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Specifications /tic 7--v�S- 0 ,,3 S— t �FC "-OPWU ENGINEERING INC. P/1/Fp Email: pwuengineeringicomcast.net DLC 3 Ph: (503) 810-8309 BU��7�'OF 206 Structural Calculations: ��I\4 tAO Job # LEN15440 O/v Date: 12/14/15 Project: Bainbridge A Master Reuse Garage Left Lot 36, Oak Crest, Tigard, OR Lennar Homes (41) OFess G NF 9421 PE0,c5F9 �2 • r EGON 1 y22 \- yILIP `N 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. 4. _ I 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 II 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. Ilik I AFRS Direction iiiigEnd Zones ii. k*� 2a ,,„... at.,, .....- -P.--4 ,-, o be- MFRS Direction 2a 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 Wind per ASCE 7 ��PWU ENGINEERING INC. Project Bainbridge A 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 kt' 6:12 wy c a= 4.0 ft arenbn .111D d Sonea �.�� A 21.3 psf ora= 10.4 ft �•� 0 B 6.8 psf Check 10psf min and a> 1.6 ft C 15.8 psf load across all and a> 3.0 ft 21;' D 6.0 psf zones. Er d para Note:g.End zone may occur at any caner of the 2a 8.0 ft buidi WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 he(ft) 9.0 9.0 he(ft) 4.0 he(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 10psf min load: 130.0 plf loo•o ` ,._ #t k Governing value: 130.0 plf o.o t ,s;�� 11'1 t° " W2 L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 he(ft) he(ft) 10.0 ho(ft) W(plf) 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 zoo.o a 10psf min load: 100.0 plf ioo.o 4,:104 � Governing value: 180.1 plf 0.0 Wi L(ft) hA(ft) he(ft) he(ft) ho(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 III III11C'1111I'1111UI11IIIIi1111Ui1111111111Iliimmieitmil11lI1111Ii1111ui111Ai1UIui11111111111111111112111111IU IlII111I11111 111_1111111►\1111k'111I1I1111111111111111111111111111I11III111111111111111I11II111111111IlillI111111111111;11I1111011111I111:'II1111111I O11;IIIIIllllMrIiL I1111111111111111I111111111i1111111I11111IU1i1111111I11111I11111111II11111iIi11i 1111111O1111uI1t:'I111111 11111:1111111111P::114111111 111 11111IIIl•1111'11111111111111 I1111111111111111111111111111111ii111111111�I11111l1111111111111111\I 1 ,1111.,111:1 111 IC1s111►1111IIl:u INI111911n111111111Un1111111111I1111111IP.'1111Un11111111ll111111111lIIlIl111111111`,i111121111111111011 liii1111101111 ua111!II11ii111111111111111111111111111111,111111111111.1111hl11111111111111111111111111111■11111►`ii1I1111►1 1.141111111; © 11111111111 1111111111011111:!111111111111111111111111111111111iI1111111I111111i■1111Gl11/1111111111111'c:1111►111111111!1l1111111� MI 1111111:11111111!aitlII1111TI III11IUII111111111111/11111111IMIIIlIIlllll■IlI!J 1111n11�' • 111IN41 11111!11110111 1$0.1111111111►I"" �I!1!.111:i1�►i111111111111I11111111111111111111111111111II11111II1111iIl1:11'� „,:i."---,..„ %!!111 11:1111111! 111►1i:11111►' �' '`4.1111111111I1111111111111111111111,1111111111111111111111111111/,1”_/',;gIH11,_ '41111►;IIi11 11111111►' \ 1111111111111,IIII1111111111111n1/I11111111011r111'1"' gpli "921211 Nir TOI•R.AT4. • IILQIY�1i� •gnnun1n11111n11u11111111111111111111111111.• 11r1.l.Itilll�\1... •11,71 ar11 • , Ir ;�\I II,1 411111iL41111 •:.�IL;l��,l 11_A WHO Lla 1 all ��Ilrj ,al ,itl o i I I II 1,,,j_11 ���� l��i 1,-,;,,,„Th _ '■II ;1 min �.� s • IFIL-RJllll� ',-II , •►I1.II111.41I1111111.I111I1i11I1a11 11 (`liu:�- 4:› !►n,1P1' /illi.. ler .::InlmnlmmlunllvIlmmmiiiii \I�, Irl!► NI1111iintii•. -.4`:i�Nn1111111111n1n11u111n X11 liP „I`\ 1\I O -— -• 1 .1isI1111rukci11111®IU.�TOP PLATE _ 1u;igviv hili r.,. ..igili �1ii111�.,,_ �1 1 , i i�,�61 0., 1 • 1 p■_� �1 N�1ir7tAij =aril 1 , •.1111.117:=M_ i 4 I= i Il ii, 1 � _ ■ lig W1II� =1 o Ire. 111111111 1llll 11111 MUM 111I1 1111I ■ I�i `III 0 h►I_ 0 E 11 11 =1111 �t I i. - T( '1 �1I1111111Il� I11111III111u1I111111I1111 1_- 1,- 2.-=a-vzre===-4,,--m---77. -----zs-=----,-- ,,........ - -- �� 1111111111111111111111111111111111 11111 IIIII h ;7-=:; =-'-- -,z2-=--,7--:. wn x ••1a4GTU-e100mraPlI nflra-twi ENTRY DOOR- cT-cRArlle A►r caJ1ugcrlai W 1r mammal ADOV!