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Plans (11) 4 A Ai S ,Z cal - U6/�G (? I - S/ -OPWU ENGINEERING INC. Email: pwuengineerinq(a,comcast.net Ph: (503) 810-8309 Structural Calculations: Job # LEN15406 RECEIVED Date: 10/9/15 Project: Larwood A Master Reuse Garage Left OCT 2 C015 Lot 11, Oak Crest, Tigard, OR CITYOFTI(AKD Lennar Homes BUILDING DIVISION OFFs .'�`•*G I N F F (s"i 0 19421 PE4) 444 • A �EGON _ P y 22 ,\"6c IHILT P `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. A ---OPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Larwood 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 =28.0' approximately. 141114,, C MWVFRS 1140 Direction End Zones �� elk4^ RS Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a= .10*40' =4' or for h =28' a= .4(h) =.4(25') = 11.2' 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 l ..1 Wind per ASCE 7 - ,PWU ENGINEERING INC. Project Larwood_A _ _ Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAvc(ft) u 105mph. B .26,6 1.00 40:0. 28.0 j� .�D� 6:12_ a= 4.0 ft ,re�,an End Zones �� A 21.3 psf or a= 11.2 ft i;� l B, 6.8 psf Check 10psf min and a> 1.6 ft Al Direction C 15.8 psf load across all and a> 3.0 ft za End Znrres D_ 6.0 psf zones. 2a 8.0 ft �bte:End zone may occur at any corner of the buid'r, WR L(ft) : - _ _ '8-.0 24.0 , . 8-:0 _ hA(ft) ' 8.0 4.0 hB(ft) '5.0 ' 9:0 he(ft) - 8.0 . hp(ft) . 5.0 • . . W(plf) 0.0 204.0 156.5 146.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 163.9 plf 200.0 10psf min load: 130.0 plf I 4 100.0 Governing value: 163.9 plf W2 L(ft) 8:0 24.0 8.0 . hA(ft) , . 10.0 . .. ,10.0 _ . hB(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 200.0 ----r----1 i 10psf min load: 100.0 plf 100.0 - °` v - _ a . . _ __ . . Governing value: 180.1 plf o.o W7 L(ft) _t • hA(ft), . • hB(ft) . he(ft) - hD(ft) . W(plf) 0.0. 0.0 0.0 0.0 0.01 0.0 0.0 0.0 0.0 0.0 1.0 - I W1 AvG #DIV/0! 10psf min load: #DIV/0! 0.5 -. 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End Zones 2a 8.0 ft Note:End zone may occur at any corner of the buid'rg. WR L(ft) 8.0 23.0 8.0 ' hA(ft) 4.0 8.5 hB(ft) 8.0 • he(ft) 8.5 hp(ft) 3.5 W(plf) 0.0 0.0 0.0 139.2 155.5 180.7' 0.0 0.0 0.0 0.0 i 200.0 I - WR AVG 157.3 plf t ° 10psf min load: 112.8 plf 100.0 - Governing value: 157.3 plf 0.0 . - W2 L(ft) 8.0 2.5 8.0 23.0 8.0 - hA(ft) 4.5 5.5 10.0 hB(ft) 5.0 5.0 he(ft) 4.5 1.5 10.0 hp(ft) W(plf) 0.0: 129.5_ 105.1 140.7_ 158.4 212.6 0.0 0.0 0.0 0.0 300.0 I W2 AVG 156.9 plf 200.0 - I 10psf min load: 94.1 plf . 100.0 1 ° Governing value: 156.9 plf Wi L(ft) hA(ft).. hB(ft) he(ft) hp(ft) VV(plf) 0.0' 0.0 0.0i 0.0 0.01 0.0 0.0 0.0 0.0 0.0 1.0 I - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 _ liiii tail illigil fig ill illiffillitiliiiiiilifillitilliiiiiiriliff*- - - . 1111111111:111111101111111311111111111111111111111$1111111111111°' 0111111110111111011111111!11111111111iiiiiiIIIitii1111111P 1101111111101111111■11111111i111111111111111/11P" <2,je III 111111911111111110111141111111111111111Millidil," 1111001011111110:15011111_1111111111311110° 1111.•11111■411111W11111211111111111P• I k I II. di I Id II I ' 1111111101111111131111111Pa • TOP PLAlt lummipp- 7, . ii4111k11111. _ -— • — — — — 1:41:111111111ing.dlommIk ....II c■o■•••• sm.res■=rdr_ simudimiasal I=EN■mmume=d4 w 111 -1'11411 ■■ ■ iiimmimi ..11■■•■.......■1 maw.1 INIMIIIMII 1111111 111•1111MINE 111■1111 1=111■11 ■11.111 •■■INI ■111■■■111•11=11 • Iii 1 MINIM INII■ ■11 1111■••■■•1 • ii 1111111,11111111111111111111111111111111■ 11111111:1111111111011111111111111110.., , _Ng _ . ------------------- IIMMEI . 01111310101119111111:111muniveteuiffilifimillifpfliiiiiiiiiimaimmlicsimmin ......• 10■0■11 11:11111111111111101.1111111111111111111111111111101111111111311 11111111111111111111111111111111111111111111111111 se.-voloamme . . . . . . . . .. diwommim■ eum.n.R. 1111iN1111110111111111A111111110111111111111111111114411111111i01111iidillkinll 12111111111110111111111111111_111111111111111111111111111111Sly iitli ili iti id id 1111111■1=MIIMILIMMII 11111■11/A11111111■1•111• _Wr PLATE Hut 1i'111ll1EL1111015111111111111111111111111111111111111111111111111111111111111111111111111111111111M11.1111114+1 — — — -'---- IMIlinallailiCiliiiIMIIIMMUMNIMMUMMIZIIIIIMIMINIMINMIIMINIMMIIIMIlanilliii ..iiiijii .m.. -. ...wommiLlimiliml IMELMEMIKI 1 114•11•11111■■ •1■11•■■•■■■■ ■11111 . 