Loading...
Specifications s 7-pc)/s— c>c)/7 RECEWL1411 10 46- *PWU ENGINEERING INC. OCT 7 2015 Email: pwuengineeringcomcast.net CITY OFT GARD Ph: (503) 810-8309 BUILDING DIVISION Structural Calculations: Job # LEN15372 Date: 9/22/15 Project: Bainbridge A Master Reuse Garage Right Lot 3, Oak Crest, Tigard, OR Lennar Homes e,R,Ep PROFFS GINFF , 19421PE 1111111510 EGON 7LI P \\\\ 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 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. liki.--7. 0-16.11110. D Direction 1111End Zones ili - �4 ..."-4Ca_____------Illik,.. 001100 %rag. 14 �' �RS IVO 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= .100 W - 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 gt� 6:12 \� a= 4.0 ft ❑redpn End Zones �'..� A 21.3psf ora= 10.4ft �� k rl B 6.8 psf Check 10psf min and a> 1.6 ft / Direction C 15.8 psf load across all and a> 3.0 ft Za End Zones D 6.0 psf zones. 2a 8.0 ft buidig."�e:Endzonemayo..uratanycorof the 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 I 10psf min load: 130.0 plf 100.0 - Governing value: 130.0 plf W2 L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hp(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 200.0 ---- ! 10psf min load: 100.0 plf 100.0 - Governing value: 180.1 plf 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 - WI AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 , Iiliiiiiinitiriltiiiiiliiiiii i iiUliiiiiiiiiiUiiiiiiiti iuiiiilUliiijii i iUiiiiiiiiiiiiiii iU�liii IIIIIiaiii iii 0iiiiiIUIIIII 11111111111►C1!IIi1110.11111i111111111111111111111111111111111111111111111111111/I11111111111111111111111n1►9I111111OlIIIIilul 11;1111111111,VIII►!unm111nuum111innunnunnlwluiuulilllniu111111 umll11111►1111111011111111111111111 lir ii1111IuI iii1111111i111I11111ii`111II111111:021211110.4111:11111' l . 1l 11I i1 Iu111111II Ii1111111in 111III111111nui111II IC111iiiIIIIIMIi 11!1111!II11111111I1111111111111111111111111111!111111111111II1111111111i1111111111111111111?ji`.Ii111i1I1111III11il1I 1ii11111i!111111';1111!1111i1111111111111111111111111111111111111111i111111111111111111111111111111111 1I1111►ii11111Ct1':41111110 • © II111111111m1111111IC11111'!I11111I1111111111111111111111111111111111111111111111111111111111111111%'c 1111\111.11111!1!11111111i 'VI1111111111:1II1111C:111IIIIIJ 111/11111111111111111/111111II:II!i11111111111/111III:111111111/'x' , `'Vk!IIEliisl/1111u111 O mitoi11I11111�1 i;1;!;lliiii/i1u11111/11111111111I111111111111I11111I1111IIi111iI11i1/ice' • ►_ "!!IIIPIIIi1111111 illili:lll/,�`" ,1� ''..!11111111111111111IIi111I11111I11111I11111111IiIiiiIIiiiIi1u1� _/�1;,iJIN11,_ '`lII11i11511 1Ii11►'!► \ 1111111I111111111111111111111111111111u11111111/1111!'" ,� \-''1:ia11 TOPNL.4tE 11!P''IIILQIf .iii X11111111111111111111111111111111IIIIIIIIIIIIl►'' i1/f�1II ILtyllfa.�i. 19110 -vlMM "teinaim11 ismaimmeigni ilim/" -MSM_ 1ski ' 1'11 1 ea' E•iC Evil‘ 1 im 1111+mu,I i,1 . (L:��;i� = rte® ®� l�,�CJ oil , ( . o�,l�•iiiiLl fill II•I ILII I® ligl iui1I , �iiia ` • ��I■�- I ■II- ;1�,I� �.�. �.� 1111E Jllll 0 Q l ,11 .',1411IIi11iuu111111111111111111111a11 IIIu II.\I I ..I IID.. •1:14 1111111111111111n111i111cru Unnlw%'\�, `.. a,D _O Ill 1'I�, Illliiilniph._ •I incen1n11n111n1I1i1111minaii/de !moi O •• nimuulnnuuulnon , 1 lad -iilllfl�...... �I1111i11�p.„ �•lijimi mn11u1oi ;Ai_ ___.�k.._ —�� ,�TOP�1E _S ,_. _ ��V111111r5 �1► ® . 1 *awl 1 1111 --s a 1111��1 _ O 'E ®IA it[film rakik. ,Cgruilli Iiia&Ili igiI iti -! - 0 • 1U Illll VIII IIIII Illll�VIII - - - --— o 1 ,IIIII Haii _ .nila_�11�__ -, • IIIIII��uli� IIIII 11111 Hill lull IN _ — i��1- _ W--__ LE!! i 4cd,a alter_.7,,,,-..2."=',..T.--'21-4��1��_•�® ��-Roo,. m,,lllll IIh1 IIIII 11111 11111 11111 1111111111 - �, ==. 