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Specifications , .. /lam S7-d-O( S-- Ov l 7-0 S . (01G-2 Sw & ,71-, •C___ &PWU ENGINEERING INC. EC' 1VEP .. Email: pwuengineering@comcast.net Ph: (503) 810-8309 OCT 7 2015 Structural Calculations: �, ��'� ���� Job # LEN 15373 BUILDING DIVISION Date: 9/22/15 Project: Mulberry A Master Reuse Garage Right Lot 4, Oak Crest, Tigard, OR Lennar Homes PRPRO,cFs(4-D<, *,GINee `Pro 4<, 19421 PE 9 ?i Ir' rEGON vo „ r22 \°'-'°;\ A-, I P \v Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder, such as sections and drawings, are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc. shall have no obligation of liability, whether arising in contract(including warranty), Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. �Pwu ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Mulberry A Master Version stock 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' approximately. c MINFRS Direction 11111111/ End Zones Ok,401114 Wi°61:1_01 41° 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(28') = 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 Sips= .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 Veneer=40 psf .N Wind per ASCE 7 ``�PWU ENGINEERING INC. 1 ; Project;Mulberry A Direction Front to Back 3s Gust Roof A 21.3 psf Speed Exp. Angle A B 6.8 psf (1...105mph, B 26.6 1.00 C 15.8 psf �� �' 6:12 D 6.0 psf D ndrr -No End Zones .44 . N Least a= 4.0 ft .1 L(ft) hAVG(ft) or a= 11.2 ft 71.0 L = 40.0 28.0 and a> 1.6 ft 2e End Zones anda> 3.Oft Note End zone may occu'al env corner a}the huid.o 2a. 8.0 ft WR L(ft) - 8.0 12.0 , 12.0 8.0 ' . hA(ft) ` 4.0 - ' 4.0 hB(ft) 5.0 8.0 he(ft) 4.0 4.0 ho(ft) 5.0 8.0 " . W(plf) 0.0' 118.9 93.2 111.1 139.2 0.0 0.0 0.0 0.0 0.0 150.0 - WRAVGI 112.9 plf 100.0 - I 1 3 _ 50.0 - 0.0 W2 L(ft) 8.0 12.0 12.0_ 8.0 _ . hA(ft) 10.0 '. 10.0 hB(ft) _ - hc(ft) 10.0 10.0 hp(ft) W(plf) 0.0 212.6 158.4 158.4 212.6 0.0 0.0 0.0 0.0 0.0 300.0 - _ WznvGl 180.1 plf 200.0 I 100.0 WI L(ft) - hA(ft) . hB(ft), . . , . . hc(ft) - . - hp(ft) W(plf) 0.0 0.01 0.0 0.0 0.0 0.0 0.0 0.0 0.0: 0.0 1.0 - WI AVGI #DIV/0! 0.5 - 0.0 , 0 a O II III.1111..11111111111161111161li1u uinu11ull'nr161111lI giii.iii Il11l1a1111.11111.nut.mll■IIIII.IIUI 11111111011.I1111i111'11111 II111111.11111.IIIII■11111.11111.111/1.111111.1I111111111.11111.111'I.Il O III.I1111.11111.11111.111111.1111111111/1.11111111111.1011.111111111∎1. 11111.1C01111I.I1111.1111U1'' •11111III.1111I.11!1 r11111.111m rnnumnsnmrnulnurilimom unnumrunmi11111.'1111.111111111111Di' 1 �1111.11111.11!1P/11111.111 11.11 111.11111 11111I►1r111111111.1i111.I1111.11111.11111■IIIIIilll1II11►.iI1iI1111.11'" �I 1p �'R��IIIII.It,1I.11111.11 O111�IIllllll�lll.lr'' -'1111111.11 111.11111.11111111111111111 i11r1'Ii11111.1r'' e�TALi111?�. �g141.11:11.11111. c 110110111Mir" \ 1111111111.11111111111.11111.11111.1111010 �1iriirl' Liles Q,Iltllallll ` 1 111 11►!r,' .■11►►. 4111111 11.11111111111.11111.11111.11' /m= P•' _AM Mi.. •11:!11111 �I� . 11.1 .SI�1IMObb. `11111.11111.11111.11111111' .441��.l�►' �1AN1.1�1■\_ `�I111 TOP PLATE 1.1 ice...=•rr..w...� .4111111111111.111' '•�••MI �r� •.r.. r /'�i_�� '.umruu.. --_ 40 L�;luin gnu_�_ _�_ II -'I _i rill IIII: 1111_ - -- ---. _ = _=VIII . IIII�i_�__I� �� '' I_ IILn111.I1111a1111a — Li _i Ilk! _I11I1.■ 11111.11111.11111.111111�r...a�...a�...�i.... E 11111 -� O i� . 11I11.il111.111111111111.11111111N111111I.I1 , 11.11.._ 1111 1111._1111.._... ._...._.... JIi11111.1I111111II1�11.1111111I1Vr. -'11111.1111.. 11..... .I.11 ae-� 1111011I.11111.111011111.I1111.11111.11111111111111111.1111111.w- 111�l 1111111111.II:II.n111.11111\!1111.1111I. 71 IIIIII ■1HI ONIIiSMIC1!RU1.11111111u1.11111111111.11�11r" 4111- 711I11.11111.�11 emii111111�!I cedii 1 TOP PLATE 1111111MI x1111!111111-►`,IIII.IIIII�IIIII�IIIIIMI.1.11111.'' A�11'1.1\- E1 1111111111112 1111111.111111:11111111 1111 _ ..�111•1•11r1111•11•■... ■ i-1�IIIIIIIIIIlI�1!911111 I!1111111111(;11111,11111 • s 1 (hh �"� 1— 11111i 1II11;IIIIII;11111 111111111111111111111 - _ � - •nw _II J11111- - 11111 III I!11111 11111 11111 1'11111 111111 �J�! ■—--■ irro x WO BONCHA-STO=KOROae• lir FRONT (ELEVATION A) 44•.1.-0• 0 t • r, r Wind per ASCE 7 -- PWU ENGINEERING INC. Project Mulberry A Direction Side to Side 3s Gust Roof A 21.3 psf ICI Speed Exp. Angle A B 6.8 psf :� 105mph B ' 26.6 1.00 C 15.8 psf a 6:12 D_ 6.0 psf my,:-.--.7411<„,., D End Zones .� Least a= 4.0 ft - W(ft) hAVG(ft) or a= 11.2 ft % eedlon 40.0 28.0 and a> 1.6 ft 2e and a> 3.0 ft End Zones Note Erd zore mey occur d eny caner of the ouadn9 2a 8.0 ft WR L(ft) 8.0 . 20.0 8.0 hA(ft) , • 4.0 8.0 h (ft) 6.0 . hc(ft) . ' 8.0 _ hp(ft) 2.0 _ W(plf) 0.0 125.7 138.6 170.1 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WRAVGI 142.7 plf a 100.0 - 0.0 , W2 L(ft) " 8.0 20.0 8.0 11.0 8.0 hA(ft) 10,0 5.5 4.5 hB 7.0 he(ft)(ft) _ '10.0 4.5 4.5 . hp(ft) 7,0 W(plf) 0.0 212.6 158.4 188.2 113.1 143.1 0.0 0.0 0.0 0.0 300.0 - W2AVGI 159.3 plf 200.0 I 100.0 - I Wi L(ft) hA(ft) hB(ft) .. • he(ft) hp(ft) • VV(plf) 0.0 0.0� 0.0r 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 0.5 - h 0.0 ■ • 6 iz O i1111t11111Ii11i!II1111!II11!711111IIIV'" I11111►1111inne1I III IIIIiiiiiiiIU" ■lnuiiiiiiii�iiiiliii imiiiiii;.*:. 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ES 111111111■I111111111111111u11111x1111111111111111111111.11111.11111■11111■1111I111n1111111111lm1111s1111 0 1m11mn.mlmmi nln.mlmonmmnmmminnuuuunnmunxminnlxnn.mlxu m 111111111111111111.11111.11111.1111u111111imil111ullltl.111111n111.n1111m1111111111m1.11111x1111111 111111111111IU111I11111I1 1111111mlimuun111111111.1lulmunln.mNmnlmN unili mil nl.mnxun.mllnnlxunlnnunlnxullxmllnmxu11xo11.n1n.nnunnunumnnmu i n aimm1 11nuumnlnnmummmnuumn.nmxunxull.mirint.nul.nnunumll •mlnmuunanxummm�unum unxu1xuxummolxnxm. m. r� 1611Irf I1Iflufrr0i e..R. 111111I1I1.III11I111.1 . 111111111111 milI1I11 1111!1.1111.111 0 11x11111.111. .111 . I.m111/1. 11.1 .11111111111. 11. 11.111.111 11xI11.111.1111i. -o11.11111111II11II11111 Tor rtatE II�UU�W1��1���I��u��1��1I 11��1�11��II��I��I��II��WI��u I1��1���1��11�1��I��IU�11�uIll�1��I��.I�II��II�II��II�IU ..IIIII.111111111Ji Oi ) II i -io m O ) ISUB-PLIRL 1 LEFT SIDE (ELEVATION A) 1/.•.V.0• • - • Seismic & Governing Values g Vl --"-- PWU ENGINEERING INC. Project Mulberry A Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sps/(R x 1.4)]W Category R SDS D1 6.5_ 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V=I 0.100*W Exterior Wall Dead Load: 12psf Veneer: 40psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) *:36 ft] = 83.0 plf < 112.9 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 55 ft] + 83.0 plf= 253.9 plf < 293.0 plf Wind Governs W1 _ [0.100 * (15+5+3+4) * + 253.9 plf= 253.9 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 < 142.7 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 plf= 216.5 plf < 302.1 plf Wind Governs [0.100 * (15+5+3+4) * '+ 216.5 plf-= 216.