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I. !RIGHT SIDE ELEVATION 1/4.•P-0. • ..• A. -1 A. ■ -A A d in TOP PLATE SUIS-PLIQ TOP M_AT IIUIIII\IUsI lommIUsUIlum1um111Ia1 IUIUIIIIIIIIIIII.•u11.Iu1I.lull.luIIUl11lIU111/IUIIIII.IIIII 1111111111101111111111 11111111111111111111111 IIU1111111111•1111111 IIIII11111111111111111u111111111/111111 1111111 1111i 11111111111111111111111I11111I111111111111111111111111111111111111111111111111 IIIUIIIIIUIIIIII11 11111111111I11111I11111I11111I1I111111111111111111111111111u111111111111ID1 11111/ug11u111111111111111111 1111111101111iiii1101111111I111111111I1I111 1111111111111111111111 11111111111111111111111 1111111IIIQ111111 11111111111111111111111 111111111111111111111111111111111I11111111111111111111 1111111111111111111111111111111111 1111111111111111111111111 1111111111111111111111111110 11111 11111 11111111111111111111I1111111111111u1/1111 II111111111111.1111111111111 11111111111111111111 111I11111111111111111I111111111111111I11111111111111 1111(11111111111111111111111 i1 111111 11111 111111111111111101I1111110111 1111111111111111111111111111111111111111111111111101111111 11111111111111111 U/110111 IIIII11111I1111I111II1111100DI.1111111 11111111111111111111111111111111111111111111111111111111 111/1111111 11111 11111111111111 colit11l1111 ilIIII 1111111iiI1 clium11111111111111111 1111111 11111 111 11111 1(111111 11111,1111,I11111111cili �III ctl Qs 111/11111111111111111111111111111111111111111111 11111111111111 11111111um11011111nn11111111111nn�11n1um111u11l DRIP111.1.1N�i�111iiPIl11 39.1Cll REYCiii 11iiC�11/iC�111iCitlli�iil/1iiil/li�Illl RAI AI.511•IICi 111M IU.111e;I OUS-T'Lla REAR ELEY4TION V4••1'-0• 'IJIINIIIOIIIIDLIiii�i iiI ifeitiIiiiii iH�ILIII iiii�� .IIIIUII1ciiiII IIIII lusi II1II111UI 411H I11111111111111111U11111111 `V 2I1\I:1/11111111 11111H11111I11111111111l11/._. '�Q11111111UII11111111111111111I1111111111111 "\I1I 111 11111111111111111111111111n1111111 -'4111111111111111111111IU1I1f11n11111 '4,111111111111111111111111111111111111111111 -RiallI1111111I11111I1111111 -11111111111111111111111111111 .7MINIVINI MP PLATE P.74.-.491.0331 , 111111111111111111111111111111111 11I111I11111111I11 1111lIII11111...,.._.. .-- .. ... ..... IIIn1I11111m 111I0111IIU1I111n11 - - - - �m1um11innI1I111ulluluIIU — PLR. } - - - -- 1.11I1111111111111111UIII/1UI11 — — \1\11II1111AI11II�IiIIIuI TO1'F'!-_°t—.i. • 24° 1 4,-0. _I LEFT SIDE ELEVATION VI �•G• Seismic & Governing Values ` „pWU ENGINEERING INC. Project Larwood A `v Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 SDS/(R x 1.4)]W Category R SDS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V=1 0.100*W Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 39 ft] = 89.9 plf < 163.9 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 42 ft] + 89.9 plf= 203.5 plf < 344.0 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 203.5 plf= 203.5 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 < .157.3 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf= 200.4 plf < 314.3 plf Wind Governs W1 _ [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 Larwood A `v High Roof Diaphragm -Upper Floor Walls Line A P = 3.28 k LTOTAL ='34.0 ft v = 3.28 k / 34.0 ft = 96 plf 'Type A Wall h = 8.0 ft LwoRST =:13.5 ft MOT = 96 plf * 8.0 ft * 13.5 ft = 10.41 kft MR = (15 psf *,' 2.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 6.89 kft +' (O lb H 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 6.89 kft = 6.89 kft T = (10.41 kft - 6.89kft) / 13.5 ft = 0.26 k + 0.00 k = 0.26 k I No hd req'd Line B P = 3.28 k LTOTAL = 30.5 ft v = 3.28 k / 30.5 ft = 107 plf (Type A_Wall h = 8.0 ft LwoRST = 4.0 ft _ MOT = 107 plf * 8.0 ft * 4.0 ft = 3.44 kft MR = (15 psf *' 2.0 ft '+ 12 psf * 8.0 ft) * (4.0ft)2 / 2 * 0.6 = 0.60 kft + (0 lb * 0.O ft) + •(0lb I * 0.0 ft) 0.00 kft + 0.60 kft = 0.60 kft T = (3.44kft - 0.60kft) / 4.0 ft = 0.71 k + 0.00 k = 0.71 k ' No hd req'd Line 1 P = 3.07 k LTOTAL = 18.0 ft v = 3.07 k / 18.0 ft = 170 plf 'Type A Wall h = 8.0 ft LwoRST = 5.5 ft MOT = 170 plf * 8.0 ft * 5.5 ft = 7.50 kft MR = (15 psf * 15.0 ft + 12 psf * 8.0 ft) * (5.5ft)2 / 2 * 0.6 = 2.91 kft + (0 lb , * 0.0 ft) ,+. (500 lb * 2.5 ft) = 1.25 kft + 2.91 kft = 4.16 kft T = (7.50kft - 4.16kft) / 5.5 ft = 0.61 k + 0.00 k . = 0.61 k ' No hd req'd Line 3 P = 3.07 k II LTOTAL = 18.0 ft I I v = 3.07 k / 18.0 ft = 170 plf 'Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 6.88 k LTOTAL ='41.0 ft v = 6.88 k / 41.0 ft = 168 plf 'Type A Wall h = 9.0 ft LwoRST = 41.0 ft MOT = 168 plf * 9.0 ft * 41.0 ft = 61.92 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (41.Oft)2 / 2 * 0.6 = 69.59 kft + (Olb * 0.0 ft) + (Olb * 0.0ft) .