1' 2 'ps1 ^( Ti RAU= le(1.12 K = Ips R.- 6.Getk 611- 41 L- 1O' L.r. g3la R= ' .igk g34pw HDR @ Roof JPWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 DL LL TL Start End Total CF 1.40 1 -288 plf -504 plf -792 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load _ Extent # DL LL TL _Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 O plf _ 0.00 ft 4 Oplf _ O.00ft 5 O plf 0.00 ft -1000 -800 - -600 - -400 - -200 - a 0 200 - 5.00 ft 400 600 - 800 -- R1 R2 1.98 k 1.98k 1000 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Roof TPWU ENGINEERING INC. Results -1000 -800 -600 - -400 - E= -200 - . a. Ac 0 . 200 5.00ft 400 600 R1 R2 800 s _1.98 k 1.98 k 1000 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 720 lb 1260 lb 1980 lb 1.98 k R2 720 lb 1260 lb 1980 lb 1.98 k Size: 3000 (1) 4x8 DF#2 2000 A 25.38 int 1000 - _ S 30.66 in3 o 111.15 in4 ..n -1000 F„' 180 psi -2000 Fb' 1260 psi -3000 E x 106 1.60 VAllowable 3.05 k 3000 MAllowable 3.22 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American I 2000 Wood Council. 4 -. 1500 . \,m Shear Moment 0 1000 VMAX 1.98 k MMAX 2.48 k-ft 500 VAllowable Allowable 3.05 k M 3.22 k-ft 0 Ratio 0.65 Ratio 0.77 0.00 . , I I OK OK c -0.02 Deflection 9 -0.04 TL LL d Actual 0.06 in 0.04 in o -0.06 - Criteria 0.25 in 0.13 in Ratio 0.25 0.32 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 PWU ENGINEERING INC. Loads and criteria Total Span: 15.00 ft = 180 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 Olb 3 _ 0 lb Wet Service? No 4 Olb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -176 plf -460 plf -636 plf 0.00 ft 15.00 ft 15.00 ft 2 O plf 0.00 ft • 3 0 plf 0.00 ft Deflection Criteria 4 • 0 plf 0.00 ft TL L/240 0.75 in 5 0 plf 0.00 ft LL L/480 0.38 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 • 0 plf 0.00 ft 2 • 0 plf 0.00 ft 3 _ O plf _ 0.00 ft 4 O plf 0.00 ft 5 • 0 plf 0.00 ft -800 -600 - -400 - -200 - a 0 1 • J 15.00 ft 200 - 400 600 — 111 R2 4.77 k 4.77 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 -PWU ENGINEERING INC. Results -800 -600 - -400 - - -200 - 71. oo 200 15.00 ft 400 600 — R1 R2 _ 4.77 k 4.77 k 800 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 1322 lb 3450 lb 4772 lb 4.77 k R2 1322 lb 3450 lb 4772 lb 4.77 k Size: 6000 - (1) 5'/z"x12" GL 4000 ---'"-- A 66.00 in2 a 2000 - S 132.00 in' „ o 41 792.00 in4 cn -2000 F,; 265 psi -4000 Fb' 2400 psi E' x 106 _ 1.80 -6000 VAllowable 11.66 k 20000 MAllowable 26.40 k-ft Design values are based off BOISE GLULAM Specifier Guide, L 15000 published by Boise Cascade EWP dated 02/28/13. IIIIIII 10000 m E Shear Moment ° 5000 VMAX 4.77 k MMAX 17.89 k-ft VAllowable Allowable 11.66 k M 26.40 k-ft o Ratio 0.41 Ratio 0.68 0.00 IIIII1111 OK OK -0.20 Deflection o TL LL --0.40 Actual 0.51 in 0.37 in o Criteria 0.75 in 0.38 in Ratio 0.68 0.98 -0.60 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 ---,PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in __ Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use?_. No 2 01b • 3 0 lb Wet Service? No 4 0 Ib 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 0.90 1 -285 plf -760 plf • -1045 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 ▪ 0 plf _ 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in . Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 • Oplf 0.00ft 3 _ Oplf 0.00ft 4 0 plf 0.00 ft 5 • O plf 0.00 ft -1500 -1000 - -500 - a m 0 � G 5.00 ft J 500 - 1000 - R1 R2 1500 — 2.61k 2.61k _ PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 _-_.PWU ENGINEERING INC. - Results -1500 -1000 -1 -500 - 4- a To 0 J 5.00 ft 500 1000 R1 R2 1500 — 2.61 k 2.61 k _ Type: Reactions (k) Douglas Fir-Larch #2 - DL LL TL TL Dou g R1 713 lb 1900 lb 2613 lb 2.61 k R2 713 lb 1900 lb 2613 lb 2.61 k Size: 3000 - (2) 2x14 DF#2 2000 -.-..----- A 39.75 in2 .131000 - - S 87.78 in3 co o , cm I 581.55 in4 -1000 Fv' 360 psi -2000 Fb' 1620 psi E' x 106 1.60 -3000 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 m ---''''. \\ E Shear _ Moment 1000 VMAX 2.61 k MMAX 3.27 k-ft VAllowable Allowable 4.77 k M 5.93 k-ft o Ratio 0.55 Ratio 0.55 0.00 OK OK c -0.01 Deflection 2 -0.01 TL LL Actual , 0.02 in 0.01 in o -0.02 Criteria 0.25 in _ 0.13 in Ratio 0.06 _ 0.09 -0.02 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 ---- �PWU ENGINEERING INC. Loads and criteria \\�� Total Span: 4.50 ft = 54 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # _ DL LL TL 1 _ 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 Olb 5 0 Ib Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 DL LL TL Start End Total CF 0.90 1 -294 plf -484 plf -778 plf 0.00 ft 4.50 ft 4.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 in 5 0 plf 0.00 ft LL L/480 0.11 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf _ 0.00 ft 4 0 plf _ 0.00 ft 5 O plf 0.00 ft -1000 -800 -600 - -400 - -200 - a D Q - A ra 2 200 - 4.50 ft 400 600 - 800 -- R1 R2 - 1000 — 1.75 k 1.75 k PNU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 -.PWU ENGINEERING INC. Results -1000 -800 -600 - -400 - -200 - a To, 0 • 3 200 4.50 ft 400 600 800 — R1 R2 - 1000 y 1.75 k 1.75 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL _ TL Dou 9 R1 662 lb 1089 lb 1751 lb 1.75 k R2 662 lb 1089 lb 1751 lb 1.75 k Size: 2000 (2) 2x14 DF#2 1000 - A 39.75 in2 S 87.78 in3 ; 01111kiiil 581.55 in4 -c F,' 360 psi -1000 FL; 1620 psi E' x 106 1.60 -2000 VAllowable 4.77 k 2500 MAllowable 5.93 k-ft 2000 Design values are based off NDS 2005 Edition,published by American :0— Wood Wood Council. 1 500 E 1000 Shear Moment ° 500 VMAX 1.75 k MMAX 1.97 k-ft VAllowable _ Allowable 4.77 k M 5.93 k-ft Ratio 0.37 _ Ratio 0.33 0.00 OK OK 0.00 Deflection o o .00 TL LL -o.oi Actual 0.01 in 0.00 in 0 -0.01 Criteria 0.23 in 0.11 in Ratio 0.03 0.04 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #4 -PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb _ Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 O lb 5 0 Ib Sustained Temperature? T_< 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -464 plf -644 plf -1108 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 O plf _ 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -1500 -1000 - -500 - a 0 c 5.00 ft 500 - 1000 , R1 R2 2.77 k 2.77 k 1500 PWU Engineering Inc©2013,Software v1.02,3/06/14 Beam #4 —.PWU ENGINEERING INC. Results -1500 -1000 - -500 - w a Ta, 0 J J 5.00 ft 500 1000 t- Ri R2 2.77 k 2.77 k 1500 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 1160 lb 1610 lb 2770 lb 2.77 k R2 1160 lb 1610 lb 2770 lb 2.77 k Size: 4000 (2) 2x14 DF#2 3000 2000 A 39.75 in2 a -woo - S 87.78 in3co 0 I 581.55 in4 n -1000 F,; 360 psi -2000 Fb' 1620 psi -3000 E' x 106 1.60 -4000 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 w E Shear Moment 0 1000 VMAX 2.77 k MMAX 3.46 k-ft VAllowable A 4.77 k 'knowable 5.93 k-ft Ratio 0.58 Ratio 0.58 0.00 111111111 OK OK -0.01 Deflection `s -0.01 TL LL Actual 0.02 in 0.01 in o -0.02 Criteria 0.25 in 0.13 in Ratio 0.07 0.08 -0.02 OK OK PWU Engineering Inc©2013,Software v1.02,3/06/14 Beam #5 ---_ �JPWU ENGINEERING INC. Loads and criteria Total Span: 11.00 ft = 132 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 Ib Repetitive Use? No 2 O lb 3 _ _ 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft 11.00 ft 11.