(1•enu.DOOR-MESON FRONT ELEVATION V1••1'-0. Wind per ASCE 7 -- - PWU ENGINEERING INC. Project Bainbridge A 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 I 111� �`��� 6:12 ,,'� , a= 4.0 ft D'"'" SD tl zona� '�+� A 21.3 psf ora= 10.4 ft L , B 6.8 psf Check 10psf min and a> 1.6 ft Drt�c�n C 15.8 psf load across all and a> 3.0 ft ze' End Zo»n D 6.0 psf zones. Note Ertl zone may occur at any corner of the 2a 8.0 ft blAdr.. WR L(ft) 8.0 28.0 8.0 hA(ft) 4.0 4.0 hB(ft) 4.0 4.0 he(ft) 8.5 h0(ft) 2.0 W(plf) 0.0 0.0 112.1 146.6 112.1 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 134.0 plf ..R 10psf min load: 95.9 plf 100.0 - #.. Z1ks Governing vue: 134.0 plf o.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 - F � +� {� f a�# " s� rK ,:-3Governing value: 154.5 plf ,W , Wi L(ft) hA(ft) hB(ft) he(ft) hp(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 • r .o-,,•.rn NO I L W a l a a cn s J t- ! >roorkraa \ rs. iimhk 1111/4,41 '^— arr61•401 IOW _ 1111UiIIiIIIII111iI11Ui1111iiiillI tlHIMIIIIM1i111iIS111■ N biacra-ono `'l1111111111111111111111111111111111111i101Ii":,1111111►11111111 11111 1 1�I,1 11 1114 111 11 i 11111 '111 H I IupU u.II�1m111111111��„�rl l �.,I1 IuEII r ,�,1 111111iU111111111.11111•111111111111111 Oitiouct11:\�i lk_. 11111 ; 11111111111111111111111IiI1i111111Ii11111111!111111i�I I: k A-8 7,2 _ Ild, i , . ,, .... ...,.... , weal 1 i 1111! •l11 .\10 1'1,1 I 111 111141!M1111104., �cl:V 111.111111 11111:111d111\IIIII\111111;- -4411041111110111111 11111111:11`JIIIM111►111t11i..- • .11,\11111111".11111U\IIU 11111111111111110,11110 111111111;; 4. 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Ta'rumm6. ,_ 111111 , ME t =la M I .. .7,,, . : P ■ 1 ......r .. _. . _ _.. .. E4E'ILOOR ,... REAR ELEVATION vs'.r-o• O 0 �• O 0 = \ 1 1 1 11 1 1 1 .1•n��i�n•n.1nnuuni•nn•n. IUIIIIIIIIIIIiIIIIIUIIIA•IIIIIII' tlu11IIIII II1u1I11u1u111III1 IIIIIIIIIIIIIIIII�11''- ''IIIn111I1111 Inl tcrre.a.e ILIIIIIIIIIIIII.- \".IIIIIIIINIII �— IIIII11III11I110- ism :I1nI ILL e 0 • _ 11 I 111 1 I II II 1 III II I O i II 11111111111111111111111111111111111111.11111111111211111111111. .. . _ _. .-.. __ .._ .. ._ „_.. , _r. o;;I;il;einni'Il 11;I;o oxi I `;um sion 1111 t I *o fin uedlllII JI IIII�IIIIM 11111. 11 11lll111llll1U1I1 1 IIII 1111 IR 1 . _Lei • i, 0 1._,0-- .. .: __7__„...±„.., e_ ae!-POOR _ _._ _ __ _. __ =allir.22•es3. LEFT SIDE ELEVATION V.•.r-CP T Seismic & Governing Values --- 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 Sps/(R x 1.4)]W Category R SIDS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load:6psf V=I 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 = [9.100 * (15+5+3+4) * 64 ft] + 101.4 plf= 274.6 plf < 310.1 plf Wind Governs W� = [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 Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf= 200.4 plf < 288.6 plf Wind Governs W� = [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 EpWU 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.Oft)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) + (0 lb * 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 = 17.0 ft v = 2.95 k / 17.0 ft = 173 plf Type A Wall h = 8.0 ft LWORST = 6.0 ft MOT = 173 plf * 8.0 ft * 6.0 ft = 8.33 kft MR = (15 psf * 10.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 2.66 kft + (0 lb * 0.0 ft) + (500 lb * 6.0 ft) = 3.00 kft + 2.66 kft = 5.66 kft T = (8.33kft - 5.66kft) / 6.0 ft = 0.44 k + 0.00 k = 0.44 k No hd req'd See FTAO Calc Line 3 P = 2.95 k I I LTOTAL = 18.5 ft I I 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 LroTAL = 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) + (0 lb * 0.0 ft) = 0.00 kft + 129.8 kft = 129.8 kft T = (55.81kft - 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 MOT = 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 + (O lb * 0.O ft) + (5001b * 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 LToTAL = 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 + (0 lb * 0.0 ft) + (0 lb * 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 + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 