= 0.00kft + 69.59kft = 69.59kft T = (61.92kft - 69.59kft) / 41.0 ft = 0.00 k + 0.00.k := 0.00 k ' No hd req'd Line B P = 6.88 k LTOTAL = 38.5 ft v = 6.88 k / 38.5 ft = 179 plf Type A Wall h = 9.0 ft LwoRST = 16.0 ft MOT = 179 plf * 9.0 ft * 16.0 ft = 25.73 kft MR = (15 psf * 3.0 ft + 12 psf * 9.0 ft) * (16.0ft)2 / 2 * 0.6 = 11.75 kft + .(Olb * O.Oft) + (5001b * 13.0ft) = 6.50kft + 11.75kft = 18.25kft T = (25.73kft - 18.25kft) / 16.0 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd Line 1 I P = 4.44 k ' I LTOTAL =,1.6.5 ft v = 4.44 k / 16.5 ft = 269 plf Type B Wall See FTAO Calc No hd req'd Line 2 P = 3:88 k LTOTAL = 19.5 ft v = 3.88 k / 19.5 ft = 199 plf Type A Wall h = 9.0 ft LwoRST = 19.5 ft MOT = 199 plf * 9.0 ft * 19.5 ft = 34.96 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (19.5ft)2 / 2 * 0.6 = 20.88 kft + (0 lb * 0.0 ft) + (0 lb .* 0.0 ft) = 0.00 kft + 20.88 kft = 20.88 kft T = (34.96kft - 20.88kft) / 19.5 ft = 0.72 k + 0.00 k = 0.72 k I No hd req'd Line 3 P = 5.58 k LTOTAL = 12.0 ft v = 5.58 k / 12.0 ft = 465 plf Type C Wall h = 9:0 ft LwoRSr = 3.0 ft MOT = 465 plf * 9.0 ft * 3.0 ft = 12.55 kft MR = (15 psf * 2:0 ft + 12 psf * 9.0 ft) * (3.0ft)2 / 2 * 0.6 = 0.37 kft + (0 lb * 0.0 ft) ,+ (500 lb * 3.0 ft) = 1.50 kft + 0.37 kft = 1.87 kft T = (12.55kft - 1.87kft) / 3.0 ft = 3.56 k + 0.00 k = 3.56 k I Use type 2 hd See FTAO Calc Opening - PWU ENGINEERING INC. Force Transfer Around p enin g (FTAO) Diekmann Technique @ Upper Floor Line 3 L� = 3.0ft Lo= 5.5ft L2= 3.0 ft V= 1.02 k vA= 52 plf vB= 129 plf vF= 52 plf hu = 1:0 ft F� = 0.35k F2= 0.35k vB= 170 plf vG= 170 plf h0= 2.5 ft F1 = 0.35 k F2 = 0.35 k h�= 4.5 ft vc = 52 plf vE= 129 plf vH = 52 plf T H = 0.71k H = 0.71k H=I ( 1.02k *8.0ft) / 11.5ft= 1 0.71 k H:W Ratios 2.5 ft : 3.0 ft I= 0.8 : 1 vh = 1.02 k/ 6.0 ft= 170 plf 2.5 ft : 3.0 ft 1= 0.8 : 1 v = 0.71 k/ 5.5 ft= 129 plf Use: Type A Wall F = 129 plf* 5.50ft= I 0.71 k F1 = ( 0.71 k * 3.0 ft)/ 6.0 ft= 0.35 k F2 = ( 0.71 k * 3.0 ft)/ 6.0 ft= 0.35 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2.f1 + 12psf* 8.Oft) * (11.5 ft)^2 * 0.6/2];. + ( 0.0ft *5001b) = 5.00 kft T= 0.71 kft- ( 5.00kft / 11.5ft) 1 = 0.27 k +0.00k= 0.27 kI No HD req'd Force Transfer Around Opening (FTAO) - PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L� = 4.0ft Lo= 5.0 ft L2 = 4.0 ft V= 2.15 k I vA= 36 plf vp= 372 plf vF = 36 plf hu = 1.0 ft F� = 0.93k F2= 0.93 k vB= 269 plf vG= 269 plf ho= 5.0 ft F1 = 0.93 k F2 = 0.93 k h�= 3.0 ft vc = 36 plf vE = 372 plf vH= 36 plf H = 1.49k H = 1.49k H=I ( 2.15k *9.Oft) / 13.0ft= I 1.49w H:W Ratios 5.Oft : 4.O ft = 1.3 : 1 vh = 2.15k/ 8.Oft= 269p!f 5.Oft : 4.Oft I= 1.3 : 1 1.49 k/ 4.0 ft= 372 plf Use: Type B Wall F = 372p1f* 5.00 ft= I 1.86k F1 = ( 1.86k* 4.0 ft)/ 8.0 ft= 0.93 k F2 = ( 1.86 k* 4.0 ft)/ 8.0 ft= 0.93 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 8ft+ 12psf* 9.0ft)* (13.0 ft)^2 * 0.6/2 ]' + ( 0.0 ft *5001b) = 11.56 kft T= 1.49 kft- ( 11.56 kft /13.0ft) I =0.60 k +0.00k= 0.60 k) No HD req.d �PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 3 L� = 3.Oft L0='5.Oft L2 =,3.0ft — - V=12.79`;k vA= -11 plf vp= 571 plf vF= -11 plf hu =1.0 ft F� = 1.43k F2 = 1.43k vB= 465 plf vG= 465 plf h0= 5.0 ft F� = 1.43k F2 = 1.43k — — = 3.0 ft vc= -11 plf vE= 571 plf vH = -11 plf y T H = 2.28k H = 2.28k H=I ( 2.79k *9.Oft) / 11.0ft = I 2.28 k H:W Ratios 5.Oft : 3.Oft I= 1.7 : 1 vh = 2.79 k/ 6.0 ft= 465 plf 5.0 ft : 3.0ft I= 1.7 : 1 v,=. 2.28 k/ 4.0 ft= 571 plf Use: Type C Wall F= 571 plf* 5.00 ft= I 2.85 k F1 = (2.85k* 3.0 ft)/ 6.0 ft= 1.43 k F2= (2.85 k* 3.0 ft)/ 6.0 ft= 1.43 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft + 12psf* 9.0 ft) * (11.0 ft)^2 * 0.6/2] + (O.Oft. *5001b) = 5.01 kft T= 2.28 kft- ( 5.01 kft / 11.0ft ) I = 1.83 k +O.00k= 1.83 k) Use: Type 2 HD c. Oe o O e e I 12'8r Iv (—µ , 5-9*-1 AU-- 'ir Mk C: i_ir _17 LAYOUT _I r.i. _, „__. Q. L L c. ._11 t. 0 _ ii . 