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.55 in 5 0 plf 0.00 ft LL L/480 0.28 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft 4 _ 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 - -150 - -100 - -50 - a m 0 0 50 - 11.00 ft 100 150 - 200 -- R1 R2 1.21 k 1.21 k 250 PWU Engineering Inc©2013,Software v1.02,3/06/14 Beam #5 --,PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - -50 - a. • c 50 11.00 ft A 100 150 200 -i— R1 R2 1.21 k 1.21 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 330 lb 880 lb 1210 lb 1.21 k R2 330 lb 880 lb 1210 lb 1.21 k Size: 1500 (2) 2x14 DF#2 1000 A 39.75 int 500 - S 87.78 in3 „ o , ap I _ 581.55 in4 u -500 F, 360 psi -1000 FL; 1620 psi E. x 106 1.60 -1500 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 2 3000 Wood Council. $ . 2000 N Shear Moment loon VMAX 1.21 k MMAX 3.33 k-ft VAllowable _ Allowable 4.77 k M 5.93 k-ft Ratio 0.25 _ Ratio 0.56 0.00 OK OK -0.02 -a Deflection a -0.04 TL LL -0.06 Actual 0.08 in 0.06 in o -0.08 Criteria 0.55 in 0.28 in Ratio 0.14 0.21 -0.10 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #6 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft =48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL _ 1 _ 0 lb Repetitive Use? No 2 _ Olb• _ 3 0 lb Wet Service? _ No 4 Olb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -90 plf -240 plf -330 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 _ 0 plf 0.00 ft TL L/240 0.20 in 5 0 plf 0.00 ft LL L/480 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 - -200 - -100 - a 0 o 100 4.00ft 200 - 300 -- R1 R2 - 0.66 k 0.66 k 400 — - PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 -.PWU ENGINEERING INC. Results -400 -300 - -200 - , -100 - O. 100 4.00 ft 200 300 -1R1 R2 - 400 0.66 k 0.66 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 180 lb 480 lb 660 lb 0.66 k R2 180 lb 480 lb 660 lb 0.66 k Size: 1000 (1) 2x14 DF#2 500 - A 19.88 in2 a _ S 43.89 in3co o d I 290.78 in4 Cl) _ F„' 180 psi -500 _ Fb' 810 psi _E' x 106 1.60 -1000 "Allowable 2.39 k 800 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American d 600 Wood Council. $ ' E. 400 ------- \ m Shear Moment E200 VMAX 0.66 k MMAX 0.66 k-ft VAllowable Allowable 2.39 k M 2.96 k-ft o Ratio 0.28 Ratio 0.22 0.00 IIIIIIi , OK OK 0.00 c Deflection o o .00 47, TL LL 0.00 Actual 0.00 in 0.00 in o 0 00 Criteria 0.20 in 0.10 in Ratio 0.02 0.03 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 -- PWU ENGINEERING INC. Loads and criteria Left Cantilever: 2.00 ft = 24 in Fully Braced? Yes Middle Span: 10.00 ft = 120 in Right Cantilever: 0.00 ft = 0 in Point Loads Load Location Pressure Treated? No # DL LL TL 1 -795 lb -620 lb -1415 lb 0.00 ft Repetitive Use? No 2 -1512 lb -2668 lb -4180 lb 2.00 ft 3 0 lb Wet Service? No 4 0lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -267 plf -368 plf -635 plf 0.00 ft 2.00 ft 2.00 ft 2 -75 plf -200 plf -275 plf 2.00 ft 12.00 ft 10.00 ft Deflection Criteria 3 0 plf 0.00 ft Left Cant. 4 0 plf _ 0.00 ft TL L/240 0.10 in 5 0 plf 0.00 ft LL L/480 0.05 in Triangular Loads Midspan Max Load Extent TL L/240 0.50 in DL LL TL Zero End Max End Total LL L/480 0.25 in 1 0 plf . 