11./7 x-•'!01.71.4-EtOCKDRDOE1}il0'f.4-1161 ENTRYDP7R- \ Q.A 1C-CRMT AMMAN OOLLECtIai 0Y 17'1RAHE01 /COVE().DEE DOOR-OtANE.71 FRONT ELEVATION 111•.P-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 6:12NINNFIIwP,r ° a= 4.0 ft arednn \'D�.d zones �''�. X2e �A``,' A 21.3 psf ora= 10.4 ft t*r� B 6.8 psf Check 10psf min and a> 1.6 ft % Direction C 15.8 psf load across all and a> 3.0 ft 2e' End Zanes D 6.0 psf zones. 2a 8.0 ft b"ZEnd zone may occur at any corner of the 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 ho(ft) 2.0 W(plf)1 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 i 10psf min load: 95.9 plf 100.0 Governing value: 134.0 plf 0.0 , , , , , , , , , W2 L(ft) 8.0 12.0 8.0 28.0 8.0 hA(ft). 4.5 5.5 10.0 h8(ft) 5.0 . - hc(ft) 4.5 4.5 10.0 ho(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 - I i 10psf min load: 98.4 plf100.0 - 1 Governing value: 154.5 plf WI L(ft) hA(ft) hB(ft) he(ft) - . h (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 - W1AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 , O unr.n.n'.irr.n.anu.•ri�'r- ,- \�_ � 1 I. 1 I. I 1/1►11111MI131r11111►11111/IUr-- -(!U/11�I�Ip1V11111lIL IIMI\II 1 1 II I �11 1 1'!U!" ���� n I•1 1; 1 ! I I I 1.1111 vol.D11•�w •.1,11/�1.► fi1►1 .11:1. 1�1 1/■MIIII1104 _� � III1111MIM11 ror n e iiimiiimic-rf��� V _ • c Iui ih,wi • . nlu IN1■umaumrn■mmiauunu■islui ■ INII1 ■CIIII I[ �I1MM1LIAMt ,IMIII1�IIII11111 1119r11111In1WM101l111111AIMM11111are-moor: �t til1 �11IN! I iiiitin/ i `tWO ► lI ■nli TOP PLATE.. is - 40 101•1\11111111n=h. 11111 ... 1.10.=11.1101111.1111NINIMINIIIIIMMI Eli RIGNT SIDE ELEVATION V4.•P . 1 • . , . . . .111 . .. I .I % 1 , 11111111111111111111111111111111111111111111111111111 111111111111111111 1111111111111111111111111/IIIIUI�tl11111111111111 111111111111111111111111111� 111111111111111111111111111O 111111111111I111111a1111111111111111111111111111111111 IIII11111111111MIIII1111111�II1IIII1111111111111 11I111111MI1111111111111111111111111/111111111111110/I1111111111Ni11 i\1111M11111111N111111111116111111111111111111/11111111111111111111111111i111111111111111111111111111111111111111111111 Gi1I1111111111111111111111111111111111 11111111111M 111111111111 11111111111111 111111111 1111111 1111111111111111 11 111 © III1111111111111111r:�V1MII/11111111111in il1111111I11111111111111111111111111111O1i11111M11wag © ►I:gi'%IIV_" y !Ii �_CII111IIII1iMi1aiI U1IIii1111I11111111111a1II1I111i1i1i111r1I11Ii1t1111iI1H11111111II1i1I1111111111111i11r1i111i11ImI11ui1XI1�%1i111416117111111111311111111111111111111111111 11111111111111111111111111111111111111111111 TOP PLATE ." = tu.ItllunauI.luunIIiI.Rui.ln7•w.l.uulttmu•u1ufun. # . . . *__1... 1 ...,..„ . . . :14. ' . . ,r :. I. .. . , .A..:l•,i- i...„-_-_-, _4._.,.. ':. 5 0 — 0 „... ... 0-46-Fl-e9R. ...- _.. TOP PLATE t g, ' WO,i:' iiii:N '4' - "., i , ,.0,.' - ... ,,,. - - -.. «le-PLOOR ..- REAR ELEVATION V{•.r-o• \ tl M11111111111�i11�111111111N11!'" --,1ng11nrn11►n11l11►mltngt/ mi•siiimitin nnoinime TCP PLATE ■1111111111111P' '..111111111.11111111T 11I1111111111�! i.u. `71i1Ni/I a y _� 'STtx O 0 „Ei ,i^`, amK0oom ��I,IIIIiiI�II1 I It["ir!iili 1 it il' I lj ' �r�I y ll 1l 1111 II� t 4 VHO„ ' I;I ff1 t J '1}{ l� Ili C I. TOP-PLATE It I li- �. .. 1 - 1 � ii if _ ti �b >� I�u � � a a i � - < < =u_ 0 _ 61JO- - - _, LEFT SIDE ELEVATION V{•.I.