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads `c„PWU ENGINEERING INC. Project Mulberry A `v High Roof Diaphragm -Upper Floor Walls Line A P = 1.13 k LTOTAL = 10.0 ft v = 1.13 k / 10.0 ft = 113 plf Type A Wall h = 8.0 ft LWORST = 10.0 ft MOT = 113 plf * 8.0 ft * 10.0 ft = 9.03 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 3.78 kft + (0 lb * 0.0 + (0 lb * 0.0 ft) = 0.00 kft + 3.78 kft = 3.78 kft T = (9.03kft - 3.78kft) / 10.0 ft = 0.53 k + 0.00 k = 0.53 k No hd req'd Line B P = 2.26 k LTOTAL = 53.0 ft v = 2.26 k / 53.0 ft = 43 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 43 plf * 8.0 ft * 12.0 ft = 4.09 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.44 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 5.44 kft = 5.44 kft T = (4.09kft - 5.44kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line C P = 1.13k LTOTAL = 34.Oft v = 1.13k / 34.0 ft = 33plf Type AWall h = 8.0 ft LWORST = 16.0 ft MOT = 33 plf * 8.0 ft * 16.0 ft = 4.25 kft MR = (15 psf * 2.0 ft .+ 12 psf * 8.0 ft) * (16.0ft)2 / 2 * 0.6 = 9.68 kft + (Olb * 0.Oft) + (Olb * O.Oft) = 0.00 kft + 9.68kft = 9.68 kft T = (4.25kft - 9.68kft) / 16.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line 2 P = 1.07 k LTOTAL = 12.0 ft v = 1.07 k / 12.0 ft = 89 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 89 plf * 8.0 ft * 12.0 ft = 8.56 kft MR = (15 psf * 10.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 10.63 kft + (Olb * O.Oft) + (Olb * 0.Oft) = 0.00kft + 10.63kft = 10.63kft T = (8.56kft - 10.63kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 3 P = 2.57 k LTOTAL = 13.0 ft v = 2.57 k / 13.0 ft = 198 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 198 plf * 8.0 ft * 13.0 ft = 20.56 kft MR = (15 psf * 8.0 ft + 12 psf * 8.0 ft) * (13.0ft)2 / 2 * 0.6 = 10.95 kft + (0lb * 0.0 ft) + (500 lb * 7.0 ft) = 3.50 kft + 10.95 kft = 14.45 kft T = (20.56kft - 14.45kft) / 13.0 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd Line 4 P = 1.50 k LTOTAL = 19.5 ft v = 1.50 k / 19.5 ft = 77 plf Type A Wall h = 8.0 ft LWORST = 2.8 ft MOT = 77 plf * 8.0 ft * 2.8 ft = 1.69 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.29 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.29 kft = 0.29 kft T = (1.69kft - 0.29kft) / 2.8 ft = 0.51 k + 0.00 k = 0.51 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P =;2.93 k LTOTAL =;49.0 ft v = 2.93 k / 49.0 ft = 60 plf Type A Wall h =19,0 ft LWORST = 17.0 ft MOT = 60 plf * 9.0 ft * 17.0 ft = 9.15 kft MR = (15 psf *. 2.0 ft + 12 psf * 9.0 ft) * (17.0ft)2 / 2 * 0.6 = 11.96 kft +: (0 lb ; * 0.0 ft) -i+ -(-0-111113 *; 0.0 ft) -1= 0.00 kft + 11.96 kft = 11.96 kft T = (9.15kft - 11.96kft) / 17.0 ft = 0.00 k +: 0.00 k 1= 0.00 k I No hd req'd Line B P =15.86 k LTOTAL =:32.0 ft v = 5.86 k / 32.0 ft = 183 plf Type A Wall h =;9.0 ft LWORST = 12.0 ft MOT = 183 plf * 9.0 ft * 12.0 ft = 19.78 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.Oft)2 / 2 * 0.6 = 5.96 kft +; (0 lb . ; * 0.0 ft) j+ (500 lb * 12.0 ft)-i= 6.00 kft + 5.96 kft = 11.96 kft T = (19.78kft - 11.96kft) / 12.0 ft = 0.65 k +' 0.00 k = 0.65 k No hd req'd Line C P =12.93 k LTOTAL =142.5 ft v = 2.93 k / 42.5 ft = 69 plf (Type A Wall h ='9.0 ft LWORST =:5.0 ft MOT = 69 plf * 9.0 ft * 5.0 ft = 3.10 kft MR = (15 psf * 2.0 ft 1+ 12 psf * 9.0 ft) * (5.Oft)2 / 2 * 0.6 = 1.04 kft +, (Olb E*1-O.Oft) +' 1 -0-11611 *� 0.Oft) f= 0.00 kft + 1.04 kft = 1.04 kft T = (3.10kft - 1.04kft) / 5.0 ft = 0.41 k +. 0.00 k = 0.41 k I No hd req'd Line 1 See FTAO Calc Line 3 P =:7.55 k LTOTAL =:11.5 ft v = 7.55 k / 11.5 ft = 656 plf Type C Wall h = 9.0 ft LWORST =.11.5 ft MOT = 656 plf * 9.0 ft * 11.5 ft = 67.94 kft MR = (15 psf *: 8.0 ft. !+ 12 psf * 9.0 ft) * (11.5ft)2 / 2 * 0.6 = 9.05 kft + (O lb *. 0.0 ft) ;+ (500 lb 1*, 11.5 ft) = 5.75 kft + 9.05 kft = 14.80 kft T = (67.94kft - 14.80kft) / 11.5 ft = 4.62 k + 0.00 k 1= 4.62 k I Use type 3 hd Line 4 P =,3.17 k LTOTAL = 9.5 ft v = 3.17 k / 9.5 ft = 334 plf (Type A Wall h ='9.0 ft LWORST = 1.5 ft MOT = 334 plf * 9.0 ft * 1.5 ft = 4.51 kft MR = (15 psf *' 2.0 ft ;+ 12 psf * 9.0 ft) * (1.5ft)2 / 2 * 0.6 = 0.09 kft + (O lb *, _0.0 ft) 11- (500 lb 1*, 1.5 ft) .= 0.75 kft + 0.09 kft = 0.84 kft T = (4.51 kft - 0.84kft) / 1.5 ft = 2.44 k +' 0.00 k 1= 2.44 k See FTAO Calc Use type 1 hd on garage piers only • r • . - --- .PWU ENGINEERING INC. Force Transfer Around Opening Method (FTAO) @ Main Floor Line 1 Worst Case L� = 7.0 ft Lo =•8.5 ft L2=:3.0 ft V='2.45k _ vP= 132 plf vp = 132 plf vp= 132 plf hu = 1.0 ft --> --4 --* 4 v= 245 plf v= 245 plf F� = 1.18k F2= 0.51k ho= 5.Oft F� = 1.18k F2 = 0.51k v= 245 plf v= 245 plf -4 -4 -4 E-- E- 4- f- 4- E- vp= 132 plf vp = 132 plf vp= 132 plf hL= 3.0 ft T T= 0.42k T= 0.42k vp = 2.45 k/ 18.5 ft= 132 plf H:W Ratios v= 2.45 k/ 10.0 ft= 245 plf Use: Type A Wall 5.0 ft : 7.0 ft 1= 0.7 : 1 5.0ft : 3.0ft 1= 1.7 : 1 F1 = (245 plf- 132p1f) * 7.0ft* 1.5 = 1.18k F2= (245 plf- 132 plf) * 3.0 ft* 1.5 = 0.51 k Use: (2) Bays BLKG MOT= 2.45 k* 9.0 ft=1 22.01 kftl MR= [( 15psf* 2ft+ 12psf* 9.0ft) * (18.5 ft)^2 * 0.6/2 ] + (0.0ft *5001b) = 14.17 kft T= ( 22.01 - 14.17 )/ 18.5ft=1 0.42 k Nohdreq'd - 1.0 - 0.51 k a 0.5 - :2 0.0 - - -0.5 - x -1.0 - LL -1.5 - -1.18 k ---K- Force Transfer Around Opening Method (FTAO) PwU ENGINEERING INC. @ Main Floor Line 4 Li =,3.0 ,ft Lo=16.5 ft L2 =i3.0 ft V=12.00k _ vp= 160 plf vp= 160 plf vp= 160 plf hu =1.0 ft &y= 334 plf . v= 334 plf F1 = 0.78k F2= 0.78k ho=!6.0 ft F1 = 0.78 k F2 = 0.78 k [v= 334 plf v= 334 plf 4- 4- 4- 4- 4- 4- 4- 4- V P= 160 plf vp= 160 plf vp= 160 plf hi_=!2. 0 ft T= 0.20k T= 0.20k vp= 2.00 k/ 12.5 ft= 160 plf H:W Ratios v= 2.00k/ 6.Oft=' 334 plf Use: Type A Wall 6.0 ft : 3.0 ft 1=2.0 : 1 6.Oft : 3.Oft I=2.0 : 1 F1 = ( 334 plf- 160 plf) * 3.0ft*; 1.5 = 0.78k F2= ( 334 plf- 160 plf) * 3.0 ft*! 1.5 = 0.78 k Use: (2) Bays BLKG MOT= 2.00 k* 9.0ft=I 18.04 kft1 MR= [( 15psf* 6 ft+ 12psf* 9.0 ft) * (12.5 ft)^2 *0.6/2]! + ( 12.5 ft *5001b) = 15.53 kftl T= ( 18.04- 15.53 )/ 12.5 ft=I 0.20 k Nohdreq'd 1.0 - 0.78 k a 0.5 0.0 - -0.5 i r 0 �'f ■ - A e ■ IN7 0 1FP 9t nr. � v=11 L, o IL o v 3 a v UPPER FLOOR LATERAL PLAN o I IMRE WALL ELEv TO BE SCATHED PER DER 10/6E2 © Q (7) AM MET POR PTAO COIL WRAP HWRAP v -0• O Mi. . o o 7 a,0 _ r AU1 a, Nr CI H1i+TTI m.