8.53 kft = 8.53 kft 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 + (0 lb * 0.0 ft) + (500lb * 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.Oft) + (0 lb * 0.0 ft) = 0.00 kft + 0.21 kft = 0.21 kft T = (2.16kft - 0.21kft) / 2.3ft = 0.87k + 0.00k = 0.87k Use type 1 hd on garage piers only --- PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 1 Li = 5.5ft L0= 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= 0.56 k vB= 164 plf v0= 164 plf h0= 4.0 ft F1 = 0.56 k F2= 0.56 k - -* h = 3.0 ft vc = 62 plf vE= 226 plf vH= 62 plf y T H = 0.90k H = 0.90k H= ( 1.80k *8.0ft) /16.0 ft= I 0.90 k H:W Ratios 4.O ft : 5.5 ft = 0.7 : 1 vh= 1.80k/ 11.Oft= 164p1f 4.Oft : 5.5ft = 0.7 : 1 v,_' 0.90 k/ 4.0 ft= 226 plf Use: Type A Wall F= 226plf* 5.00 ft= I 1.13k F1 = ( 1.13k* 5.5ft)/ 11.Oft= 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.O ft *5001b) = 9.68 kft T= 0.90 kft- (9.68kft / 16.0 ft) = 0.30 k +0.00k= 0.30 kI No hd req'd -PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 L1 = 3.8 ft L0= 3.0 ft 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= 0.34 k vB= 159 plf vG= 159 plf ho= 4.0 ft F� = 0.34k F2= 0.34k hL= 3.O ft vc= 68 plf vE= 227 plf vH= 68 plf T H = 0.91k H = 0.91k H= ( 1.19k *8.Oft) / 10.5 ft= 0.91 k H:W Ratios 4.Oft : 3.8ft = 1.1 : 1 vh= 1.19k/ 7.5ft= 159p1f 4.Oft : 3.8ft = 1.1 : 1 = 0.91 k/ 4.0 ft= 227 plf Use: Type A Wall F= 227 plf* 3.00 ft= I 0.68 k F1 = (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* 2ft+ 12psf* 8.Oft) * (10.5 ft)^2 *0.6/2] + (0.O ft *5001b) = 4.17 kft T= 0.91 kft- (4.17kft / 10.5ft) = 0.51 k +0.00k= 0.51 kl No hd req'd �PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 1 = 5.0 ft Lo= 10.5 ft L2= 4.5 ft V= 3.65 k vA= -70 plf vp= 410 plf yF= -70 plf hu = 1.0 ft 4- F� = 2.27k F2= 2.04 k vB= 384 plf vG= 384 plf ho= 5.0 ft F� = 2.27k F2= 2.04 k - -* h = 3.0 ft vc _ -70 plf yE= 410 plf vH= -70 plf y T H = 1.64k H = 1.64k H= ( 3.65k *9.0ft) /20.0ft= 1 1.64 k 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= 410 plf* 10.50ft= 1 4.31 k F1 = (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* 10ft + 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 +O.00k= 0.09 kl No hd redd • .o WPM TO IIIII 1 Q.-r cu COL AP Aen)aA»Pt DII 10 ett I . POR PrAO METHOD--- ■ • e ik 1-11 eA n I 1. 1p. i [ Fr I Obi IL, 1 e L 11 4 I !J!1lN ,_E 7- A rimVII WALLe Raw WALL KAY TO ER �� T--1 TO It NiATMD MR dr7 COL YII ,__ I WE Obt COL RIWAP CV OATS net DEr o..+ I n)RATS PER on 10017 POR PTA°MRCP FOR PTAO HMCO I I I L J L J UPPER FLOOR LATERAL PLAN I•.r.o• • (11) B e'"l MOM NM.� TO DO SeATIOP 20.-r . e II O I FOR PTAO I'1?HCO In,. go- - -7 Ini I ' ' A . . . . d e.• • • •810'-t?? A I . r. e A ® er' . . . . . r>/ . _ .,. •.94 �. li W-111. 'o :ji_ :" 0 e 1. i_ .,, tib _' b i � r I I �G: '1=l 1I 41) AOL ``'r p En 4'-10' lir 1r e e Mit OM WALL U• '11' SO ALL MSC' MUM TOP OP WW1 *NIA!PER IIOLDCONS PALL NO OOTTOf1 OP MAT OC OSSITTUTRID FOR ISA ON b T-0.TUX TTFO 111-1LDa 1 HOw FOR POR OCTAL IIA41 SCIODU■PCR DOT 8.441 MAIN FLOOR LATERAL PLAN [LEV 0 10 • OCRS WALL M lSATh WM cCOSWAP p- - AMATTeOMT IOlt 7rTAO ric° -----1 T e e . , ,_ IT -o 5'.6__[ Ike: I 1E77, H • ®-- e OPTIONAL MATHROOM LAYOUT I L___il 11 11 ,...1 .... .... 1 ,. 1 . , , „ . t, e A 1 et . ,,,,, „..,... -." , „;,:, © 1:0-10•A 6'-10• Er WSW WALL!LW . DOW MALL SLAV To MM NlATWED TO MM SFtARIOD USE COM COIL STRAP IyM COO car STlvr n.)MATr• PTS MR AO DMT 112 a./`?•OR Tee CMT west I Pte0 MOOD� L J L J UPPER FLOOR LATERAL PLAN • CT) 7.-100 0 = .20.4. 0 1114:217.101.1.NAV .„0/-7101 CM COL STRAP T.. .. (3)PATO 14110 010 IMMO • 1 • ..• I 4V-4. P00'meta PIM= -4.- I rf= 1 e% NEMEMM it 40 W . . .I : . • —1.1, . . .41) -- • 0 rtl 1 1.11111.1 S'It . 4 is A 4-& ;'i • . I I : 14,0, tz:or II-1" A .4 gii V-2k 1•if r—r ° 1±11—- 2*-10' -1--r AOL AOL . 0 Ilir I lir POUR OTOPI NOLL UP GO NAL.141110i4T &WOE PIM 140.0011,44. !MUM TOP OP$1.1 MAT ME 0110TITUTED PON PALL.040 11011121 OP 1---. TOM 76-11401.1201111 pm 41040DULI Pat PIT Veil WEAVER 0 1,0.MAX MR METAL WSJ MAIN FLOOR LATERAL PLAN 4.4.0. 