-0P 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 Sos/(R x 1.4)]W Category R Sos 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] i = 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 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] I+ 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 PWU ENGINEERING INC. Project Bainbridge A `v 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 * O.Oft) + (0lb * 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.Oft)2 / 2 * 0.6 = 1.36 kft + (0 lb * 0.0 ft) + (0lb * 0.Oft) = 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.Oft)2 / 2 * 0.6 = 2.66 kft + (O 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 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 + (01b * 0.Oft) + (Olb * O.Oft) = 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 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 * 0.0 ft) + (500 1b * 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 + (Olb ' *. 0.Oft) + (Olb * 0.Oft) 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 + (01b ;*. 0.Oft) +. (Olb * 0.Oft) ?= 0.00kft + 8.53kft = 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 + (0 Ib * 0.0ft) ;+ (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 * . 0.0ft) ,+ (0 lb * 0.0ft.) .= 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� = 5.5ft Lo = 5.Oft L2=45.5ft V= 1.80 k _ vA= 62 plf vp = 226 plf vF= 62 plf hu = 1.0 ft F1 = 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 T H = 0.90k H = 0.90k H= ( 1.80k * 8.0ft) / 16.0 ft= 0.90 k H:W Ratios 4.0 ft : 5.5 ft = 0.7 : 1 vh = 1.80 k/ 11.0 ft= 164 plf 4.0 ft : 5.5 ft = 0.7 : 1 v„= 0.90 k/ 4.0 ft= 226 plf Use: Type A Wall F = 226p1f* 5.00ft= 1.13k F1 = ( 1.13k* 5.5ft)/ 11.Oft= 0.56k F2 = ( 1.13 k* 5.5 ft)/ 11.0 ft= 0.561<' 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 ] + (0.0ft *5001b) = 9.68 kft T= 0.90 kft- ( 9.68kft / 16.0ft) = 0.30 k +0.00k= 0.30 kI No hd req'd -K\ PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 Li ='3'.8 ft Lo=13.0 ft L2 =j3.8 ft V= 1.19k 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 h0=t4.0 ft F1 = 0.34k F2 = 0.34 k 4- 4- hi.=I3.0ft vc = 68 plf vE= 227 plf vH = 68 plf y T H = 0.91k H = 0.91k H= ( 1.19k * 8.0ft) / 10.5ft=_ 0.91 k H:W Ratios 4.Oft : 3.8ft = 1.1 : 1 vh = 1.19k/ 7.5 ft= 159p1f 4.Oft : 3.8ft = 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* 8.0 ft) * (10.5 ft)^2 *0.6/2 ]; + (0.0.ft: *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 L� = 5.0ft Lo = 10.5 ft L2='4.5ft V=.3.65 k vA= -70 plf vp = 410 plf vF= -70 plf hu = 1.0 ft F� = 2.27k F2= 2.04k 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 H = 1.64k H = 1.64k H=1 ( 3.65k * 9.0ft) /20.0ft= 1.64k H:WRatios 5.Oft : 5.Oft = 1.0 : 1 vh = 3.65 k/ 9.5 ft= 384 plf 5.0 ft : 4.5 ft = 1.1 : 1 vv= 1.64k/ 4.0 ft= 410pIf Use: Type B Wall F= 410plf* 10.50ft= 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 +0.00k= 0.09 kl No hd req'd • • - : ENTIRE WALL M EV TO BE 22 COU.QD gLp• URE 0622 C°�L BTRAP (2)O 6478 Poi DET 101837 A �i FOR MO IER DOT *_.,. 1. O eN 1 _r17:011 71 -s L . e q Fr 14 . 5 Ok II OPTIONALBATHROOM LAYOUT I � 1 I I -1 � F e9 t `- l I o c-d A �+ e a WTI uWLL WLEV q ' eA TORI WALLWA HED TO BE eFUB4TIFD I--1 TO CE SWATHED WE Cert COIL 8TR4P - WE C827 COIL BT AP (2)BAYS PER DET (2)6478 PER PET I0Y687 POR PTA°rETMOD FOR FTAo 1I I 'ET>ICD I I I I L J L J UPPER FLOOR LATERAL PLAN ... • GQi 4. MIRE WALL ELM" 0 = 0 TC)ISE SHEATI.IED 2CY-I•0 USE C822 COIL STRAP . IF'———' —/—;74 (S)OATS PER PET 10/882 B' . I ' '•I PCIR PTA0 METHOD :. I ' I ——IA ie 1 I . . • . 1"41 4.0 "... v ,v. . . " I ." .. . . . co . . . . . . . ,,.,_._. ea„ T-:.•-ip . . . . . . • • • •''''',. 7.. — .'15.1::A . . . . / /= .I .•.5C-IkWr 0 0 %al i '4Go• 4.,# ig.1) 7 • • • I irk Ank '— Ark 4irk _ ver I I Ivi l ‘,.,:r.ar r—i 2'.2i• ak 2'-2k - _l_ 0 Alek ATI: MI j4 lir 1r 0 0 )1 pout STEM UlALL UP 80 IALL HEIGHT BETWEEN TCP CP&TEM bARA4E PIER HOLDCALNIS WALL A14)150Ticti OP MAT ISE 81218TTMED POR HEADER 18 T-0.MAX TYPE 13-I HOLDC8/18 PER rem DETAIL UMW Ns, irr SCHEDULE PER DET 11/8SJ MAIN FLOOR LATERAL PLAN V•74:0 ENTIRE WALL ELPV 0 TO DE BREATHED USE CS22 COIL STRAP p'-n' (2)DAYS PER DET n/632 roR PTAO HMCO n•' ' 11112311 ^ A �� e _. Y1 T , In L e . A 1 -u ' vr,:,, .,__ I OPTIONAL DAil '1 LAYOUT u d I l A 4 - �■ A � I II �i ■I .. 