©t' m-7 • ' .e . .�. . . . . ta . . - j ,.` ,=.- • .� . . • �-°-%m �.� _ 0 ' C.'1/ I 3'- v `► = v ENTIRE WALL ELE„ TO BE 2 SEAMED 61 RAP BE C622 COIL STRAP n)BATE PER DOT 10/69.2 POUR STEM MULL IP MR PTAO METHOD 60 WALL IEIOHT BETWEEN TOP OP 67E1.I II ALL Ab aortal CV IEADER B 6'-6'MAX PER DETAIL IVESI MAIN FLOOR LATERAL PLAN W.P-D" E 1 1 UPPER FLOOR LATERAL PLAN w, e 4' WIRE WALL ELEV TO DE SHEATHED UM A r colt 0242 0 C ry EAM PH9i Der Honrst . POR!TAO METHOD 30..0.v 6'40' • o -� o O Tal A r v Y A e , _ _ _, . -il r II e ? 1—"- L j = ® L • C� . '_.� -� ,t P-HO}� �`' w,-H0}� v° ` V E EE W LL v USE OSD]COL 6T16AP CD BAYS PER MET I0V662 POR PTAO METHOD POUR 8TEM IILALL UP 60 WALL HEIGHT EETIIEEN TOP OP 6TEMI WALL AID EOTTOM OP HEADER is•'i"MAX PER DETAIL NM MAIN FLOOR LATERAL PLAN HOLDOWN SCHEDULE VARK 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 SSTB2OL S=2550, S=2550,w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB 5/8X24 w-6675 w-66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w-66705 w 66705 SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL 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. 6. Increase footing depth or stemwall height as required for 28%" minimum embedment depth. . ■ 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 16"OSB (1) SIDE 8d 6" 12" z" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 16"OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 15"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 @ 12"o/c 505 707 D 16"OSB (1) SIDE (e,f) 8d 2" 12" z"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16"OSB (2) SIDE(d,e,f) 8d 6" 12" in Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F is"OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" in Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 6"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" z"Dia.A.B. @ 52"o/c (m) 16d @ 1z"o/c(2)rows staggered;HGA1 0KT @ 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")V4"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. • 17177::: PWLI ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineeringdcomcastmet ilditer-i 2-6PYP Rix ISPP Lij—it 12, _ Cei)1 g worst cur fiDIZ R=2.16k L jz5OpO- g,,Osgie 61.4Y44 -- ewe, 2_ O5 1IA-gr)F#2 -- fort; w't 8) ,094k 11' 3 .k . 1411A) L: 460 Rz ozok. m-72404 -X.14r Lixg DP02 mat, flpg ' G - -Dv4A5 6;7--414 2:71k Rk P1c2sgAi'r 111111111Mnerra j n 1)56'LiKg at!. "r 12' 'T 7.57k (s1 I — to , 330k T 2.Cqk C40k 3.9c k 1 . :: PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering(a3comcast.net 1 Bei 42, L° 4' w=5.7‘' r . L.= I� -.�=1r� fz2 1:151c 11- .� R•a k M= 3.c'rk4 Tn,u•228ai 1.2g...- - • --- 0.se• : - - -—- - 2).Py Pp*2 (2) 2›.I H PF#Z t 13M , . a.9'lk 2.71k 111 I L-X1.5' �..�= r'ta5p1g q R=0.37k 1`1- 0'1214 T II's' T Z1` ugok tr�k � � pp. 2 :.n., 343a u4 L-- 751 t.vz 1454 (,e= 72' x 2I"GI- o• R E 20" v 2, =042k 1`'1= 1.14k 2x14 PP -2 Srl 47 Li I �= tr' ,,,,_ 33264 R= ,: 2,Gpp f,,,a:CA;,V R= M• 443ki7 // 11 ` � ia_ r:irk Ts 180;„y (J r= ?X1 DF42 MAN °e' . . _ (z) 2141 DC4'2 J371 414 jamrik g, -Y T+Av=28COUI - 9.7tk �k sh x -, i PWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineeringicomcast.net 1319 4q , 1.71k 211( "r �1" 1 IiL. y •,71H1. AeoP ,411. 1-59k 7A- Z1 3St k 1510 imps; 18dps, 3.a2kA Cz) 2kk! Df z. Use- w1/Wftii OR G,. ;re55 pe.i.: N>R . 8,11 #10 -�q_1 .4R5? :- - - - ff•Lf18k •_ -14kft 70 T. • 19' q - 51/2"xre 64 att. 6•Iv"xl6"i,t zaE 1131 p_Dg gm #12., Li ! 1404 11.9* , Int - 7 i4 1 1.og;I a.�a�. _ t Kok _ ' ..�� M= g,gG1t- .72-C i+N ;e4 /IC (')3e: 3'I2'x 12" L . _ 11ASk C' Loth 11= (76k ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering©omcast.het • f;11*11 Joi c. • L..= Li' 144,0r7_1332f* cask ti a oNsici* Rz.. ask : U pp* 8 • 7:556.■ M 4111136n*Cere_OW._ 2.6 - 411r3310/1.p L= 1-11 CfCGpif g:1.731c 1 !.7i/4 3 : X451 DP42, )51 ibc g DC412- 241 41 7 04se.lphiN . N & al L., 241 L„p 6‘14 = R.: 1.29k ft. 1.241 14 :(341k .02# ,8 1111111511INNI Lua ±L. 2 11.7* 44,8 PC 44*-2- NA 1-IPZ:LGtty L5 wzqq6p14 16" 4040k Nak P, 0.14k 11.0,54k-Pi M 090 V.I. -"Law z 201'0 _ 0„: .44 17#2 _ &tc-f Detra . .,,.. - 9-1/4" OPEN WEB JOIST @ 24" O.C. h 0l�� �� r F05 F07 LENNAR II., 0 ION= i F07 ' 2571 MULBERRY AMERICAN PL13-280 MAIN H FOS' F07 I' 10/22/2014 ,/` P051 F06 Fos. Products / _ Fob, PIotID Length Product �Pl es Net Qty F05 Fob BK1 34-00-00 2x10 DF N� o��2" 1 1 BK1 2-00-00 2x10 DF t�o.2 1 1 P051 Foq I BM3 8-00-00 BBO( 1 2 Fos Fo, BM1 7-00-00 Erg-01 1 2 ph; .) I: u BM2 6-00- BB01 1 2 F05I F06 BM4 —10-00 BBO1 1 1 F05 I� I• - Yx F..1 m I ;, ALL BEAM SIZES PER ARCHITECT/ENGINEER F05 t' fl-(BM4-11 F06L $ MneRai a on BLOCKING F05 i F06 ACCESSORIES QTY �� 2 X 10 DF No.2 FOR SHEAR BLOCKING 16' F051 FOB' F05 I F06,' I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN F05 I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I Ill FLOOR LOADING F05 4O LL 11.2r 06 I 15 Dl •a F03 FLOOR D. IGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA' F03 SINGLE TOP CORD BEARING -ill BM31 --- LIE Jll DM — _ 1\� 11l 141-- lI F03 r 'F03 _...-_ .. IIBM3I==;m=== BM2I---m===_JBM11-==_Ir • 'F03 Pad `., ber 1 . • _ iF03 I:, & TRUSS ` COMPANY= F03 _..... ! I F03 ( ) I :;; � -' F03 F04 N ill"=-,-1 I I o 9-1/4" OPEN WEB JOIST @ 24" O.C. i F07 'F05 i I z LENNAR F07 ''F05 ' g 2571 MULBERRY AMERICAN ii F07 F05 I- PL13 280 MAIN H V 10/22/201k F06 F05 Products •1F06 F05 PIotID Length Product Plies Net tOty 06 II 05 BK1 34-00-00 2x10 DF No.2 1 1 • BK1 2-00-00 2x10 DF.No.2 1 1 1 BB01 1 2 !06 FOS. BM3 8-00-00 BM1 7-00-00 BB01 1 2 os n Fos BM2 6-00-00 BB01 1 2 1 .F06 i' `"F05 BM4 5-00-00 BB01 1 1 F06' :I 05 'y I ALL'BEAM SIZES PER'ARCHITECT/ENGINEER ,,FOB 6M4 o 05 '' BEG=BLOCXING RM1=RIM BOARD 0, 6 05 - ACCESSORIES Cr( 11 I 2 X 10 DF No.2 FOR SHEAR BLOCKING 16' ill F06 • I F05 y MI ;IF06 F05 ' I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I Il FOB P05 I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I FLOOR LOADING il ;F06 F05 40 LL y 15 DL 06 [FLOOR DESIGNED TO MEET OR EXCEED 1/480 DEFLECTION CRITERLAI F03 SINGLE • TOP CORD BEARINO —IBM1I ---u-- BM2„ --" — IBM3;I �: — . F03 I F03 ,.....m --_IBM11=== _IBM2' — �J --- F03 Paciflwumber F03 I & TRUS COMPANY F03; F03, • rai 1 F03 ' i ', F04 — ... , ®® s j 13 are- 4:0 i MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-280 MAIN_H Fax 916/676-1909 LENNAR iI The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43081433 thru R43081437 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <0�NG N�F9`r�0 2PE N ? N OREGON ct 41/ � . AMBER. _Kc.) `.9 A. HER�P EXPIRES:06/30/2015 October 