1 ..-, 0 . 0 . .,._T_,:. , , -3c7– �' sir °•# r� �• m-s•I IMMO 01611[LEV ' f OI EmRE owl ELeV TO DE MEATH= I ro ee&emus, ME OM COL WRAP I use can COO.am.r CD DAME Tie,eT 10183] L Bare PER DET 10692 ME TOR PTafl NDO —TOR PTA,METHOD UPPER FLOOR LATERAL PLAN 4,•.P-0• ENDRE LUAU ELEV TO PE EIMATED USE CM COL WRAP 0 410 (2) AY rtee PET 10/b12 1•, FOR rrAo 1131140P 111‘ r4111WARZI ,CX Arj pa, . . . . . . 0 40 • • 1 1 ri% asih ■• AI I- , , ■1 LI=7 ark Ark II n rVeY iv Ver [3. I. • dOL IV pp 61194 ILLALL LP eo CLIEJ-NE1014 •-10. 2'40 ISETILEB4 TOP OF STEM WALL • BOTTOM OP FRAM!tb PtAX BOW WALL ELEV FER DETAIL NAM TO GE SEAMED LEE ca 22 COL STRAP en BATE PUR PET 10/639, POR PTAO HMCO MAIN FLOOR LATERAL PLAN V.ILCY (1 • e O e • O 11111 n ---v--- n--- - O --r A A (::: Lil_ II I���.' 0 L_ ° • 64TROa� A LAYOUT I r_ 4 . L v I A rOk IL:0' 11 Cl- 0 '-tr-rt iling1144 - ', mink Ub1LL Ely Ile ` 191T/142 IW1LL ELAN TO Eel sawn= TO pE 91P-AT ED LONE eiw„w USE c. cat srner (2)BAYS DET r•400 - (1)M F PET MT N= roR foo- role rrsc TeTT+oo UPPER FLOOR LATERAL PLAN EICIRE LUALL ELEv TO BE WEANED LSE 0302 COL MAP (2)BAT&PER PET 10/882 0 0-101' POR PTAO ran.= ill 0 PY- EWA =Mom= 11411WA 0 .71 017 AIANIT-31 Ilwr. el ./_.______ ,..i. ...1 .1 1...... ........, ..„,. • 47k "1 f 9 II 7 _ I■ .■I Ai Ali .-.e.1 III_• rZr, . • .■ ..* . s 31k ki.:41/ 11 i i 1.0.' 1:kV F. I .4 t7i. All /11 at:. • 1:T.,k3/ '1/4 '.r .r 1.. . .V. AU 9 .! 1; 44 kseo■ 0 '■■•■ I I mum 81131 UAL.UP 2.-• 80 UAL1 MISFIT 104. MERRIER TOP OP 81EPI WALL ARD COTTON OP ENTIRE UALL MEV HEADER 161-0 PAX TO BE eiewnep PER DETAIL WSJ LSE CRC COIL"TRAP (2)BATE PER VET 10/58.2 Poem...so PIBITRV MAIN FLOOR LATERAL PLAN IVO-0' , , . • . , 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 SB 5/8X24 SB%X24 w—ss o, W—ss o, 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB 5/8X24 w=667o w-667%, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=7315,w-7615 w=8710 8 HDU1 1-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 IVSTC28 (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. SHEAR WA L L SCHEDULE (a-rn) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft (WIND) A6" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B6' OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 10"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2"o/c A35 @ 8" o/c 505 707 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11" o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 510 714 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 G 16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" Z"Dia. A.B. @ 7"o/c (m) 16d @ 2" o/c(2)rows staggered HGA1 OKT @ 8" o/c 1010 1414 H 16" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52"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 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. -_ frPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net - Qom= 2sps.P gDL= ISp. G�#I L_= 33' w= 710pt+� R,� 12.21 k HDR @ Master 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 Olb 5 0 lb Sustained Temperature? T<100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -270 plf -450 plf -720 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 [1240 0.25 in 5 0 plf 0.00 ft LL [1480 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 0 plf 0.00 ft -800 -600 - x -400 - -200 - a m 0 -11/4 0 5.00 ft 200 400 600 - R1 R2 800 1.80 k 1.80 k PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Master -PWU ENGINEERING INC. Results -800 -600 - -400 - -200 - a o -11‘ 200 5.00 ft 400 600 --' R1 R2 800 — 1.80 k 1.80 k – Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 675 lb 1125 lb 1800 lb 1.80 k R2 675 lb 1125 lb 1800 lb 1.80 k Size: 2000 (1) 4x8 DF#2 I loon A 25.38 in' a ' S 30.66 in' „ o , 6 - d I 111.15 in4 N F„' 180 psi -1000 Fb' 1260 psi -2000 - E'x 106 1.60 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are-based off NDS 2005 Edition,published by American Wood Council. f 1500 m 1000 E . Shear Moment °• 500 VMAX 1.80 k MMAX 2.25 k-ft VAllowable 3.05 k M 3.22 k-ft owable Allowable Ratio 0.59 Ratio 0.70 0.00 _ OK OK • -0.02 Deflection `o TL LL d o.oa Actual • 0.06 in 0.04 in o Criteria 0.25 in 0.13 in Ratio 0.23 0.28 -0.06 OK OK - PWU Engineering Inc.