0.00 ft 2 _ 0 plf 0.00 ft Right Cant. 3 0 plf 0.00 ft TL L/240 0.00 in 4 0 plf 0.00 ft LL L/480 0.00 in 5 0 plf 0.00 ft -800 -600 - 400 -4.18 k -2001.42 k aV 0 R2 J 200 2.00 ft * 10.00 ft 0.97 k 400 - 600 - - R1 800 8.65 k PWU Engineering Inc 02013,Software v1.01,3/06/14 Beam #7 -�PWU ENGINEERING INC. - Results -800 -600 - I -400 -4.18 k T -2001.42 k 0 A R2 a o200 2.00 ft 10.00 ft 0.97 k 400 600 R1 800 8.65 k Type: Douglas Fir-Larch #2 Reactions (k) DL LL TL TL R1 3428 lb 5222 lb 8650 lb 8.65 k Size: R2 163 lb 802 lb 965 lb 0.97 k (2) 2x14 DF#2 3000 - A 39.75 in2 S 87.78 in3 2000 I 581.55 in4 E' x 106 1.60 a 1000 - F 360 psi VAllowable 4.77 k _ 0 m Ft; (+) 1620 psi MAllow(+) 5.93 k-ft n -1000 - Fb' (-) 1620 psi MAuow(-) -5.93 k-ft -2000 Design values are based off NDS 2005 Edition,published by American Wood Council. -3000 __ _ 2000 Shear w Positive Moment Negative Moment VMAX 2.68 k MMAX 1.69 k-tt MMAX -4.10 k-ft z 0 . V 4.77 k 'knowable 5.93 k-ft M -5.93 k-ft Allowable Allowable 2000 Ratio 0.56 Ratio 0.29 Ratio 0.69 d OK OK OK 0 -4000 Deflection -6000 TL LL 0.01 Actual -0.02 in 0.00 in _ 0.00 Left End Criteria 0.10 in 0.05 in ` • -0.01 - Ratio 0.18 0.04 OK s 0.01 - Actual -0.02 in -0.03 in Midspan Criteria 0.50 in 0.25 in o -0.02 Ratio 0.04 0.10 OK -0.02 Actual 0.00 in 0.00 in -0.03 Right End Criteria 0.00 in 0.00 in Ratio #DIV/01 #DIV/0! #DIV/O! PWU Engineering Inc.©2013,Software v1.01,3/06/14 Beam #8 --- PWU ENGINEERING INC. Loads and criteria Total Span: 10.00 ft = 120 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 _ 0 lb Repetitive Use? No 2 O lb 3 _ 0 lb Wet Service? No 4 _ Olb 5 0 lb Sustained Temperature? T<_ 100`F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -159 plf -124 plf • -283 plf _ 0.00 ft 10.00 ft 10.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.50 in 5 • 0 plf 0.00 ft LL L/480 0.25 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 • 0 plf 0.00 ft 2 • 0 plf 0.00 ft 3 0 plf _ 0.00 ft 4 0 plf _ 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 - -100 - a o o 10.00 ft 100 - 200 - R1 R2 300 — 1.42 k 1.42k - 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #8 PWU ENGINEERING INC. Results -400 -300 -200 - - -100 - a 100 1 10.00 ft 200 R1 R2 300 1.42 k 1.42 k 400 Type: Reactions (k) DouDouglas Fir-Larch #2 DL LL TL TL 9 R1 795 lb 620 lb 1415 lb 1.42 k R2 795 lb 620 Ib 1415 Ib 1.42 k Size: 2000 (2) 2x14 DF#2 1500 1000 - A 39.75 in2 7 500 - S 87.78 in3 0 581.55 in4 n -500 F,; 360 psi -loon Ft; 1620 psi -1500 E' x 106 1.60 2000 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American ^ 3000 Wood Council. , 2000 61 E Shear Moment ° 1000 - VMAX 1.42 k MMAX 3.54 k-ft VAllowable Allowable 4.77 k MAllowable k-ft Ratio 0.30 Ratio 0.60 0.00 OK OK -0.02 Deflection 2 -0.04 TL LL Actual 0.07 in 0.03 in o -0.06 Criteria 0.50 in 0.25 in Ratio 0.14 0.12 -0.08 ' OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 -- PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 01b 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.40 1 -64 plf -112 plf -176 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -200 -150 - -100 - 4- -50 - a 0 A 0 50 5.00 ft 100 - 150 -- R1 R2 200 0.44 k 0.44 k _ PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 PWU ENGINEERING INC. - Results -200 -150 - -100 - -50 - a 50 5.00 ft 100 150 — R1 R2 - 200 -1- 0.44 k 0.44 k ... Type: Reactions (k) Hem-Fir#2 _ DL LL TL