23,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1 ® ITS. Milrek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL13-280_MAINH Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc._under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43081433 thru R43081437 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPJ I section 6.3 These truss designs rely on lumber values established by others. otONIO ,p` E pF WASp, Wy I • 'S 4, 49639 k,- °A FGtsTiW October 23,2014 I-Iernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. t •- Job Truss Truss Type Qty Ply LENNAR R43581433 • PL.13.280_MAIN_H F03 Floor 8 1 Job Reference foptionalt Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 2215:31:22 2014 Page 1 . ID:6Tk319xtNCM575nt7JJZpkyBNkv-d7sDC2Z1E7yf3gjyr HwdgRCEpfrDL_NKd3g3HyQo33 0.6-8 I--11 2-0-0 I 1 1-2-8 1 1_1:2&___I role=1:36.1 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 358= 3x4 I I 3x6= 3x8 FP= 3x4= 1.503 I I 3x5= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 1 °14 i.. ..1111.11W PP4.1:r..-*".."—"471141.11.11101Pill...... ..11 ." 4"4■11■1117 ,OW.1""1"*".nowiiiillown. ...v" MILiglilliP11111.11.111.W r II in 20 19 18 17 16 15 14 13 1.5x3 I I 3x8= 3x8=3x8 FP= 3x8= 3x8= 3x8= 1.5x3 I I X100--4--8 p.g0 08.81 19.7-0 01 4 19-11-8 9-7-0 bg$ 0-1-B Plate Offsets(X,Y)-- f1:0-1-8,Edgel,f5:0-2-14,Edael,f7:0-2-0,Edgel,112:0-1-8,Edoel,f15:0-3-8,Edctel.118:0-3-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP -TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.11 18-19 >999 360 BOLL 0.0 Rep Stress!nor YES WB 0.71 Horz(TL) -0.01 12 n/a n/a - BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except DOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=414/0-6-0 (min.0-1-8),16=1349/0-4-0 (min.0-1-8),12=414/0-6-0 (min.0-1-8) Max Gray 1=460(LC 3),16=1349(LC 1),12=461(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -5.-ONIO , . TOP CHORD 1-2=-129910,2-3=1299/0,3-4=-1109/285,4-5=-1109/285,5-6=0/1899,6-7=0/1899, C' F 7-8=-1110/285,8-9-11101285,9-10=1110!285,10-11=-1299/0,11-12=-1299/0 GOd7 �Of,WA$p,, �. BOT CHORD 18-19=-10/1511,17-18=-812/0,16-17=-812/0,15-16=810/0,14-15=-8/1512 W ,..z, WEBS 1-19=0/1341,2-15=-253/0,3-15=-577/0,5-15=0/1395,5-16-134210,12-14=0/1341, FV' ; 'A M' 11-14=-252/0,10-15=-577/0,7-15=0/1392,7-16=-1346/0 co ``` _' N NOTES- I(!oT 1)Unbalanced floor live loads have been considered for this design. 49639 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P]1. `5 .s ti9 / • 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to •4' C/STV- be attached to walls at their outer ends or restrained by other means. S G 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. `.StON. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard . R. F ��- G0. � �tR s /i6 2� . :870 2PE '-r U) - ,N y �-$,..OREGON cl. 2v� 'AO cctij88R .\ �O On ■ A. HEp`�P • EXPIRES:06/30/2015 • October23,2014 - �WARMAG-YerifydesignparamzixnandREAD1 0TESONTNiSANDINaIIDED MITERREFERESCEPAGf.MII-74/3rex 1/29/2014Sff-MEUSE Design valid for use only with M connectors.This design Is based only upon parameters shown,and is for on individual building component. I•Mira Mira Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bradng fo Insure stability during construclion is the responsibtdty of the p p1Te'.+ erector.Additional permanent bracing of the overall structure is the responsbltty of the budding designer:For general guidance regarding r V� IC tabrtcalion.quality control storage,delivery,erection and bracing.consult ANSI/inll Quallly Criteria,059-89 and SCSI Bolding Component 7777 Greenback Lane,Suite 109 Solely Intormellon available from Inns Plate institute,781/1.Lee Street,Suite 312 Alexandria.VA 22314. Citrus Heights,CA,95610 if Southern Pine ISM lumber is specified,the design values are those electbe 06/0112013 by ALSC fI I Job Truss Truss Type Qly Ply LENNAR R43001434 PL13.280 MAIN H 504 Floor 1 1 • .lob Reference foptionell Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Ocl 2215:31:23 2014 Page 1 ID:6Tk319xtNCM575nf7JJZpky8Nkv-6JQbQOaf J4Wh_18Oio99uzNGD7wypQXYHoEcjyCo32 :j 0-8-8 1---I I 1-11-0 1 1 1-2-8 1 2-0-0 i Scale=1:2.5 3x4 II 3x5= 1.5x3 II 3x4= 1.6x3 II 3x5= 1 3x4= 2 3 '4 5 '6 7 q ,.e 1� /���� Y ii� Y — e 1; 114 ri d ��'/a �ii1P- �'P1 ''�, 12 �, 10 9 8 1.5x3 II 3x8= 3x8= 308= 1.5x3 II II 2-10-8 i 0-6-8 I 2.7.8 0 2-� I 12-s4 113.04 1 088 2-1-0 9-7-0 0-6-8 0-1-8 Plate Offsets lX.Y)- f1:0-1-8.Edael.13:0-1-8,Edgel.f7:0-1-8,Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 - TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0,01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:53 lb FT=0%F,0%E - LUMBER- BRACING. TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:10-11. REACTIONS. (lb/size). 11=1064/0-4-0 (min.0-1-8),1=179/0-6.0 (min.0-1-8).7=467/0-8-0 (min.0-1-8) Max Uplift 1=-268(LC 4) Max Gray 11=1064(LC 1),1=38(LC 3),7=469(LC 4) ozoNIO kF FORCES. (lb)-Max.Comp./Mak.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=011054,2-3=0/1055,3-4=-1189/0,4-5=-1189/0,5-6=-1329/0,6-7=-1328/0 OS of.WAS 'eel. y, BOT CHORD 9-10=0/1566 - G et4 't>, L WEBS 1-11=-1091/0,7-9=0/1371,6-9-252/0,5-10=-397/0,3-10=0/1234,3-11=1211/0 FQ O d NOTES- \IA, .5 N 1)Unbalanced floor live loads have been considered for this design. �r 2)This trues is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ," f '` 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131".X 3")nails. Strong backs to • 'P ,p,:4963 .0 4,, be attached to walls at their outer ends or restrained by other means. O�� "-V/STER l 4)Gal between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 'r6'. - 11G 5)CAUTION,Do not erect truss backwards. �DIYAL-- LOAD CASE(S) Standard ��Ep PR04-„, �5� �N01N6 . sio ct .870 2PE -r y o .OREGOA, A. H EXPIRES:06/30/2015 - October 23,2014 A WARNING•Verif deli n Brame 2n and READ FOlESON INlS AND(1411 D MIIEK REFEREE CT ACE H7i7,47J ree 1 29 2014 BEFORE USE '�� L 4.P. /./__: Design Vixlid for use only with•MTek connectors.This design is bored oritTupon parameter's shown,and Is for an individual building component. I Applicability of design parameters and proper incorporation of component Is respansiblily at building-designer-not Truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the q erector-Addillonol perrnanent bracing of the overal structure is the responsibility of the building designer.For-general guidance regarding 1 V I ITe k• fobrtcalion.quoliiy control storage,delivery.ereciton and tracing.cdnsull ANSI/1111 Quality Criteria,0513,89 and BCSt Building Component 7777 Greenback Lane,Suite 109 Solely Inlormollon Healable from Truas'PIote Insiltufe.