©2013,Software v1.02,3/06/14 - HDR @.G,T f --- � PWU ENGINEERING INC. Loads and criteria Total Span: 2.00 ft I =24 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 _ -4579 lb -7631 lb -12210 lb 0.50 ft Repetitive Use? No 2 0 lb . 3 - 0 lb Wet Service? No 4 0 lb 5 0 lb s Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CV 1.00 1 -255 plf . -463 plf -718 plf 0.00 ft 2.00 ft 2.00 ft 2 _ Oplf 0.00ft 3 s 0 plf 0.00 ft Deflection Criteria 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 - _Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 O plf 0.00 ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -12.21 k -600 - ' -400 - .. •'.-. ' . - . . 200 -.` D. • 2 2.00 ft R2 200 3.77 k 400 - R1 600 — 9.88 k 800 - PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GT -PWU ENGINEERING INC. Results -800 -12.21 k -600 - • -400 - -200 - a a o 200 2.00 ft R2 3.77 k 400 R1 600 - 19.88k 800 Type: Reactions (k) Boise Glulam 24F-V4 - DL LL TL - TL R1 3689 lb 6186 lb 9875 lb - 9.88 k R2 1400 lb _ 2370 lb 3770 lb 3.77 k Size: 15000 (1) 5'/2'x10'/2" GL 10000 — A 57.75 in2 2 S 101.06 in' - 5000 - - I 530.58 in4 Cl, F„' 265 psi o Fb' 2400 psi E x 106 1.80 5000 VAllowable 10.20 k 6000 MAllowable 20.21 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, 21 4000 published by Boise Cascade EWP dated 02/28/13 a c 3000 Shear Moment a 2000 VMAx 9.88 k MMAX 4.85 k-ft 1000 V VAllowable 10.20 k M 20.21 k-ft owable Allowable Ratio 0.97 Ratio 0.24 0.00 \:..............._— _ , 1 1, ■ , I OK OK S• 0.00 Deflection o TL LL u o.00 Actual 0.00 in 0.00 in o Criteria 0.10 in 0.05 in Ratio _ 0.03 0.04 0.00 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 - Beam #1 - PWU ENGINEERING INC. Loads and criteria Total Span: 13.00 ft I = 156 in Fully Braced? Yes Point Loads Load - Location Pressure Treated? No 1 # DL LL TL 1 0 lb Repetitive Use? No 2 - Olb 3 0 lb _ Wet Service? No 4 0lb _ 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 _# DL LL TL Start End Total CF 0.90 1 -135 plf -225 plf -360 plf 0.00 ft 13.00 ft 13.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.65 in 5 0 plf 0.00 ft LL L/480 0.33 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 O plf 0.00 ft 5 O plf 0.00 ft -400 -300 - -200 - ' • • -10 0 - , O 0 13.00 ft 100 200 300 -1- R1 R2 _ 2.34 k 2.34 k 400 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 PWU ENGINEERING INC. Results -400 -300 - -200 - w -100 - a. T.10 A o 100 13.00 ft 200 300 R1 R2 2.34 k 2.34 k 400 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 878 lb 1463 lb 2340 lb 2.34 k R2 878 lb 1463 lb 2340 lb 2.34 k Size: 3000 (3) 2x14 DF#2 I 2000 - A 59.63 in2 a 1000 - S 131.67 in3 c`0 0 - at I 872.33 in4 n -moo F„' 540 psi -2000 Fb' 2430 psi -3000 E'x 106 1.60 VAllowable 7.16 k 8000 'knowable 8.89 k-ft Design values are based off NDS 2005 Edition,published by Amencan 6000 Wood Council. 4 c 4000 m Shear Moment 2000 VMAX 2.34 k MMAX 7.61 k-ft , V 7.16 � M 8.89 k-ft ° ' Allowable Allowable Ratio 0.33 Ratio 0.86 0.00 OK , OK c -0.05 , Deflection s -0.10 .A. TL LL Actual 0.17 in 0.10 in o -0.15 Criteria 0.65 in 0.33 in Ratio 0.26 0.32 -0.20 OK OK _ PWU Engineering Inc.©2013,Software v1.02,3/06/14 ' Beam #2 - OPWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft I = 84 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 -30 plf -50 plf -80 plf 0.00 ft 7.00 ft 7.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 in 5 0 plf 0.00 ft LL U480 0.18 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 -100 -80 -60 - -40 - -20 - - a 0 , .. . _. . 20 7.00 ft 40 60 — R1 R2 - 80 — 0.28k 0.28k _ 100 PWU Engineenng Inc.©2013,Software v1.02,3/06/14 .j Beam #2 -----K— PWU ENGINEERING INC. Results -100 -80 -60 - -40 - w -20 - _a a . 20 . 7.00 ft 40 60 — R1 R2 80 —0.28k 0.28k - 100 Type: Reactions (k) Douglas Fir-Larch #2 - DL LL TL TL R1 105 lb 175 lb 280 lb 0.28 k R2 105 lb 175 lb 280 lb _ 0.28 k Size: 400 (1) 2x14 DF#2 I 300 200 _ A 19.88 in2 -100 F„' 180 psi -200 Fb' 810 psi 300 - -400 E.x 106 1.60 VAllowable 2.39 k 600 MAllowable 2.96 k-ft _ 500 Design values are based off NDS 2005 Edition,published by American 9 400 Wood Council. 300 _• Shear Moment a 200 5 100 Ill VMAX 0.28 k MMAX 0.49 k-ft , V All 2.39 k MAllowable k-ft owable Allowable Ratio 0.12 Ratio 0.17 0.00 � , - , . OK OK 0.00 , , c mk Deflection a o.00 TL LL d -0.01 Actual 0.01 in 0.01 in o 0.01 Criteria _ 0.35 in 0.18 in Ratio 0.03 0.03 -0.01 OK OK _ PWU Engineering Inc.