0E 110 5'-IO`4 5'-10' W VI REIM WALL EL Ev 0RRfI!WNu.1 ELmLV TO DE SHEATHED r--7 41 Yo ea SHEATHEDee ISE U¢7 COIL STRAP ISE CM COIL STRAP f7)SAYSPOR PER METHOD I CV D4YS PER DET nh93 I POR PTA0 MTH= I I L J L J • UPPER FLOOR LATERAL PLAN ly.P-0' IQ 2'-1019 0 = ----' 1 0 20.-I' 0 ElnlIEWALL ELEV ' US!C622 COIL 6EPAP • s .I. I 5'4 (32 EIAT6 PER CET 10/6S2 POR'TAO MTH= If "...i. o•—•... i i . . i . .. .-. . i i •• 0 1 ei,c&iiilii, z.. , - - -* --- 0 0 I•ii....•. ...-.4........ i • .11. ' in, 9..„.i. . . . . . B- --1—.0.% 9 .. %..al . 1.1 • • ' ‘ 1 . A A 0 ____ • 2'-* AT V-21. I 4.-io•1 1 N-10'1 :101,..1- Ak 0 0 lir 1 1r PCUR 6TE1 WALL UP PO WALL MONT OARAEE PEER HOLOCENE IBETJEEN TOP CP!ITEM MAT E1E 61166TMETE,POR WALL ATI,EOTTCM CP 1‘. TTPE re-I HOLPOI1265 PER 6CHEIDULE PER DET 1141S1 MADER 16-r-o•MAX PER MAIL WSJ MAIN FLOOR LATERAL PLAN 4,...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 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L S=2550, S=2550, w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w-66705 w—6705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 W=6670, W—ss o, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=7315,w-7615 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'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) A Ti" OSB (1) SIDE 8d 6" 12" z" 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 @ 21"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 E16" 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 F 16" 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" in Dia. A.B. @ 5Z" 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 goii‘brieGLYA g.d.p P;i 1“ 6/I2 \)61-f iv /12 = 1.12 Rte- 25(I.jz) = 2 ? 5c 6—F , � RDS.= 1v(i.i'.) c = Ips Cal L= I61 iXpW R- 6.act k 6,7 IQ L= IC' g pj4 R- Log k 671-0_; L= Iw' w= g3GpIP R. s.sSk HDR @ Roof •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 1.40 1 -288 plf -504 plf -792 plf 0.00 ft 5.00 ft 5.00 ft 2 Oplf 0.00ft 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 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 - -200 - a m 0 200 - 5.00 ft 400 600 800 — R1 R2 1.98 k 1.98 k 1000 PVW Engineering Inc©2013,Software v1.02,3/06/14 HDR @ Roof ----,PWU ENGINEERING INC. Results _ -1000 -800 . -600 - -400 - y= -200 - . a . 1 0 . 200 5.00 ft 400 600 800 — R1 R2 1.98 k 1.98 k 1000 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 720 lb 1260 lb 1980 lb 1.98 k R2 720 Ib 1260 lb 1980 lb 1.98 k Size: 3000 (1) 4x8 DF#2 2000 A 25.38 in2 T 1000 - S 30.66 in' o d I 111.15 in4N -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. c 1500 d 0 1000 Shear Moment ° VMAX 1.98 k _ MMAX 2.48 k-ft 500 V 3.05 k M 3.22 k-ft o Allowable Allowable Ratio 0.65 Ratio 0.77 0.00 OK OK -0.02 Deflection s -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 JPWU 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 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 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 Oplf 0.00ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 - -400 - w -200 - 0 • 0 15.00 ft 200 400 - 600 — R1 R2 - 4.77 k 4.77 k 800 PVvtJ Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #1 rPWU ENGINEERING INC. Results _ -800 -600 - . . .. -400 - • - -200 - 0. a � 200 � - _ � 15.00 ft / 400 600 -1R1 R2 _ 4.77k 4.77 k ) 800 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1322 lb 3450 lb 4772 lb 4.77 k R2 1322 lb 3450 lb 4772 lb 4.77 k Size: 6000 (1) 5'/"x12" GL 4000 - A 66.00 int .fl 2000 - S 132.00 in' o I 792.00 in4 du -2000 F; 265 psi 4000 Ft; 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, 