1 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 S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 W-56767°' W—ss°' 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 W-6s7°' w—ss o, 5, S=7315, 639 = 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S S=6395 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. SHEARWALL SCHEDULE (a-m) ONLY REQ'DON 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) A 16" OSB (1) SIDE 8d 6" 12" z"Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B 16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 22"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 D16" 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 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 HGA1OKT @ 8"o/c 1010 1414 H16"OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" z"Dia. A.B. @ 51"o/c (m) 16d @ 1z' o/c(2)rows staggered HGA1OKT @ 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/" 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 ou^bra Ntr.n 6/12 6=+ lizAz2 L12 g54= 250.12) = 2 'ps4 T � Rr,i- 1o(1.1z)i-C = 16 psP L:= 141 - ixfl2 611- '42. L.= 161 R y.lsk 6T3 L-= ly' w= g3Gp1� R. s.ssk HDR @ Roof PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft I =60 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 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 1.40__ 1 -288 plf -504 plf -792 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 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 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1000 -800 -600 - -400 - w -200 - a -2 0 200 5.00 ft 400 600 800 _ 1.9988 k 1.98 k 1000 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Roof PWU ENGINEERING INC. Results -1000 -800 -600 - -400 - y= -200 - a a 0 • 2 200 5.00 ft 400 600 800 - R1 R2 1.98 k 1.98 k 1000 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 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 in2 a 1000 -` S 30.66 in' „ o 111.15 in4 w -1000 F,; 180 psi -2000 Fb' 1260 psi E'x 106 1.60 -3000 VAllowable 3.05 k 3000 MAllowable 3.22 k-ft 2500 Design values are based off NDS 2005 Edition,published by American 2000 Wood Council. 1500 Shear Moment o 1000 2 500 VMAX 1.98 k MMAX 2.48 k-ft VAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.65 Ratio 0.77 0.00 OK OK c -0.02 Deflection .2 -0.04 TL LL 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 I = 180 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 0 lb 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 U240 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 Oplf 0.00ft 5 O plf 0.00 ft -800 -600 - -400 - w -200 - a 0 J 200 15.00 ft 400 600 — R1 R2 _ 4.77 k 4.77 k 800 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #1 EPWU ENGINEERING INC. Results -800 -600 - -400 - -200 - a o � 200 15.00 ft 400 600 —I 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'/2'x12" GL 4000 - A 66.00 inta 2000 - S 132.00 in' „ o 0 792.00 in4 -2000 F,; 265 psi -4000 Fb 2400 psi -6000 - E'x 106 1.80 VAllowable 11.66 k 20000 MAllowable 26.40 k-ft Design values are based off BOISE GLULAM Specifier Guide, 2 15000 published by Boise Cascade EWP dated 02/28/13. 10000 N E Shear Moment ° 5000 VMAX 4.77 k MMAX 17.89 k-ft VAllowableMAllowable 11.66 k 26.40 k-ft Ratio 0.41 Ratio 0.68 0.00 OK OK -0.20 Deflection o TL LL d -0.40 Actual 0.51 in 0.37 in a 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 I =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 CF 0.90 1 -285 plf -760 plf -1045 plf 0.00 ft 5.00 ft _ 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.25 in 5 0 plf 0.00 ft LL U480 0.13 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 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -1500 -1000 - -500 - w O. -2 0 1 5.00 ft 500 1000 R1 R2 1500 -1- 2.61 k 2.61 k _ PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 —OPWU ENGINEERING INC. Results -1500 -1000 - -500 - w a 0 \ A o 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 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 a 1000 - S 87.78 in3 o o d 581.55 in4 0 -1000 F„' 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 a 3000 Wood Council. c 2000 d Shear Moment 0 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 .......:..., ' :3..01Deflection01 TL LL d 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 ---tPWU 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 0 lb 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 -294 plf -484 plf -778 plf 0.00 ft 4.50 ft 4.