©2013.Software v1.02.3/06/14 Beam #3: •PWU ENGINEERING INC. Loads and criteria Total Span: 21.50 ft I = 258 in Fully Braced? ... Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 _ 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? . .No' 4 Olb 5 0 lb Sustained Temperature? T.<_ 100°F Uniform Loads Load Factors Load Extent CD 1:00 # DL LL TL Start End Total CV 0.98 1 -171 plf --140 Of -311 plf 0.00 ft 21.50 ft 21.50 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 1.08 in 5 0 plf 0.00 ft LL L/480 0.54 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 100 e 0 21.50 ft 100 200 300 — R1 R2 - 3.34 k 3.34 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 -- PWU ENGINEERING INC. Results -400 -300 - -200 - - -100 - a I 100 _ 21.50 ft 200 300 R1 R2 - 400 — 3.34k 3.34 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL RI 1838 lb 1505 lb 3343 lb 3.34 k R2 1838 lb 1505 lb 3343 lb 3.34 k Size: 4000 (1) 5'/2"x13'/2' GL I 2000 \ _ A 74.25 in' 21 S 167.06 in' o - d . 1127.67 in4 Ft,' 265 psi -2000 Fb' 2350 psi E'x 106 1.80 4000 VAllowable 13.12 k 20000 MAllowable 32.71 k-ft • Design values are based off BOISE GLULAM Specifier Guide, a 15000 published by Boise Cascade EVVP dated 02/28/13. 4- 10000 d E Shear Moment g 5000 VMAx 3.34 k MMAx 17.97 k-ft V Allowable Allowable 13.12 k M 32.71 k-ft Ratio 0.25 Ratio 0.55 0.00 OK OK ' -0.20 mkillik Deflection s -0.4o TL LL d Actual 0.74 in 0.33 in o -0.60 Criteria 1.08 in 0.54 in Ratio _ 0.69 0.62 -0.80 - OK OK PWU Engineenng Inc.02013,Software v1.02,3/06/14 Beam #4 PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft = 72 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 Olb 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.40 1 -60 plf -100 plf -160 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 0 plf 0.00 ft 3 — 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -200 -150 - • -100 - w -50 - - a. 0 50 6.00 ft 100 - 150 — R1 R2 - 0.48 k 0.48 k 200 PWU Engineenng Inc.02013,Software v1.02,3/06/14 Beam #4 .PWU ENGINEERING INC. Results `v -200 -150 - -- -- -- - - -100 w -50 - a - -0 0 50 6.00 ft 100 150 -.I R1 R2 0.48 k 0.48 k 200 Type: Reactions (k) Hem-Fir#2 DL LL TL TL R1 180 lb 300 lb 480 lb 0.48 k R2 180 lb 300 lb 480 lb 0.48 k Size: 600 (1) 4x8 HF#2 400 -� A 25.38 in2 9 200 - S 30.66 in' ro o , , - d 111.15 in4 ( -200 F; 120 psi -400 \ Fb' 952 psi -600 E. x 106 1.04 VAllowable 2.03 k 800 MAllowable 2.43 k-ft . Design values are based off NDS 2005 Edition,published by American a 600 . . , .NIE Wood Council. = Mr ' . . 400 Shear _ Moment E 200 0 VMAx 0.48 k MMAx 0.72 k-ft o , , VAllowable 2.03 k MAllowable 2.43 k-ft - Ratio 0.24 Ratio 0.30 0.00 - - . , ,- , _ OK OK -E o.o1 , ' A Deflection o -0.02 TL LL v -0.03 Actual 0.04 in 0.03 in o -o.oa Criteria 0.30 in 0.15 in Ratio 0.13 0.17 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft = 192 in Fully Braced?. . • No Unbraced Length: 16.00 ft Point Loads _ Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 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 CV 1.00 1 -125 plf -75 plf -200 plf 0.00 ft 16.00 ft 16.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.80 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent DL LL TL _Zero End Max End Total 1 0 plf _ 0.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft • -250 -200 -150 - -100 - w -50 - a 0 50 16.00 ft 100 150 200 R1 R2 1.60 k 1.60 k 250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage ---�� PWU ENGINEERING INC. Results -250 -200 , - - --- -150 : . . -100 - _ . . , . • -50 , , A 50 • 16.00 ft 100 150 200 — R1 R2 1.60 k 1.60 k 250 • Type: Reactions (k) Boise Glularn 24F-V4 DL LL TL TL RI 1000 lb 600 lb 1600 lb 1.60 k - R2 1000 lb 600 lb 1600 lb 1.60 k Size: 2000 '. (1) 3'/z"x10,'/" 1000 \ _ A 36.75 in2 a S 64.31 in' o d _ I 337.64 in4 ' F„' 265 psi -1000 Fb' 2032 psi -2000 E'x 106 1.80 VAllowable 6.49 k 8000 'knowable 10.89 k-ft Design values are based off BOISE GLULAM Specifier Guide, ,- . . , :. Am published by Boise Cascade EP dated 02/28/13. V.' W . 