9 15000 published by Boise Cascade EWP dated 02/28/13. $ 8 10000 d Shear Moment 2 5000 VMAX 4.77 k MMAX 17.89 k-ft VAllowable MAllowable 11.66 k 26.40 k-ft o 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 o Criteria 0.75 in 0.38 in Ratio 0.68 0.98 -0.60 OK OK _ PVVU Engineenng 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 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T s 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 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 0 a 5.00 ft 500 - 1000 - R1 R2 1500 — 2.61k 2.61 k _ PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 ------- PWU ENGINEERING INC. Results -1500 -1000 - -500 - a. To 0 \ A J5. 00 ft 500 1000 RiR2 1500 -- 2.61k 2.61 k _ Type: Reactions (k) Douglas Fir-Larch #2 • DL LL TL TL Dou 9 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 . 1000 - S 87.78 in' ,� o - d I 581.55 in4 n -1000 F„' 360 psi -2000 Fb' _ 1620 psi -3000 E' x 106 1.60 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by Amencan a 3000 Wood Council. 4 E. 2000 ----'''''' \, d Shear Moment E1000 1 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 -0.01 Deflection s -0.01 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 Engineenng Inc.02013,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 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 Oplf 0.00ft 2 O plf 0.00 ft 3 _ O plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -1000 -800 -600 - -400 - -200 - a 0 • • ° 200 4.50 ft 400 600 800 — R1 R2 1000 — 1.75 k 1.75 k PWU Engineering Inc.©2013,Software v1.02.3/06/14 Beam #3 �PWU ENGINEERING INC. Results -1000 -800 -600 - -400 - w -200 - 0. • o 200 4.50 ft 400 600 800 — R1 R2 - 1000 — 1.75 k 1.75 k _ Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 RI 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 o , I 581.55 in4 y F,' 360 psi -1000 Fb' 1620 psi -2000 E' x 106 1.60 VAllowable 4.77 k 2500 'knowable 5.93 k-ft 2000 Design values are based off NDS 2005 Edition,published by American 2 Wood Council. 4 1500 E 1000 Shear Moment 500 VMAX 1.75 k MMAX 1.97 k-ft VAllowable A 4.77 k 'knowable 5.93 k-ft Ratio 0.37 Ratio 0.33 0.00 OK OK 0.00 c Deflection o 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 E 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 O 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 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -1500 -1000 - -500 -4:- 0. wa /313 0 0 5.00 ft 500 - 1000 -t- R1 R2 _ 2.77 k 2.77 k 1500 PWU Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #4 —,PWU ENGINEERING INC. Results _ -1500 -1000 - -500 - 0. 0 -\ A o 5.00 ft —J 500 1000 -r- R1 R2 -1 2.77 k 2.77 k 1500 Type: Reactions (k) _ DL LL TL TL Douglas Fir-Larch #2 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 int _ a 1000 - S 87.78 in3 � o I 581.55 in4 n -1000 F„' 360 psi -2000 Fb' 1620 psi -3000 -4000 E' x106 1.60 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. E' 2000 m E Shear Moment 2 1000 VMAX 2.77 k MMAX 3.46 k-ft VAllowable MAllowable 4.77 k 5.93 k-ft Ratio 0.58 Ratio 0.58 0.00 , , , , OK OK s -0.01 Deflection o -0.01 _ TL LL v 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 ---.