TL R1 160 lb 280 lb 440 lb 0.44 k R2 160 lb 280 lb 440 lb 0.44 k Size: 600 - (1) 4x8 H F#2 400 '` A 25.38 in2 a 200 - - S 30.66 in3 o I 111.15 in4 u -200 - \ F,; 120 psi -400 Fb' 952 psi E' x 106 1.04 -600 VAllowable 2.03 k 600 MAllowable 2.43 k-ft _ 500 7"--- Design values are based off NDS 2005 Edition,published by American a 400 Wood Council. V c 300 at 0 200 Shear Moment 0 VMAX 0.44 k MMAX 0.55 k-ft 100 VAllowable A 2.03 k !knowable , 2.43 k-ft o ' Ratio 0.22 Ratio 0.23 0.00 OK OK -0.01 — c Deflection o 0 .01 TL LL d -0.02 kr- Actual 0.02 in 0.01 in o -0.02 Criteria _ 0.25 in 0.13 in Ratio 0.09 0.11 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft =48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 _ -90 plf -240 plf -330 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.20 in 5 0 plf 0.00 ft LL L/480 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 O plf 0.00 ft 3 0 plf _ 0.00 ft 4 _ 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 - -200 - ... -100 - 4- a 0 • 0 4.00ft J 100 - 200 - 300 — R1 R2 - 0.66 k 0.66 k 400 --- - PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 —K\ PWU ENGINEERING INC. Results -400 -300 - -200 - - -100 - c. oA A 100 4.00 ft 200 300 -1R1 R2 - 400 0.66 k 0.66 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 180 lb 480 lb 660 lb 0.66 k R2 180 lb 480 lb 660 lb 0.66 k Size: 1000 - (1) 4x8 DF#2 500 A 25.38 in2 I S 30.66 in3 alo I 111.15 in4 N F,; 180 psi -500 Fb' 1260 psi -1000 E. x 106 1.60 VAllowable 3.05 k 800 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 600 Wood Council. c 400 -------'''N\ IShear Moment E200 VMAX 0.66 k MMAX 0.66 k-ft o VAllowable Allowable _ 3.05 k , M 3.22 k-ft Ratio 0.22 Ratio 0.21 0.00 lIIIIIIII OK OK _ -0.01 Deflection o _ TL LL . -0.01 Actual 0.01 in 0.01 in o Criteria _ 0.20 in 0.10 in Ratio 0.05 0.08 -0.02 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Dining ----.PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 _ 0 lb Repetitive Use? No 2 01b 3 _ 0 lb Wet Service? No 4 0lb 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -173 plf -176 plf -349 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria • 4 0 plf 0.00 ft TL U240 0.30 in 5 0 plf 0.00 ft LL U480 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf . 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 - -200 - w -100 - a -2 aA / 0 6.00 ft 100 200 R1 R2 300 — 1.05 k 1.05k - 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Dining ---�PWU ENGINEERING INC. Results -400 -300 - -200 - - -100 - a -0 o 100 6.00 ft 200 R1 R2 300 1.05 k 1.05k - 400 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 Ri 519 lb 528 lb 1047 lb 1.05 k R2 519 lb 528 lb 1047 lb 1.05 k Size: 1500 (1) 4x8 DF#2 1000 A 25.38 in2 s 500 - S 30.66 in' ,� 0 111.15 in4 500 F,; 180 psi 1000 Fb' 1260 psi E' x 106 1.60 -1500 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American s 1500 Wood Council. c 1000 Shear Moment ° 500 VMAX 1.05 k MMAX 1.57 k-ft VAllowable Allowable 3.05 k MAllowable k-ft Ratio 0.34 Ratio 0.49 0.00 OK OK -0.02 Deflection .2 -0.04 TL LL Actual 0.06 in 0.03 in o o.os Criteria 0.30 in 0.15 in Ratio 0.19 0.19 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage —.PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft = 192 in Fully Braced? No Unbraced Length: 16.00 ft Point Loads Load Location Pressure Treated? No # DL LL TL _ 1 0 lb _ Repetitive Use? No 2 _ Olb 3 0 lb Wet Service? No 4 0lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -112 plf -56 plf -168 plf 0.00 ft 16.00 ft 16.