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 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 O plf 0.00 ft 2 Oplf 0.00ft 3 O plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1000 -800 -600 - -400 - -200 - a m 0 l 200 4.50 ft 400 600 800 R1 R2 - 1000 J 1.75 k 1.75 k POJ Engineering Inc.©2013,Software v1.02,3/06/14 I Beam #3 PWU ENGINEERING INC. Results -1000 -800 -600 - -400 - -200 - . 200 4.50 ft 400 600 800 — R1 R2 1000 — 1.75k 1.75 k Type: Reactions _ (k) DL LL TL TL Douglas Fir-Larch #2 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 in' 7 S 87.78 in3 A 0 d 581.55 in4 (/) F„' 360 psi -1000 Fb' 1620 psi -2000 E' x106 1.60 VAllowable 4.77 k 2500 MAllowable 5.93 k-ft 2000 Design values are based off NDS 2005 Edition,published by American Wood Council. 4 1500 £ 1000 Shear Moment ° 500 VMAX 1.75 k MMAX 1.97 k-ft VAllowable Allowable 4.77 k MAllowable k-ft Ratio 0.37 Ratio 0.33 0.00 OK OK 0.00 Deflection c o .00 TL LL d -0.01 Actual 0.01 in 0.00 in o -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 0 lb 3 0 lb Wet Service? No 4 0 lb 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 -464 plf -644 plf -1108 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft ' TL L/240 0.25 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 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 - -500 - w a m 0 0 5.00 ft 500 1000 �- R1 R2 ., 2.77 k 2.77 k 1500 PVvU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #4 �PWU ENGINEERING INC. Results -1500 -1000 - -500 - w 0. o - A o 5.00 ft 500 1000 T R1 R2 2.77 k 2.77 k 1500 Type: Reactions (k) Douglas Fir-Larch #2 DLLLTL TL 9 R1 11600 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 1000 - S 87.78 in3 0 CO 1 581.55 in4 N -1000 F,; 360 psi -2000 Ft; 1620 psi -3000 -4000 E'x 106 1.60 VAllowable 4.77 k 4000 'knowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American a 3000 Wood Council. c 2000 E Shear _ Moment ° l000 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 , OK OK c -0.01 Deflection o -0.01 TL LL d 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 -K\ PWU 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 lb Repetitive Use? No 2 0 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 -60 plf -160 plf -220 plf 0.00 ft 11.00 ft 11.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.55 in 5 0 plf 0.00 ft LL U480 0.28 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 O plf 0.00 ft 5 O plf 0.00 ft -250 -200 - -150 - -100 - w -50 - D. 0 J 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 =OPWU ENGINEERING INC. Results -250 -200 - -150 - -100 - -50 - a m 0 / 2 50 11.00 ft 100 150 200 R1 R2 1.21 k 1.21 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 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 in2 a 500 - S 87.78 in3 A o - 581.55 in4 w -500 F,; 360 psi 1000 Fb' 1620 psi E' x 106 1.60 -1500 VAllowable 4.77 k 4000 'knowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 3000 \ Wood Council. = 2000 d ''''. \\ Shear Moment 1000 VMAX ' 1.21 k MMAX 3.33 k-ft V 4.77k 'knowable 5.93k-ft 0 Allowable _ Ratio 0.25 Ratio 0.56 0.00 OK OK -0.02 -E- :..7. Deflection -0.04 TL LL d -0.06 Actual 0.08 in 0.06 in o o.oa Criteria 0.55 in 0.28 in Ratio 0.14 0.21 -0.10 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #6 -.PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft I =48 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 0 lb 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 O 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 O plf _ 0.00 ft 2 Oplf _ 0.00ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -400 -300 -200 - -100 0 / 0 4.00 ft 100 200 300 — 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 - a D 0 \ 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 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 int a S 43.89 in' 0 , 290.78 in4 N F,; 180 psi -500 Ft; 810 psi E x 106 1.60 1000 VAllowable 2.39 k 800 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American . 