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 _ 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 -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 L/480 0.28 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 -250 -200 - -150 - -100 - w -50 - a 0A 50 - 11.00 ft 100 150 200 R1 R2 1.21 k 1.21 k 250 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 ----- PWU ENGINEERING INC. Results _ -250 -200 - -150 - -100 - ~= -50 - a. • I o 50 11.00 ft 100 - 150 200 -•- R1 R2 1.21 k 1.21 k 250 Type: Reactions (k) DouDouglas Fir-Larch #2 DL LL TL TL 9 RI 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 in' R o . d 581.55 in4 n 500 F,' 360 psi -1000 Fb' 1620 psi -1500 E' x 106 1.60 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 4- -- .N\ 2000 E Shear Moment 2' loon VMAX 1.21 k MMAX 3.33 k-ft VAllowable MAllowable 4.77 k 5.93 k-ft o Ratio 0.25 Ratio 0.56 0.00 OK OK -0.02 Deflection o -0.04 ' TL LL d -0.06 Actual 0.08 in 0.06 in w -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 0 I6 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 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 O plf 0.00 ft 3 O plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -400 -300 - -200 - -100 - a 10 0 1 J 100 4.00 ft 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 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 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) 2x14 DF#2 500 A 19.88 int S 43.89 in' 60 0 , f 290.78 in4 n F„' 180 psi -500 Fla. 810 psi -1000 E' x106 1.60 VAllowable 2.39 k 800 'knowable 2.96 k-ft 7-------- 2.96 Design values are based off NDS 2005 Edition,published by Americana600Wood Council. 400mEShear Moment 200VMAX 0.66 k MMAX 0.66 k-ftV 2.39 k M k-ft Allowable Allowable Ratio 0.28 Ratio 0.22 0.00 OK OK 0.00 c Deflection o 0 .00 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 I 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 0 Ib 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 O 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 O plf 0.00 ft -800 -600 - 1 -400 -4.18 k - T 2001.42 k • ^ CL 0 0 R2 a -' 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 - -4.18 k -400 - - I _, -20 .42 k , . a 0 /- X , , R2 co o 200 2.00 ft 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 in3 2000 \ ` 581.55 in4 E'x 106 1.60 a 1000 F; 360 psi VAllowable 4.77 k ` 0 Fb' (+) . 1620 psi MAllow(+) 5.93 k-ft c -1000 -.. - Fb' (-) 1620 psi MAllow(-) -5.93 k-ft -2000 \ 'Design values are based off NDS 2005 Edition,published by American Wood Council. -3000 2000 Shear Positive Moment Negative Moment \ VMAX 2.68 k MMAx 1.69 k-tt MMAX -4.10 k-ft a 0 . ,. , 7. V 4.77 k M 5.93 k-ft M -5.93 k-ft - Allowable Allowable Allowable -2000 Ratio _ 0.56 Ratio 0.29 Ratio 0.69 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 d - Midspan Criteria 0.50 in 0.25 in o 0-0.02 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 Ib 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 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1240 0.50 in 5 0 plf 0.00 ft LL L1480 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 _ Oplf 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 - -100 - V— • • a 0 0 100 10.00 ft 200 - R1 R2 300 - 1.42 k 1.42 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 , Beam #8 —,PWU ENGINEERING INC. Results -400 -300 -200 - , -100 - a 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 Dou 9 R1 795 lb 620 lb 1415 lb 1.42 k R2 795 lb 620 lb 1415 lb 1.42 k Size: 2000 (2) 2x14 DF#2 1500 - 1000 -\\ A 39.75 int a 500 S 87.78 in3 0 I 581.55 in4 n -500 F„' 360 psi -1000 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 a 3000 Wood Council. 4- 4E- 2000 E Shear Moment 2' 1000 VMAX 1.42 k - MMAX 3.54 k-ft VAllowable - MAllowable 4.77 k 5.93 k-ft o Ratio 0.30 Ratio 0.60 0.00 Ili 411iII OK OK 2 -0.02 - Deflection s -0.04 _ TL LL 5 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 _ PVVu Engineering Inc.02013,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 - _ 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 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 O plf 0.00 ft 3 Oplf 0.00ft 4 O plf 0.00 ft 5 O plf 0.00 ft -200 -150 - -100 - 9- -50 - a 0A d J 50 5.00 ft 100 150 — R1 R2 200 0.44 k 0.44 k PWU Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #9 ----K— PWU ENGINEERING INC. Results -200 -150 - -100 - - -50 - a. 1.30 50 5.00 ft 100 150 R1 R2 200 —0.44 k 0.44 k _ Type: Reactions (k) Hem-FirDL LL TL TL #2 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 aoo -\ A 25.38 int 200 - S 30.66 in3 o 111.15 in4 Cl) -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 Design values are based off NDS 2005 Edition,published by American 400 Wood Council. 