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.80 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft , 4 0 plf 0.00 ft 5 0 plf 0.00 ft -200 -150 - -100 - 9- -50 - a 0 A 0 50 16.00 ft 100 - 150 -' R1 R2 200 — 1.34 k 1.34 k — PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage --EPWU ENGINEERING INC. - Results -200 -150 - -100 - -SO - a. J 50 co 16.00 ft / 100 150 — - R1 R2 200 — 1.34 k 1.34 k - Type: Reactions (k) DL _ LL TL TL Boise Glulam 24F-V4 R1 896 lb 448 lb 1344 lb 1.34 k R2 896 lb 448 lb 1344 lb 1.34 k Size: 1500 - (1) 3'/z"x 10'/2" GL 1000 �\ A 36.75 int : 500 - - S 64.31 in3 o , ' , 337.64 in4 u -500 r . . .. F,; 265 psi -1000 Fb' 2032 psi E' x 106 1.80 -1500 VAllowable 6.49 k 6000 MAllowable 10.89 k-ft _ 5000 Design values are based off BOISE GLULAM Specifier Guide, 9 4000 published by Boise Cascade EWP dated 02/28/13. $ 3000 m g 2000 Shear Moment VMAX 1.34 k MMAX 5.38 k-ft 1000 VAllowable Allowable 6.49 k M 10.89 k-ft o , Ratio 0.21 Ratio 0.49 0.00 OK OK -0.10 Deflection a -0.20 TL LL 0 -0.30 Actual 0.41 in 0.14 in o 0.40 Criteria 0.80 in 0.40 in Ratio 0.51 0.34 -0.50 OK OK PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom PW U ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100`F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CV 1.00 1 -534 plf -904 plf -1438 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf _ 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -2000 -1500 -1000 - 4- -500 - a 0A A 0 5.00 ft J 500 - 1000 - 1500 - R1 R2 2000 - 3.60 k 3.60 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom •PWU ENGINEERING INC. Results -2000 -1500 -1000 - -500A- c. ca 500 5.00 ft 1000 1500 R1 R2 2000 — 3.60 k 3.60 k – Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 Ri 1335 lb 2260 lb 3595 lb 3.60 k R2 1335 lb 2260 lb 3595 lb 3.60 k Size: 4000 (1) 3'/2'x9" GL 2000 - A 31.50 in2 S 47.25 in3 ,� 0 1 212.63 in4 F,; 265 psi -2000 Fb' 2400 psi E' x 106 1.80 -4000 VAllowable 5.57 k 5000 MAllowable 9.45 k-ft 4000 Design values are based off BOISE GLULAM Specifier Guide, published by Boise Cascade EWP dated 02/28/13. 3000 £ 2000 Shear Moment �0 1000 VMAX 3.60 k MMAX 4.49 k-ft VAllowable Allowable 5.57 k MAllowable k-ft 0 Ratio 0.65 Ratio 0.48 0.00 OK OK -0.02 - Deflection `o TL LL -0.04 Actual 0.05 in 0.03 in Criteria 0.25 in 0.13 in Ratio 0.21 0.27 -0.06 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Studio -.PWU ENGINEERING INC. Loads and criteria Total Span: 3.00 ft = 36 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -2116 lb -3734 lb -5850 lb 0.50 ft Repetitive Use? No 2 Olb 3 0 lb Wet Service?, No 4 0 Ib 5 0 Ib Sustained Temperature? T<_ 100`F Uniform Loads Load Factors Load Extent CD 1.00 _ # DL LL TL Start End Total CV 1.00 1 -158 plf -136 plf -294 plf 0.00 ft 0.50 ft 0.50 ft 2 -254 plf -304 plf -558 plf 0.50 ft 3.00 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.15 in 5 0 plf 0.00 ft LL L/480 0.08 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 _ 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -5.85 k -600 -400 4- -200 - • 0 V 1 a 200 3.00 ft R2 1.80 k 400 R1 600 — 5.59 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Studio PWU ENGINEERING INC. Results -800 -5.85 k -600 • -400 — -200 - -0 oV , • 0 200 3.00 ft R2 1.80 k 400 600 dR1 5.59 k 800 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 2100 lb 3491 lb 5591 lb 5.59 k R2 730 lb 1071 lb 1801 lb 1.80 k Size: 6000 (1) 31/2"x101/2" GL 4000 - A 36.75 int 2000 - S 64.31 in3 337.64 in4 0 F,; 265 psi -2000 - Fb' 2400 psi E' x 106 1.80 -4000 VAllowable 6.49 k 3000 'knowable 12.86 k-ft _ 2500 Design values are based off BOISE GLULAM Specifier Guide, 2000 - published by Boise Cascade EWP dated 02/28/13. 