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Freights.CA,95610 If Southern Pine ISPI lumber Is specified,tha design values are there effective 06/01/2013 lay ALSC- I •-i Job Truss Truss Type Qty Ply LENNAR • R43001435 PL13-280_MAIN_Ft F05 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 2215:31:23 2014 Page 1 • ID:6Tk319xINCM575n1?JJZpky8Nkv-6JQbOOaf J4Wh_I80io99uzN4D?JyoyXYHoEcjyQo32 0-8-8 • I—II 2.0.0 i 10.11.81 1 1-3-0 1 Scale=1:34.4 304= 1.5x3 I I 3x4= 1.5x3 I I 34= 408= 1.5x3 I I 3x8 FP= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1 2 3 4 5 8 7 8 9 10 11 12 i b 1 6 20 19 18 17 18 15 14 13 1.5x3 I I 3x8= 308 FP= 3x5= 408= 3x5= 3x4= 3x8= 9.6.81 9-10-8 19101-0 19-9-0 I 0.8.8 9-4-0 0-118 9-9-0 Plate Offsets(X.Y)-- f1:0-1-8.Edae1.15:0-2-11.Edee),16:0-1-12,Edoel.115:0-2-12,Edgel,116:0-1-12,Edoel,118:0-3-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/deft Lid PLATES GRIP -TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 18-19 >999 360 - BCLL 0.0 Rep Stress lncr YES WB 0.73 Horz(TL) -0.01 13 n/a n/a • BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except I BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=40210-6-0 (min.0-1-8),16=1314/0-4-0 (min.0-1-8),13=41010-2-0 (min.0-1-8) Max Gray 1=448(LC 3),16=1314(LC 1),13=455(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `cONIO p_ TOP CHORD 1-2=-1253/0,2-3=-125310,3-4=-981/299,4-5=-981/299,5-6=0/1796,6-7=73/704, Q1 `� 7-8=-75/703,8-9=-751703,9-10=150810,10-11=-150810 p5 QFi WASJt7,. BOT CHORD 18-19=-19/1424,17-18=-837/0,16-17=-837/0,15-16=-1746/0,14-15=249/1131, C.7 ,Si' W 1314=0/1120 AC -q2, Tp d WEBS 6-16=-687/0,1-19=0/1293,2-19=-253/0,3-18=-614/0,5-18=0/1430,5-16=-1128/0, r7 1. 11-13=-1174/0,11-14=-44/406,9-14=0/545,9-15=-1258/0,6-15=0/1370 1 NOTES- vp r 1)Unbalanced floor live loads have been considered for this design. $ 39 4' 2)Provide mechanical connection(by others)of truss to bearing plate at joints)13. 32 4 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S G 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to • `rfOIVAL � be attached to walls at their outer ends or restrained by other means. • 5)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��`. " .A ID `-, ' 2 �� .87022PE c' yN T. �'Oj,.OREG•N ry0 /1//PV �O :MBER 1\ 4O OLa A. HEp`�P EXPIRES:06/30/2015 October 23,2014 . . . . ®IYARN1hG;Veritydaeign,parametenandREADNOTESONiNISANDi7KIUDED'NIIERREFERENCEPAGEMU•7473lee'i/29/29149EfOREt/SE ■ Design valid to use only with MRekconneclors.This design Is based only upon pararneters shown and Is•lor an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IndMduoi web members only.Additionol temporary bracing to Insure stability during construction is the responsibility of the p erector.Additional permanent bracing of the ovoral structure is the responslbity of the building designer.For general guidance regarding M iTek' fabrication,quolly conlroL storage,delivery.erection and bracing.consult ANSI/1111 Quality Criteria,DSB•89 and RCM Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(5PI lumber Is specified,the design values are these effective 05/01/1013 by ALSC Job Truss Truss Type Qly Ply LENNAR R43081436 PL13.280 MAIN_H F08 Floor 14 1 • Job ReferenceLgAGonah Paolo Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 22 15:31:24 2014 Page 1 ID:6Tk319xiNCM575nf1JJZpky8Nkv-aV zdkbHldCNI8tKyPJ0i5WXTdLLhEAgnxYn8AyQo31 _1 1 2-0-0 1 i 1-8-0 1 1 1-2-8 1 P-6-131 Scale=1:35.7 i 1.5x3 II 1.5x3 I l 3 x 4= 1.5x3 I I 3x4 1.54 I I 3x8= 3x6= 303 FP= 3x4= 1.5x3 I I 3x5= q� 1 2 3 4 5- 5 7 8 9 10 111 12 j °1 a � Ci+ 20 19 18 17 15 14 13 3x4= 3x5= 3x8 FP" 4x8= 3x5= 3x8= 3x8= 1.5x3 Ii Cf 1 10.0.0 10 1-8 19.8.8 r-31 10-0-0 0--8 8-7-0 8.6 Plate Offsets(X,Y)— 16:0-1-8,Edge1,l7:0-2-0,Edael,112:0-1-8,Edgel,115:0-3-8,Edael.116:0-1-12,Edge1,117:O-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) i/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.07 14-15 >999 480 MT20 220/195 - TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.11 14-15 >999 380 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.01 16 n/a n/a - BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:85 lb FT=0%F,0%E • LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 o0 puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=420/0-2-0 (min.0-1-8),12=414/0-6-0 (min.0-1-8),16=1347/0-4-0 (min.0-1-8) Max Gray 20=467(LC 3),12=460(LC 4),16=1347(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. -Ay,0N10.N,{�, . TOP CHORD 2-3=-1582/0,3-4-1582/0,4-5=-219/687,5-6=-218/687,6-7=0/1869,7-8=-1103/276, do P WASfr,. 8-9-1103/276,9-10=-1103/276,10-11=-1296/0,11-12=-1296/0 O O' 'W BOT CHORD 19-20=O/1163,18=19=-237/1235,17-18=,237/1235,16-17=-1828/0,15-16=-803/0, V <S� tc iY 0 14-15=-311507 y� F. O v WEBS 6-16=-727/0,2-20=-121810,2-19=-40/440,4-19=0/518,4-17=-1223/0,6-17=0/1560, . ` N 12-14=0/1337,11-14=-25210,10-15=577/0,7-15=0/1394,7-16=-1315/0 i irf r NOTES- 49639 1)Unbalanced floor live loads have been considered for this design. '\� $. .. 4 - 2)Provide.mechanical connection(by others)of truss to bearing plate at Joint(s)20. ±{�tS7 GR 3)This truss is designed in accordance with the 2012 International Building Code section 23061 and referenced standard ANSI/TPI 1. S \A. 4)Recommend 2x6 strongbecks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3°)nails. Strongbacks to S I�iVALE G •be attached to walls at their outer ends or restrained by other means: 5)Gap between inside of top chord bearing,and first diagonal or vertical web shall not exceed 0.5001n. 4 6)CAUTION,Do not'erect truss backwards: ci‘O)PROF LOAD CASE(S) Standard �\ '�\AP. - FR 619 cc 870 2PE 9r. -7 Ncc\Aj, OREG N (-j o4tii EXPIRES:06/30/2015 ' October 23,2014 4 �A r EN&WARNTMJ.Yerify design parameters.and,READ MESON THIS AND'INa90ED NITER REFERENCE PAGE*T-1413 ens 1/19/1014 BEFORE USE °. Design valid for use only Wlth Mir ek connectors This design Is belied only upon p&amelers iitOtVr'and k for an individual building co"rnponent. �, Applicability of design parameters and proper Incorporation of component B responsibility of building designer-not truss designer.Bracing shown Is for loteral support of IndMdual web members only.Additional temporary bracing to Insure stability during construction is the responsiblily at the erector.Additional permanent bracing of the oVerdi structure Is the responsibility of the building designer.For general guidance regarding i p IB V I iTek, fabrication,quality control,storage,delivery.erection and bracing:consult ANS1/TPi1 Quality-Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Sole Institute.781 N.lee Street,Suite 312,Alexandria.VA 22314. Cams Heights,CA,85610 'if louthern Pine 4SP)lumber is specIOed,the desig n values are those&Medve 06/01/2013 by ALSO i '1 1 se- Lb Truss Truss Type Qty Ply LENNAR . 