300 Shear Moment 0 200 z 100 VMAX 0.44 k MMAX 0.55 k-ft VAllowable Allowable 2.03 k M 2.43 k-ft ° ' Ratio 0.22 Ratio 0.23 0.00 OK OK -0.01 Deflection o 0 .01 TL LL -0.02 Actual 0.02 in 0.01 in 0.02 Criteria 0.25 in 0.13 in Ratio 0.09 0.11 -0.03 OK OK PWU Engineering Inc.02013,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 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 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 O plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -400 -300 - -200 - 9- -100 - a o • • • 4.00 ft 100 - 200 - 300 — R1 R2 - 0.66k 0.66 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 , Beam #10 —OPWU ENGINEERING INC. _ Results _ -400 -300 - -200 - w a -100 - as I o100 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 - 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 in2 .-12- S aS 30.66 in' A o , - d 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 2 600 - Wood Council. c 400 ---. .N\\ m Shear Moment E200 5 VMAX 0.66 k MMAX 0.66 k-ft V 3.05 k M 3.22 k-ft o Allowable Allowable Ratio 0.22 Ratio 0.21 0.00 OK OK S -0.01 Deflection o TL LLd -0.01 Actual 0.01 in 0.01 in /7o 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 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 -173 plf -176 plf -349 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 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 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 - -200 - -100 - w D• 0 a• 100 6.00 ft 200 - R1 R2 300 — 1.05 k 1.05k - 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Dining lPWU ENGINEERING INC. Results _ -400 -300 - -200 - - -100 - a a co A o100 6.00 ft 200 300 1 R1 R2 1.05 k 1.05 k "- 400 400 Type: Reactions (k) DouDouglas Fir-Larch #2 DL LL TL TL 9 R1 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 int 500 - S 30.66 in3 o , , - d I 111.15 in4 n -500 F„' 180 psi -1000 Fb 1260 psi -1500 E' x 106 1.60 VAllowable 3.05 k 2000 'knowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 1500 Wood Council. = c 1000 G) Shear Moment • 500 VMAX 1.05 k MMAX 1.57 k-ft VAllowable A 3.05 k 'knowable 3.22 k-ft o Ratio 0.34 Ratio 0.49 0.00 OK OK • -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 - PWU Engineenng Inc.©2013,Software v1 02,3/06/14 C 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 Ib Wet Service? No 4 0 Ib 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 O 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 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 -200 -150 - -100 - w -50 - a 0 J 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 ----" PWU ENGINEERING INC. Results _ -200 -150 - -100 - , -50 - a o 50 16.00 ft 100 150 — Ri 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'/2" GL 1000 A 36.75 int Z 500 - S 64.31 in' c'o o , , , - d I 337.64 in4 w -500 F„' 265 psi -1 000 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, 'n4000 published by Boise Cascade EWP dated 02/28/13. c 3000 a 2000 Shear Moment 0 _ VMAX 1.34 k MMAX 5.38 k-ft 1000 V 6.49 k M 10.89 k-ft 0 Allowable Allowa ' ble Ratio 0.21 Ratio 0.49 0.00 OK OK -0.10 Deflection 0 0 '20 TL LL v -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 �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 CV 1.00 1 -534 plf -904 plf -1438 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 Oplf 0.00ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -2000 -1500 -1000 - w -500 - 0 500 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 o -\ A o 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 R., 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 int - S 47.25 in' 'iio . , - d I 212.63 in4 y F„' 265 psi -2000 Fb' 2400 psi -4000 E' x106 1.80 VAllowable 5.57 k 5000 MAllowable 9.45 k-ft 4000 Design values are based off BOISE GLULAM Specifier Guide, .fl published by Boise Cascade EWP dated 02/28/13. 