1500 w Shear Moment o 1000 VMAX 5.59 k MMAX 2.76 k-ft 2 500 — V 6.49 k MAllowable k-ft Allowable Allowable Ratio 0.86 Ratio 0.21 0.00 OK OK 0.00 Deflection s 0.00 TL LL Actual 0.01 in 0.00 in o -0.01 Criteria 0.15 in 0.08 in Ratio 0.04 0.05 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 JPWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft = 42 in Fully Braced? Yes Point Loads Load _Location Pressure Treated? No # DL LL TL _ 1 -180 lb _ -480 lb -660 lb 2.00 ft Repetitive Use? No 2 O lb 3 _ 0 lb Wet Service? No 4 Olb _ 5 0 lb Sustained Temperature? T< 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -156 plf -160 plf -316 plf 0.00 ft 3.50 ft 3.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.18 in 5 0 plf 0.00 ft LL L/480 s 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf _ 0.00ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf _ 0.00 ft 5 0 plf 0.00 ft -400 -300 - -0.66 k -200 - -100 - Ti 0 • o 3.50ft 100 200 R2 0.84 R1 0.84 k 300 0.93 k _ 400 PWU Engineering Inc©2013,Software v1.02,3/06/14 V Beam #11 •PWU ENGINEERING INC. Results -400 -300 - -0.66 k -200 - -100 - a 0 • J 100 3.50ft 200 — R1 R2 0.84k 300 0.93k _ 400 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 350 lb 486 lb 836 lb 0.84 k R2 376 lb 554 lb 930 lb 0.93 k Size: 1000 - (1) 4x10 DF#2 500 • A 32.38 inz 0 S 49.91 in3 230.84 in4 n -500 F,; 180 psi -1000 Fb' 1080 psi -1500 E x 106 1.60 VAllowable 3.89 k 1200 'knowable 4.49 k-ft 1000 Design values are based off NDS 2005 Edition,published by American 9 800 Wood Council. 600 400 Shear Moment VMAX 0.93 k MMAX 1.04 k-ft 200 VAllowable A3.89k 'knowable 4.49 k-ft IiIIIIIII0 Ratio 0.24 Ratio 0.23 0.00 11111i111 OK OK _ 0.00 Deflection o TL LL 0.00 Actual 0.01 in 0.00 in Criteria 0.18 in 0.09 in Ratio 0.03 0.04 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #12 PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 _ 0 lb Repetitive Use? No 2 01b 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T 5. 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.20 1 -262 plf -320 plf -582 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 _ 0.30 in 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf _ 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 - 4- -200 -71.' m 0 0 6.00 ft 200 400 - 600 -- R1 R2 800 — 1.75 k 1.75 k _ PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #12 ----,PWU ENGINEERING INC. Results -800 -600 . . -400 - — -200 - . Q -B 0 J co 200 6.00 ft 400 600 — R1 R2 800 — 1.75k 1.75 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 Ri 786 lb 960 lb 1746 lb 1.75 k R2 786 lb 960 lb 1746 lb 1.75 k Size: 2000 (1) 4x10 DF#2 I:: 32.38 inz _ 230.84i4_ 1080 psi -2000 E' x106 _ 1.60 VAllowable _ 3.89 k 3000 MAllowable 4.49 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American 92000 - Wood Council. ' 1500 m Shear Moment 0 1000 VMAX 1.75 k MMAX 2.62 k-ft 500 VAllowable Allowable 3.89 k M 4.49 k-ft Ratio 0.45 Ratio 0.58 0.00 OK OK -0.01 Deflection o -0.02 TL LL -0.03 Actual 0.05 in 0.03 in o 0.04 Criteria 0.30 in 0.15 in Ratio 0.15 0.17 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14