600 \ Wood Council. c 400 Shear Moment i 200 VMAX 0.66 k MMAX 0.66 k-ft VAllowable A2.39 k 'knowable 2.96 k-ft o Ratio 0.28 Ratio 0.22 0.00 N,,,....:___ , „ , i OK OK 0.00 S Deflection c 0.00 TL LL • _......„ 7 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 lbWet 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 -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 Oplf 0.00ft 2 0 plf 0.00 ft Right Cant. 3 0 plf 0.00 ft TL L1240 0.00 in 4 0 plf 0.00 ft LL U480 0.00 in 5 O plf 0.00 ft -800 -600 - l 400 -4.18 k w -200_42 k a -0 0 f R2 m J 200 2.00 ft 10.00 ft 0.97 k _ 400 600 R1 800 8.65 k PWU Engineering Inc.©2013,Software v1.01,3/06/14 Beam #7 ---- PWU ENGINEERING INC. Results -800 -600 - I -400 -4.18 k -20 .42 k Cl. 0 X , R2 .00.I 200 2.00 ft j, 10.00 ft 0.97 k 400 600 R1 800 8.65 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL RI 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 int S 87.78 in' 2000 I 581.55 in4 E' x 106 1.60 .n 1000 F,; 360 psi VAllowable 4.77 k m `" ,.( Ft; (+) 1620 psi MAllow(+) 5.93 k-ft Cl) -1000 Ft; (-) 1620 psi MAllow(-) -5.93 k-ft -2000 N. Design values are based off NDS 2005 Edition,published by American Wood Council. -3000 2000 Shear Positive Moment Negative Moment \ MAX 2.68 k MAX 1.69 k-tt MAX -4.10 k-tt a o VAllowabie 4.77 k MAllowable 5.93 k-ft MAllowable -5.93 k-ft $ 2000 ~ a Ratio 0.56 Ratio 0.29 Ratio 0.69 E , OK OK OK -4000 Deflection -6000 TL LL l 0.01 Actual -0.02 in 0.00 in o.00 Left End Criteria 0.10 in 0.05 in S. -0.01 _ IA Ratio 0.18 0.04 _ OK o _=- -0.01 fiv�fr . Actual -0.02 in -0.03 in d ' ` 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/0! #DIV/0! #DIV/0! 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 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100T Uniform Loads Load Factors Load Extent Co 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 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 - -100 - 0. 31 0l 0 10.00 ft 100 200 R1 R2 300 — 1.42 k 1.42 k 400 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #8 ----- PWU ENGINEERING INC. Results -400 -300 -200 - , -100 - 0. 100 10.00 ft 200 R1 R2 300 1.42 k 1.42 k 400 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R1 795 lb 620 lb 1415 lb 1.42 k R2 795 Ib 620 Ib 1415 Ib 1.42 k Size: 2000 (2) 2x14 DF#2 1500 1000 ------------- A `A 39.75 int : 500 - S 87.78 in3 0 0 T----T------- , 581.55 in4 N -500 F,; 360 psi -1000 Fb' 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 a 3000 ------ \\ Wood Council. c 2000 Shear Moment ° i000 VMAX 1.42 k MMAX 3.54 k-ft VAllowable 4.77 k MAllowable 5.93 k-ft o Ratio 0.30 Ratio 0.60 0.00 OK OK -0.02 .\\ ........._ ----/ Z. Deflection `s -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 PWl1 Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 -EPWU 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 0 lb 3 ▪ 0 lb Wet Service? No 4 0 lb 5 • 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -64 plf -112 plf -176 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 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 pl 2 0 f 0.00ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 Oplf 0.00ft -200 -150 -100 - -50 - a a 0 J 5.00 ft 50 100 150 -r- 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 - w -50 - c 50 5.00 ft 100 150 — R1 R2 - 200 — 0.44 k 0.44 k _ Type: Reactions (k) Hem-Fir#2 DL LL TL TL R, 160 lb 280 lb 440 lb 0.44 k R2 160 lb 280 lb 440 lb 0.44 k Size: 600 (1) 4x8 HF#2 400 A 25.38 int 9 200 - S 30.66 in' o N I 111.15 in4 y 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. Z ' 300 a 200 Shear Moment c VMAX 0.44 k MMAX 0.55 k-ft goo VAllowable Allowable 2.03 k M 2.43 k-ft o Ratio 0.22 Ratio 0.23 0.00 111IIIII1 OK OK -0.01 Deflection c 0 .01 TL LL d -0.02 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 I =48 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 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 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 O plf 0.00 ft 2 O plf 0.00 ft 3 _ O plf 0.00 ft 4 _ Oplf 0.00ft 5 O plf 0.00 ft -400 -300 -200 - w- -100 - a 0 0 4.00 ft 100 200 300 — R1 R2 - 0.66 k 0.66 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 1—,PWU ENGINEERING INC. Results -400 -300 - -200 - , -100 - 0. 