4000 m Shear Moment j 2000 . VMAx 1.60 k MMAx _ 6.40 k-ft VAllowable 6.49k M 10.89k-ft Allowable Ratio 0.25 Ratio 0.59 0.00 OK OK 0 ., ----- \\ _ _ -0.20 . Deflection o TL LL -0.40 Actual _ 0.49 in 0.18 in_ o . Criteria 0.80 in 0.40 in Ratio 0.61 0.45 0.60 OK OK PWU Engineenng Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom -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 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 -501 plf _ -810 plf _ -1311 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 • Oplf , 0.00ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -1500 -1000 - . • 500 : w a 7:4 0 J 5.00 ft 500 1000 - - R1 R2 3.28 k 3.28 k 1500 PWU Engineering Inc.®2013,Software v1.02,3/06/14 HDR @ Greatroom -----,PWU ENGINEERING INC. Results -1500 -1000 - -500 - w o -� ) o 5.00 ft 500 1000 R1 R2 3.28 k 3.28 k 1500 Type: Reactions (k) DL LL TL TL_ Douglas Fir-Larch #2 R1 1253 lb 2025 lb 3278 lb 3.28 k R2 1253 lb 2025 lb 3278 lb _ 3.28 k + Size: 4000 (1) 4x10 DF#2 I 2000 -' - _ A 32.38 in' a S 49.91 in3 „ o ■ ill i i . 1 - m I 230.84 in4 y F„' 180 psi -2000 Ft,' 1080 psi -4000 - E'x 106 1.60 VAllowable 3.89 k 5000 'knowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by Amencan .a Wood Council. Z 3000 E 2000 Shear Moment ° 1000 Wr VMAx 3.28 k MMAx 4.10 k-ft 0 , , VAllowable 3.89 k 'knowable 4.49 k-ft ' ' ' Ratio 0.84 Ratio 0.91 0.00 OK OK _ _ -0.02 Deflection o TL LL d o.oa Actual 0.05 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.20 _ 0.25 -0.06 OK OK PVVU Engineering Inc.6)2013,Software v1.02,3/06/14 . HDR @ Patio -- �PWU ENGINEERING INC. Loads and criteria Total Span: 8.00 ft I = 96 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 Olb 5 0 lb Sustained Temperature? T 5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -501 plf -810 plf -1311 plf 0.00 ft 8.00 ft 8.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.40 in - 5 0 plf 0.00 ft LL L/480 0.20 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 Oplf 0.00ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 - . -500 - • v: a 0 0 -\ 8.00 ft / 500 1000 R1 R2 1500 -,- 5.24 k 5.24 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 .. • HDR @ Patio —*PWU ENGINEERING INC. Results -1500 -1000 - -500 - w a. , . . 0 � A o 8.00 ft 500 1000 . R1 R2 1500 — 5.24 k 5.24 k Type: Reactions (k) Boise Glulam 24F-V4 • DL LL TL TL R1 2004 lb 3240 lb 5244 lb 5.24 k R2 _ 2004 lb 3240 lb 5244 lb 5.24 k Size: s000 (1) 3'/2"x10'/2" GL 4000 - A 36.75 in2 9 2000 - S 64.31in3 0 , d I 337.64 in4 y -2000 F,' 265 psi -4000 FL; 2400 psi E'x 106 1.80 -6000 VAllowable 6.49 k 12000 MAllowable 12.86 k-ft 10000 Design values are based off BOISE GLULAM Specifier Guide, a 8000 published by Boise Cascade EVVP dated 02/28/13. 4 Mr c 6000 m Shear - Moment c 4000 2 2000 r VMAX 5.24 k MMAX 10.49 k-ft VAllowable M 12.86k-ft o ' Allowable Allowable Ratio 0.81 Ratio 0.82 0.00 _ OK - OK -0.05 , ■ , , A Mk. All Deflection c -0.10 TL LL 71- 0.15 Actual 0.20 in 0.12 in o -0.20 Criteria _ 0.40 in 0.20 in Ratio 0.50 0.61 -0.25 OK OK PVVU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Stair ---,PWU ENGINEERING INC. Loads and criteria Total Span: 2.50 ft = 30 in j Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -3689 lb -6186 lb -9875 lb 1.00 ft 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 CD 1.00 # DL LL TL Start End Total CV 1.00 1 -171 plf -125 plf -296 plf 0.00 ft 1.00 ft 1.00 ft 2 -141 plf -75 plf -216 plf 1.00 ft 2.50 ft 1.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.13 in 5 0 plf _ 0.00 ft LL [1480 0.06 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 Oplf O.00ft 5 Oplf 0.00ft -600 -9.88 k -400 t -200 - • 0 0 2.50 ft R2 200 — R1 4.24 k 6.26 k 400 600 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Stair -PWU ENGINEERING INC. Results -600 -9.88 k -400 _1 -200 - • 0 � Y J 2.50 ft R2 200 — R1 4.24 k 6.26 k 400 600 Type: Reactions (k) DL TL TL Boise Glulam 24F-V4 R1 2414 lb 3845 Ib 6259 lb 6.26 k R2 1658 lb 2578 lb 4236 lb 4.24 k Size: 8000 (1) 5'/2"x10'/2" GL I 6000 - A 57.75 in2 - _ 4000 a 2000 - S 101.06 in' d o - I cn 530.58 in4 _ - F„' 265 psi -2000 Fb' 2400 psi 400a — E'x 106 1.80 6000 VAllowable 10.20 k 8000 MAllowable 20.21 k-ft 6000 (Design values are based off BOISE GLULAM Specifier Guide, a published by Boise Cascade EWP dated 02/28/13. Z 4000 E. 2000 Shear Moment 0 5 o VMAX 6.26 k MMAX 6.11 k-ft V Allowable MAllowable 10.20 k M 20.21 k-ft -2000 Ratio 0.61 Ratio 0.30 0,00 OK OK ' 0.00 ■ L7.. M . AM' Deflection_ `s 0.00 