3000 C E 2000 Shear Moment cp1000 VMAX 3.60 k MMAX 4.49 k-ft V Allowable Allowable _ 5.57 k MAllowable k-ft 0 Ratio 0.65 Ratio _ 0.48 0.00 , , , , OK OK `. -0.02 Deflection `o 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 _ PWU Engineenng 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 _ 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 O plf 0.00 ft 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 - D. 0 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 - a V 0 R2 A 200 3.00 ft 1.80k— 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'/2' GL' 4000 A 36.75 in2 • 2000 S 64.31 in3 m - 337.64 in4 • o F„' 265 psi -2000 Ft,' 2400 psi E x 106 1.80 4000 VAllowable 6.49 k 3000 MAllowable 12.86 k-ft W 2500 Design values are based off BOISE GLULAM Specifier Guide, Q 2000 published by Boise Cascade EP dated 02/28/13. 4 c 1500 E: Shear Moment 0 1000 VMAX 5.59 k MMAX 2.76 k-ft 500 VAllowable MAllowable 6.49 k 12.86 k-ft o Ratio 0.86 Ratio 0.21 OK OK 0.00 Deflection s 0.00 TL LL d 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 _ PVVU Engineering Inc.02013,Software v1.02,3/06/14 J 4 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 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 -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 0.09 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 -400 -300 - -0.66 k -200 - .. -100 - a co 0 J a 100 - 3.50 ft 200 -- R1 - 0.84 k R2 • 300 0.93 k _ 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 —.PWU ENGINEERING INC. _ Results - -400 -300 -r -0.66 k -200 - w -100 - 0. oo 100 3.50 ft 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 in2 9 S 49.91 in3 I 230.84 in4 2 -500 — F„' 180 psi -1000 Ft,' 1080 psi -1500 E. x 106 1.60 VAllowable 3.89 k 1200 MAllowable 4.49 k-ft _ 1000 Design values are based off NDS 2005 Edition,published by American 800 — Wood Council. c 600 1Shear Moment 400 VMAX 0.93 k MMAX 1.04 k-ft 200 VAllowable MAllowable 3.89 k 4.49 k-ft o ' Ratio 0.24 Ratio 0.23 0.00 OK OK • : 0.00 Deflection o TL LL d o.00 Actual 0.01 in 0.00 in o _ 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 c 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 _ Olb 3 0 Ib 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 U480 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 O plf 0.00 ft -800 -600 -400 - -200 - a -a 0 1 0 200 6.00 ft 400 - 600 -- R1 R2 800 — 1.75 k 1.75 k _ _ PNN Engineering Inc.©2013,Software v1.02,3/06/14 Beam #12 ----- PWU ENGINEERING INC. - Results -800 -600 -400 - L- -200 - D. o 0 A 200 6.00 ft 400 600 R1 R2 800 — 1.75k 1.75 k _ Type: Reactions (k) _ DL LL TL TL Douglas Fir-Larch #2 R, 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 \ - 1000 - A 32.38 in2 _ S 49.91 in3 R 0 , 0 230.84 in4 N F„' _ 180 psi -1000 Fb' 1080 psi -2000 E'x 106 1.60 VAllowable 3.89 k 3000 'knowable 4.49 k-ft 2500 Design values are based off NDS 2005 Edition,published by Amencan 'n 2000 Wood Council. Z. � 1500 Shear Moment a 1000 m 500 r VMAX 1.75 k MMAX 2.62 k-ftAllowable A V 3.89 k 'knowable 4.49 k-ft 0 Ratio 0.45 Ratio 0.58 0.00 IIIIIIIII OK OK -0.01 c 0Deflection 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 Engineenng Inc.©2013,Software v1.02,3/06/14