3-2B0_WON_H F07 Floor 3 1 843081437 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 a Jul 11 2014 MfTek Industries.Inc.Wed Oct 22 15:31:25 2014 Page 1 ID:6Tk3l9xtNCM575nf1JJZpky8Nkv-2hrig4bvWwKEwHRW W7gdFJ3j61 fEQhepObHKgcyOo30 I 1-2.8 1 2-0-0 I 1 043.8 1 Scale=1:17.7 1.5x3 II 3x5= 1.5x3 II 3x4= 1.54 II •1 2 3 4 5 3x8 6 MEM 1 N1 i Ir r ► "ll 9 a3x8= 7 3x8= 1.5x3 I I 3x4 = a-011- 9-8-6 1 10-3-0 1 1- 9 -7-0 0-8-8 Plate Offsets(X.Y)— f6:0-1-8,Edoel,f8:0-2-4.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP -TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.08 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.14 8-9 >818 360 - BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) -0.00 6 n/a n/a - BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:42 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=539/0-6-0 (min.0-1-8),10=542/0-2-0 (min.0-1-8) FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1899/0,3-4=-1899/0,4-5=-1584/0,5-6=1584/0 oloNIO k4, BOT CHORD 9-10=0/955,8-9=0/2050 WEBS 6-8-0/1636,5-8=-251/0,4-8=-488/0,2-9=0/990,2-10=1071/0 GOc'�OV;WAS U,tc q Y _ NOTES- I y� f- - KF; �0� ) 1)Provide mechanical connection(by others)of truss to bearing plate at Joints)10. % N 2)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (. 3)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Z� be attached to walls at their outer ends or restrained by other means. .O /�'' 4)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n, 15_ 4, 49639�r{r� • 5)CAUTION,Do not erect truss backwards. LISTER LOAD CASES) Standard �SSIONAL'�G fa-i <<-co PRoren cc 8 70 22PE • r P y � N N -0 OREG e O<C / 'AEO BER "C\ P OS A• HSCA \--\ EXPIRES:06/30/2015 October 23,2014 . LI WARNING•Vetily design parameters and READ NOTES ON NUS ANDIKLUM Ill?FR:REFERENCE PAGE NII-1413rea-1/19/1OJd&EFOREUSE ! Design voilii for use only with MiTek connectors.This design Is based only upon paiarnalers shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is respons3iity of guiding designer•not truss designer.Bracing shown Is tar lateral support of Individual web members only.Addltionol temporary bracing to insure stability during construction Is the responsbiIty of the M iTe k, erector.Additional permanent bracing al the overall structure Is the responsbltly of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/11'11 Quality Criteria,058.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plato Institute,781 N.Leo Street,Suite 312.Alexandra.VA 22314. Una Heights,CA,95810 II Southern Pine ISPI lumber Is specified.the design values are those effective 06/01/2013 by ALSC LENNAR 13-1/2" OPEN WEB JOIST @ 24" O.C. 2571 MULBERRY AMERICAN PL13-280 UPPER . ... 6!18/2015 • = Products PIotID Length Product Plies Net Qty - BM7 20-00-00 3 1/2"x 12"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM6 20-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM3 21-00-00 5 1/2"x 19 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 36-00-00 2X14 DF#2&BTR 1 1 RM1 19-00-00 2X14 DF#2&BTR 1 1 BM5 17-00-00 2X14 DF#2&BTR 2 2 RM1 13-00-00 2X14 DF#2&BTR 1 2 BK1 12-00-00 2X14 DF#2&BTR 1 1 ' BM9 12-00-00 2X14 DF#2&BTR 2 2 BM2 9-00-00 2X14 DF#2&BTR 1 1 BM1 8-00-00 2X14 DF#2&BTR 1 1 _IBM3! RM1 8-00-00 2X14 DF#2&BTR 1 1 -- -_-- BM10 7-00-00 2X14 DF#2&BTR 1 1 B i, � BM8 5-00-00 2X14 DF#2&BTR, 2 2 lm BM4 4-00-00 2X14 DF#2&BTR 1 1 1 • I !ti„/1:_.;. ::c iL.:i:-:' ° I I ALL BEAM SIZES PER ARCHITECT/ENGINEER T. :1 BIG-BLOCKING � RM1.RIM BOARD U 0 u u u ' ACCESSORIES QTY o WI u. u. u. u. 'u. .Q LUS414 31 m © W212 1 - — 2X14 DF#2&BTR FOR SHEAR BLOCKING 30' 2X6 DF#2&BTR FOR RIBBON 36' Q HU214-2 3 ® it 0-i - C> HUC212-2 1 0i I BM2J ; BK1 -r ;' IIk� - "...=%'-1 I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN is I'I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. ' K1 N—N N 1 0 0 o FLOOR LOAOINQ 1 I a s ''t '7',,..-1 �; •r `I. ,11 t`_-I,. L.,' . ' ry ',.a Apr..',1, _ 15 40 DL i 15 DL 0 0 0 �o, o, o o. o o 2 E 2. u. u. u. u- 2 LL. 2j -_ _„ _ ce FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA! '---.IBM11 ---- ■ I _ I I m m t0 c0 cc I g.. •I: 1- LL U. LL LL LL 1g- JOIST WITH RIBBON r- I s ..BM6.------'--'-- --- -'I III F T-- -- - _- m 1 Ii p -- 1�- �__ - Pacifi umber I2 r- -�= �BMS1,==I. la mm ■ ---I -lit-- _� UM --- & TRUSS \ COMPANY IBM7I START FRAMNG HERE C • , ' • ' . . . 8 L • �e LENNAR 13-1/2"OPEN WEB JOIST @ 24"O.C. 2571 MULBERRY AMERICAN PL13-280 UPPER 6/18/2015 Products PIotID Length Product Plies Net Qty • BM7 20-00-00 3 1/2"x 12"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM6 20-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM3 21-00-00 5 1/2"x 19 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 36-00-00 2X14 DF#2&BTR 1 1 RM1 19-00-00 2X14 DF#2&BTR 1 1 BM5 17-00-00 2X14 DF#2&BTR 2 2 RM1 13-00-00 2X14 DF#2&BTR 1 2 BK1 12-00-00 2X14 DF#2&BTR 1 1 BM9 12-00-00 2X14 DF#2&BTR 2 2 BM2 9-00-00 2X14 DF#2&BTR 1 1 - BM1 8-00-00 2X14 DF#2&BTR 1 1 RM1 8-00-00 2X14 DF#2&BTR 1 1 IBM3l • BM10 7-00-00 2X14 DF#2&BTR 1 1 �'—T--T--�-- --T—41 0 BM8 5-00-00 2X14 DF#2&BTR 2 2 aI III c B BM4 4-00-00 2X14 DF#2&BTR 1 1 CI 21 I'I al 11 GI Ii I ALL BEAM SIZES PER ARCHITECT/ENGINEER I G BailiMMUM 11 E BK1.BLOCKING N RMI RIM BOARD G ACCESSORIES QTY N I 0 LUS414 31 0 0 0 0 0 ■I © LU212 1 LL LL LL LL LL ■ I 2X14 DF#2&BTR FOR SHEAR BLOCKING 3D' li m - j- 2X6 DF#2&BTR FOR RIBBON 36' '� I Q HU214-2 3 @D HUC212-2 I 1 0 ,, I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN ..h ,_ _ lBM2l --_ �...,.<�• I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I �E. i ••: ac, ■ 40 LL o �,:• ISDL - --° u .ss t=cam"' L�.s.- """' <r. k1t„s`•3 S:1 E' 'FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIAI +i. ea"- Id•`-.�.'li !C_.n-C.i:n... 2 co o co co cn co o o 0 =. LL LL LL LL co LL LL LL LL -IBM1I - i���`; .I LL LL LL LL LL g. JOIST WITH RIBBON E ix -� - - BM6_--°--•c--- ce D r I l�l. `l�L (LL LL LL Pacrb \ umber m�i _ : .=-c_-.c__d & TRUSS i\ COMPANY —ai� IBM9I _'--fir --}- -'I F-. ' •' RIBBON' IBM7I START FRAIAING HERE t' mime MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-280_UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R44739269 thru R44739274 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P R,OFfiss GINS / . CC.