0 / 100 4.00 ft 200 300 ---1 R2 - 400 0.66 k 0.66 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 _ R, 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 in' 411- S S 30.66 in3 R 0 , d I 111.15 in4 N F,; 180 psi -500 Ft,' 1260 psi E x 106 1.60 1000 VAllowable 3.05 k 800 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 2, 600 Wood Council. Z c 400 ------.. \\ m Shear Moment 2 200 VMAX 0.66 k MMAx 0.66 k-ft VAllowable 3.05 k MAllowable _ 3.22 k-ft o Ratio 0.22 Ratio 0.21 0.00 OK OK _ -0.01 Deflection `o TL LL d 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 0 lb 3 0 lb Wet Service? No 4 _ Olb 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 -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 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 O plf _ 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 Oplf 0.00ft -400 -300 I -200 - -100 - 4- a 01 . o 6.00 ft 100 200 R1 R2 300 — 1.05 k 1.05 k - 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Dining EPWU ENGINEERING INC. Results -400 -300 - -200 - , -100 - 0. 0 -,° 100 6.00 ft 200 300 1 R1 R2 1.05 k 1.05 k- 400 Type: _ Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 519 lb 528 lb 1047 lb 1.05 k R2 519 Ib 528 Ib 1047 Ib 1.05 k Size: 1500 (1) 4x8 DF#2 1000 A 25.38 in2 a 500 S 30.66 in' „ o Cc 111.15 in4 v, -500 F,' 180 psi -1000 , Ft; 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 a 1500 - Wood Council. V' ' 1000 d Shear Moment 1 500 VMAX 1.05 k MMAX 1.57 k-ft VAllowable A 3.05 k !knowable 3.22 k-ft Ratio 0.34 Ratio 0.49 0.00 OK OK c -0.02 Deflection s -0.04 TL LL d Actual 0.06 in 0.03 in o -0.06 Criteria 0.30 in 0.15 in Ratio 0.19 0.19 -0.08 OK OK PVVU 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 0 lb 3 0 lb Wet Service? No 4 0 lb 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 Oplf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.80 in 5 0 plf 0.00 ft LL U480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0P If 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -200 -150 -100 - -50 - 0. 0 O 16.00 ft ▪ 50 100 150 --- R1 R2 200 1.34 k 1.34 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage —,PWU ENGINEERING INC. Results -200 -150 - -100 - -50 - a 0 A 50 16.00 ft 100 150 T R1 R2 200 — 1.34 k 1.34 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TLTL R1 896 lb 448 lb 1344 Ib 1.34 k R2 896 lb 448 lb 1344 lb 1.34 k Size: 1500 (1) 3'/2'x10'/" GL 1000 - A 36.75 in2 I 500 - S 64.31 in3 o T d I 337.64 in4 -500 F„' 265 psi 1000 Ft; 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, 4000 published by Boise Cascade EWP dated 02/28/13. c 3000 m Shear Moment c 2000 VMAX 1.34 k MMAX 5.38 k-ft 1000 VAllowable Allowable 6.49 k M 10.89 k-ft ° . Ratio 0.21 Ratio 0.49 0.00 OK OK -0.10 S Deflection `0 -0.20 TL LL d -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 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom --FPWU 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 lb 3 ▪ 0 lb Wet Service? No 4 _ 0 l 5 0 lb Sustained Temperature? T 5 100°F Uniform Loads Load Factors Load Extent CD 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 U240 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 O plf _ 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 - O plf 0.00 ft -2000 -1500 -1000 - -500 - w a 0 i 0 J 500 5.00 ft 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 - w -500 - a 0 , -° 500 5.00 ft 1000 1500 — R1 R2 2000 — 3.60 k 3.60 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 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 in' S 47.25 in' i.i 0 , 0 I 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 _..7 ./..