TL _ LL e Actual 0.01 in 0.00 in :7. -o.o1 Criteria 0.13 in 0.06 in Ratio 0.05 0.06 -0.01 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Truss Nailer PWU ENGINEERING INC. Loads and criteria Total Span: 1.33 ft I = 16 in Fully Braced? Yes J Point Loads Load Location Pressure Treated? No # DL LL TL 1 -90 lb -150 lb -240 lb 0.67 ft 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 1.10 1 -30 plf. -50 plf -80 plf _ 0.00 ft 1.33 ft 1.33 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria • 4 0 plf _ 0.00 ft TL L/240 0.07 in 5 0 plf 0.00 ft LL L/480 0.03 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 0 plf 0.00 ft 3 Oplf 0.00ft , 4 Oplf 0.00ft 5 Oplf 0.00ft 400 -0.24 k -80 -60 - -20 - a Y: 0 � 20 1.33 ft 40 R1 R2 60 - 0.17 k 0.17 k 80 100 PWU Engineering Inc.02013,Software v1.02,3/06/14 Truss Nailer — ,PWU ENGINEERING INC. Results -100 -0.24 k -80 - -60 - -40 - -20 - . II, 20 -1‘ - ' � 1.33 ft � 40 R1 R2 60 - 0.17k 0.17k 80 100 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 65 lb 108 lb 173 lb 0.17 k RZ _ 65 lb 108 lb 173 lb 0.17 k Size: 200 (1) 2x10 DF#2 I - 100 - A 13.88 in2 .i .i S 21.39 in3 „ o - 0) I 98.93 in4 N F„' 180 psi -100 - Fb' 990 psi E'x 106 1.60 -200 VAllowable 1.67 k 120 MAllowable 1.76 k-ft 100 Design values are based off NDS 2005 Edition,published by American 2 80 Wood Council. Z 60 Shear Moment 0 40 VMgX 0.17 k MMgX 0.10 k-ft 20 ' VAll 1.67 k M 1.76 k-ft 0 Allowable Allowable Ratio 0.10 Ratio 0.06 0.00 II14 i1 , 11A Ai OK OK 2 0.00 • Deflection s 0.00 _ TL LL Actual 0.00 in 0.00 in o 0.00 - Criteria 0.07 in 0.03 in Ratio 0.00 0.00 0.00 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 - C., • Beam #5 PWU ENGINEERING INC. Loads and criteria Total Span: 8.00 ft I = 96 in Fully Braced? Yes. Point Loads Load _Location Pressure Treated? No # DL LL _ TL 1 0 lb _ Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 - Olb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -186 plf -240,0lf' -426 plf 0.00 ft 8.00 ft 8.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.40 in _ 5 0 plf 1 0.00 ft LL L/480 0.20 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 -500 -300 - . ' . -200 - . . < , . . -100 - . . a c 0 8.00 ft ) 100 200 300 400 --- R1 R2 - 500 - 1.70 k 1.70 k PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #5 —*PWU ENGINEERING INC. Results -500 -400 - -300 - -200 - -100 - . a. Ii ° 100 8.00 ft 200 300 400 R1 R2 - 500 1.70 k 1.70 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 744 lb 960 lb 1704 lb 1.70 k R2 744 lb 960 lb 1704 lb 1.70 k Size: 2000 (1) 4x10 DF#2 I 100o - A 32.38 in2 a T. S 49.91 in' o , - d I 230.84 in4 Cl) F„' 180 psi -1000 Ft; 1080 psi E'x 106 1.60 -2000 VAllowable 3.89 k 4000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American a 3000 Wood Council. = , 2000 or d Shear Moment f ._ loo: VMAX 1.70 k MMAX _ 3.41 k-ft , VAllowable 3.89 k M 4.49 k-ft owable Allowable Ratio 0.44 Ratio _ 0.76 0.00 _ OK OK ---------7/ -0.05 Deflection C TL LL 0 -0.10 Actual 0.11 in 0.06 in 0 Criteria 0.40 in 0.20 in Ratio _ 0.27 0.30 -0.15 . OK OK PM Engineering Inc.©2013,Software v1.02,3/06/14 r I, • Beam #6 —,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 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 -312 plf -230 plf -542 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 _ 0 plf 0.00 ft 4 Oplf 0.00ft 5 - Oplf 0.00ft -600 -400 - -200 - a Toy 0 0 5.00 ft J 200 400 R1 R2 600 — 1.36 k 1.36 k - PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 -- — PWU ENGINEERING INC. Results -600 -400 - -200 - a di 2 5.00 ft 200 400 R1 R2 600 — 1.36 k 1.36 k – Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 780 lb 575 lb 1355 lb 1.36 k R2 _J 780lb 575 lb 1355 lb _ 1.36.k Size: 1500 (1) 4x10 DF#2 I -moo A 32.38 in2 2 500 - S 49.91 in' 'i o , . d 230.84 in4 u -500 F„' 180 psi -1000 Fb' 1080 psi -1500 E' x 106 1.60 VAllowable 3.89 k 2000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by Amencan a 1500 Wood Council. .. C 1000 . • CD Shear - Moment g 500 , VMAX 1.36 k _ MMAX 1.69 k-ft V VAllowable 3.89 k M 4.49 k-ft 0 owable Allowable Ratio 0.35 Ratio 0.38 0.00 •OK OK 0.01 �.., - a 0.01 Deflection TL LL d -0.02 .- Actual 0.02 in 0.01 in o ' -0.02 Criteria 0.25 in 0.13 in Ratio 0.08 0.07 -0.03 OK OK PWU Engineering Inc.©2013.Software v1.02.3/06/14