� : a 2PE r' N -0j,.OREGON ti5) <N `S A. Hers EXPIRES:06/30/2015 June 18,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • • I _® r — MT :® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-280_UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R44739269 thru R44739274 My license renewal date for the state of Washington is January 2,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. - . -,yrvONIO j4 O5 Of WASH klv c4, In 49639�FCtsTER„0 June 18,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply LENNAR R44739269 PLI3-280 UPPER F01 FLOOR 1 1 Job Reference(optional) ' Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MRek Industries,Inc.Thu Jun 18 09:31:43 2015 Page 1 - ID:OiIhLKKEepNIFZ17gzmhOMy8PJ6-VDVbdEIMGHZBRcOsrwFCUOcq)UhmWSDI6YJ4TYz53KE 0-1'8 _ H I 2-6.0 I 1 1-10.4 1 1 1-1.8 II 1-2-0 11;0-11-0 I Scalp=1,32.5 1.5x3 II 1.5x3= 3x4= 1.5x3 II 3x4= 1.5x3 11 3x8= 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 a io IT gir '16 15 ,� 13 12 11 3x6= 34= 3x10= 3x8= 1.5x3 II 3x4= 3x4= I I 12-7-12 I 18-8-4 I 1?-7.12 8.0.8 Plate Offsets(X.Y)-- (8:0-3-0.Edael.I7:0-1-8.Edeel,(12:0-1-8.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 15-16 >999 480 MT20 220/195 - TCDL 10.0 Lumber Increase 1,00 BC 0.30 Vert(TL) -0.14 16-17 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 11 n/a n/a - BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(ftat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=611/0-5-8 (min.0-1-8),14=1203/0-4-0 (min.0-1-8),11=214/Mechanical Max Uplift11=38(LC 3) Max Grav17=615(LC 8),14=1203(LC 1),11=313(LC 4) • -�yTONIO FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 5 WAS TOP CHORD 2-3e-1808/0,3-4=-1808/0,4-5=X621/0,5.6=-621/0,6-7=0/818,7-8=-340/415, Q OF .k. 4 8-9=-340/415 v �f r ly �') BOT CHORD 16-17=0/1293,15-16=0/1547,14-15=-818/0,13-14=-415/340,12-13=-415/340, AT j xv O� d 11-12=200/462 N WEBS 6-14=-761/0,2-17=-1377!0,2-16=0/554,4-16=0/307,4-15=-1026/0,6-15=0/1486, '; 7-14=-855/0,9-11=-518/215,9-12=-428/0 `� rb 1�T !,� NOTES- • 5 4:49639- 47 ()Unbalanced Boer live loads have been considered for this design. �� GISTER 2)Refer to girder(s)for truss to truss connections. `rSjp ,<�O 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. IYAL.. { 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��„.fl P R.OF4'n LOAD CASE(S) Standard .CJ N(y(NE. `/0 . 9 2 4� :87022PE r ■ y4 .DREG-N rt° 1/.1 ”O BER '\'` p."-' A. HERS - ' _ EXPIRES:0.6/30/2015 June 18,20t5 • ®WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 ray.07110/2015 BEFORE USE. Design valid for use only 54th Natick connectors.This design Is based only upon parameters shown.and Is for an indvtduol building component. E• Applicability of design parameters and proper incorporation of coinponenl Is respansibLty of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the I�AiTek� erector.,Additional permanent bracing of the overall structure B the responsibility of the building designer:Far general guidance regarding fabrication,quality control,slorage,delvery.erection and bracing,consult :ANSI/T1.11 Quality Crlleda,DS8-89 and BCSI Building Composed, 7777 Greenback Lana Safety Informulion available from Tnrss Plate Institute.781 N:lea Street.Suite 312,Alexondria,VA 22314.• Suite 109 i 'citrus Herght.k CA 95810 r, ,.A Job Truss Truss Type Qty Ply LENNAR R44739270 PLi3.280 UPPER F02 FLOOR 3 1 Job Reference(optional) Padre Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Jun 18 09:31:47 2015 Page 1 - ID:OiIhLKKEepN1FZ17gzmhOMy8PJ8-N_k6SbwsKV4YvDJd4mK8eEmag53HSpbF1AHI8Jz53KA 1.2-0 I I 1.20 I I 0-10-17 I 2-8 0 I Scale:1"=1' 3x4= 11.583 I I 2 31.5x3 II 4 3x4= 51.5x3 II eil I. ti 7— • -... . Ie 1.5x3 I I 3x4= 0 0 7 8 384= 3x4= i 6-2-12 I 6.7-12 Plate Offsets(X.YI– f2:0-1-8.Edaej.17:0-1-8.Edae) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP -TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.08 6-7 >999 380 - BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 6 n/a n/a - BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F.0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&13tr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=336/Mechanical,6=336/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=436/0,3-4=-436/0 -a'tON .11p 70 � BOT CHORD 8-9=0/436,7-8=0/436,6-7=0/542 P ,p WEBS 2-9=-551/0,4-6=-582/0 OS Of;W�fj� W NOTES- CJ��ti 5 0; . 1)Unbalanced floor live loads have been considered for this design. -- 2)Refer to girder(s)for truss to truss connections. I ,, 3)This truss Is designed In accordance with the 2012 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. by 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,.d / �- be attached to walls at their outer ends or restrained by other means. ,t.‘ 4 49639 t/ `.o Fcrs re�`L° LOAD CASE(S) Standard �`sS10IVAL `O‘ ,c0 PR.OFFS ' sI N E . cos / ,44 c..N %�' ;870 2PE /ter • yN rN SAT.OREGON ti�O4N 9O c�MBER 11 OS A. HE1\ NA EXPIRES:06/30/2015 June 18,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AUI•7473 rev.02/1612010 BEFORE USE. ■■■ Design valid for use only with Mick connectors.This design is based only upon parameters shown.and Is for an IndMduol building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of indMdual web members only.Additional temporary bracing to Insure stabmly during construction Is the responsibdtlty of the erector.Additional permanent bracing of the overal structure is the responsibility of the budding designer.For general guidance regarding MiTek• fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/t111 Quality Criteria,088.89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 ._Cilrua Hnl5Mv„CA_BS610 r. •Job Truss Truss Type ttly Ply -LENNAR R44739271 PL13-280 UPPER F03 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.630 s Jul 11 2014 MTek Industries,Inc.Thu Jun 18 09:31:48 2015 Page 1 ID:OIIhLKKEepN1FZ17gzmhOMyBPJ6-sAlUgxxU5pCOXNugeTrNBRJiRVJ4B8tOFg1rh1z53K9 1 2-6-0 I 10-6-A 11 1-'-n 11 1-1-4 1 1 2.041 I 2.0-0 ?-I1.8 - Scale=1:26.9 304= 1.5x3 II 1.5x3 I I 306= 1.503 II 1.503 II 3x4= 1.5x3 It 3x5= 1.5x3= 1 2 3 4 5 6 7 5 9 ? PHIIIPIIIIIIIIIPPP"- l111 116 III 16 1_:. ii III% ►I ow ��■ VA n e • 15 14 13 12 11 ►r, 3x4= 3x8= 3x4= 1.503 II 3x8= 3x8= 15.6-4 1 15.8-4 Plate Offsets(X.Y1— (6:0-1-8.E-gel.[13:0-1-8.E-gel I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.20 13-14 >929 480 MT20 220/195 - TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.31 13-14 >595 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD RIgid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=837/0-5-8(min.0-1-8),15=843/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2938/0,3-4=-2938/0,4-5=3112/0,5-6=3112/0,6-7=-2577/0,7-8=-2577/0 .