------- -------- N\ Design values are based off BOISE GLULAM Specifier Guide, a published by Boise Cascade EAP dated 02/28/13. 4 3000 c C E 2000 Shear Moment ° 1000 VMAX 3.60 k MMAX 4.49 k-ft VAllowable Allowable 5.57 k M 9.45 k-ft o ' Ratio 0.65 Ratio 0.48 0.00 OK OK _ � -0.02 . Deflection `o ....:...., ' y , TL LL d -0.04 Actual 0.05 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.21 0.27 -0.06 OK OK PAU Engineering Inc./22013,Software v1.02,3/06/14 1 i 1 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 0 lb 3 0 lb Wet Service? No 4 0 lb 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 -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 0 plf 0.00 ft 2 Oplf 0.00ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -5.85 k -600 -400 -200 - 0 V co 0 3.00 ft R2 200 1.80 k 400 R1 600 — 5.59k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Studio -�PWU ENGINEERING INC. Results -800 -5.85 k -600 -400 - -200 - a V 200 3.00 ft R2 1.80 k 400 R1 600 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) 3'/2'x10'/" GL 4000 - A 36.75 int 2000 - S 64.31 in' 43 337.64 in4 0 —, F,; 265 psi -2000 Fb' 2400 psi E' x 106 1.80 �000 VAllowable 6.49 k 3000 MAllowable 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 m Shear Moment c 1000 VMAx 5.59 k MMAx 2.76 k-ft 500 VAllowable Allowable 6.49 k M 12.86 k-ft 0 Ratio 0.86 Ratio 0.21 0.00 OK OK s. 0.00 Deflection o_ 0.00 TL LL Actual 0.01 in 0.00 ino -0.01 Criteria 0.15 in 0.08 in Ratio 0.04 0.05 -0.01 OK OK PWU Engineering Inc.82013,Software v1.02,3/06/14 Beam #11 - PWU 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 0 lb 3 0 lb Wet Service? No 4 _ Olb 5 0 lb Sustained Temperature? -1-. 100°F Uniform Loads Load Factors Load Extent C0 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 U240 0.18 in 5 0 plf 0.00 ft LL L/480 0.09 in hs 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 O plf 0.00 ft 4 Oplf 0.00ft 5 Oplf 0.00ft -400 -300 - -0.66 k -200 - -100 - a 74 0A 1 0 3.50 ft 100 200 —IR1 R2 - 0.84 k 300 0.93 k _ 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 PWU ENGINEERING INC. Results -400 -300 - -0.66 k -200 - w -1007.0 - a 100 3.50 ft 200 — R1 0.84 k R2 300 0.93 k _ 400 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 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 int .n S 49.91 in' 230.84 in4 . -500 F,; 180 psi -1000 Fb' 1080 psi E x 106 1.60 -1500 VAllowable 3.89 k 1200 MAllowable 4.49 k-ft 1000 Design values are based off NDS 2005 Edition,published by American a 800 Wood Council. c 600 Shear Moment a aoo VMAX 0.93 k MMAX 1.04 k-ft 200 VAllowable 3.89 k MAllowable 4.49 k-ft Ratio 0.24 Ratio 0.23 0.00 OK OK Deflection `o TL LL Actual 0.01 in _ 0.00 in o o.00 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 A 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 O lb 3 0 lb Wet Service? No 4 0 lb 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 -262 plf -320 plf -582 plf 0.00 ft 6.00 ft 6.00 ft 2 O 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 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 O plf 0.00 ft 3 O plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -800 -600 -400 - -200 - a co 0 J 200 6.00 ft 400 600 R1 R2 800 - 1.75 k 1.75 k _ PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #12 _<��JPWU ENGINEERING INC. Results -800 -600 -400 - , -200 - 0. 0 \ ii 200 6.00 ft 400 600 — R1 —_ R2 -- 800 800 — 1.75 k 1.75 k_ Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Rl R 786 lb 960 lb 1746 lb 1.75 k 2 786 lb 960 lb 1746 lb 1.75 k Size: 2000 (1) 4x10 DF#2 1000 - A 32.38 int a S 49.91 in' „ o , , d I 230.84 in4 N F„' 180 psi --woo Fla' 1080 psi E x 106 1.60 2000 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American 2000 Wood Council. Z o• 1500o _ Shear Moment c 1000 500 VMAX 1.75 k MMAX 2.62 k-ft , VAllowable A 3.89 k !knowable 4.49 k-ft o , Ratio 0.45 Ratio 0.58 0.00 11111I , OK OK -0.01 Deflection c -0.02 TL LL d -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 PVVU Engineering Inc.©2013,Software v1.02,3/06/14