-t ONTO BOT CHORD 14-15=0/1839,13-14=0/3242,12-13=0/3112,11-12=0/3112,10-11=0/1566 S WA$ WEBS 5-13=128/303,2-15=-1974/0,2-14=0/1180,4-14=-432/0,4-13=-450/193,8-10=-1725/0,8-11=0/1123,6-11=-776/0 O 0.1 -144 NOTES- h� A., O 1)Unbalanced floor live loads have been considered for this design. co *4 N VI 2)Refer to girder(s)for truss to truss connections. l 3)This truss Is designed In accordance with the 2012 International Building Code section 2308.1 and referenced standard ANSIITPI 1. -i.iT 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to ,�• !ti TT attached to walls at their outer ends or restrained by other means. 49639 4y 5)CAUTION,Do not erect truss backwards. °'{�D�P�cjST . - LOAD CASE(S) Standard SSIQN�Lti�G ��Ep P R.oFFS . �<. 0,,GI Ne .,9 Rio 2 4 :8 • 2PE .. r. N .: / N y . .OREGO r13 Ql/ 'P 0' AMBER �1 Ou ' HE-T‘ �P EXPIRES:06130/2015 June 18,20t5 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.02/16/2015 BEFORE USE. • Design valid for use only with Weis connectors.This design Is based only upon parameters shown,and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p p is for lateral support of Individual web members only.Additional temporary bracing to insure stab5ly during construction is the responsibility of the iTe k, erector.Additional permanent bracing of the overall strucluro Is the responsibility of the building designer.For general guidance regarding iVi fabrication,quality control.storage.delivery,erection and bracing,consul! ANSI/W711 Quality Cdleda,DS8-89 and BCSI Building Component 7777'Greenback Lane Safety Information available from Truss Plate Institute,781 N.Leo Street.Suite 312,Alexandria,VA 22314. Suite 109 I Cant,H"ightnf:A 4541n I i rid Job Truss Truss Type Qty Ply LENNAR R44739272 PL13-280_UPPER F04 FLOOR 5 1 Job Reference(optional) Pedtc Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Jun 18 09:31:49 2015 Page 1 ID:OilhLKKEepN t FZ17gzmhOMy8PJ6-KNsstHy6s7KF9XTOCAMcjfruXvoLwkUYUUmPDCz53K8 I 2-5-12 1 • 1 3x4= 2 1.6n3 iI Scale=1:8.5 L ,. ,_ m i ,, ,,, ....... - 4 3 1.50 II 3x4= I 2-8-12 2.8-12 LOADING(par) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.00 4 "" 480 MT20 220/195 -TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Ina* YES WB 0.00 Horz(TL) -0.00 3 n/a n/a -BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:13 lb FT=0%F,0%E - LUMBER- BRACING- -TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc puriins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=143/Mechanical,3=143/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 'jONIO / 1)Refer to gIrder(s)for truss to truss connections. r7 WAS 2)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. p ovi fir. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to G ., be attached to walls at their outer ends or restrained by other means. /Q- O 'd y N LOAD CASE(S) Standard I jej • rOP .,�„;49639� w'� �' CISTER � SSIQNALEA4G • 'L ct 870 2P •r N - �'ois.OREG N rye 4/ �o. ��?B'ER �1 �O OS A- H�P�P EXPIRES:06/30/2015 June 18,2015 ®WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mir-7473 rev.02/10/201S BEFORE USE. Design valid for use only with MITek connectors.this design Is based only upon parameters shown.and Is for on individual building component. 1 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stabiIly during construction Is the responsibltlty of the iTek• erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/IPI 1 Quality Crilede,058.89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 r'ulme Neigh,\CA scene 1 S Job Truss Truss Type -Oly -Ply LENNAR R44739273 PL13-280_UPPER F05 FLOOR 5 I Jab Reference(Op110na1) • Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.5308Ju1112014 Wets Industries.Inc.Thu Jun 1809:31:502015 Pagel ID:OiIhLKKEepN1 FZ17gimhOMy8PJ6-oZOF5dylcQS6mh2ClutrGsO_?JvgfOkhJ84Vylez53K7 I 2.8-0 I 111-9-1711 1-2-n 1 1 1-7_R 1 Scale=1:29.4 1.5x3 I I 3x8= 1.5x3 I I 3x4 = 1.5x3 I I 4x4= 1.5x3 I I 3x8= 1.5x3"I I 1 2 3 4 5 8 7 8 9 emir el weAl ig _Pill■O I. III Ilk 1 1)1 14 13 12 11 10 3x5= 358= 4x6= 1.503 II 3x5= 3x5= 12-5-12 I 11-3-12 10-10-14 171714 16.10.4 I 11-3-12 0-7-0 0-7-0 4.3-0 0-1-0 Plate Offsets(X.Y1-- 16:0-1-8.Edael.111:0-1-8.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (toe) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.28 13 >712 480 MT20 220/195 ' TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.45 13-14 >444 360 BOLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.07 10 n/a n/a_ BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:75 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, except BOT CHORD 2x4 DF No.1&Blr(flat) end verticals. WEBS 2x4 DF Stud/Std(Dat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 15=920/0-1-12 (min.0-1-8),10=920/Mechanical FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when,shown. TOP CHORD 2-3=3328/0,3-4=-3326/0,4 5=-3720/0,5-6=-3720/0,6-7=-3110/0,7-8=-3110/0 . ONIO '�" BOT CHORD 14-15=0/2033,13-14=0/3848,12-13=0/3110,11-12=0/3110,10-11=0/2042 y 1Q, WEBS 6-12=-365/0,7-11=-424/0.2-15=2182/0,2-14=0/1388,4-14=-560/0,4-13=-251/179,5-13=-421/0,6-13=0/1007, �S of:WASH., W 8-10=-2192/0,8-11=0/1271 V c ' 'C t .. NOTES- t\T 1)Unbalanced floor live loads have been considered for this design. .'.�"1 2)Refer to,girder(s)for truss to truss connections. i � ' 3)Provide mechanical connection(by others)of truss 10 bearing plate at joint(s)15. ,. 1�5 •49639 `� 4)This miss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. • ?'� .Q�. � `'rSr 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to a4�,, OIST2- G be attached to walls at their outer ends or restrained by other means. S 11 IDIYL_�I-E LOAD CASE(S) Standard `°�.. P R,oFF`Ss �5 0A.0.1 N FFR /0 k, 29 8 •,• 2PE "- r• -y �-0),.OREGO ti� 4/ 'AO, AMBER 1\ O OS A HE��P EXPIRES:06/30/2015 June 18,20t5 I V ,f WARNING-Verdi,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.02/1612016 BEFORE USE. • Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and Is for an individual building component. Mil, AppBcablity of design parameters and proper Incorporation of component is responsibility of balding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during"consiruclion k the responsiblily of tho Mire k' erector.Additional permanent bracing of the overall structure Is the responsibilly of the building desIgner.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute,781 N.lee Street,Suite 312.Alexandria:VA 22314. - State 109 OlttusghLs.CA aa810 , .,4 Job Truss Truss Type Qty Ply LENNAR R44739274 • PL13-280_UPPER F06 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MRek Industries.Inc.Thu Jun 18 09:31:51 2015 Page 1 - l0:OiIhLKKEepN 1 FZ17gzm hOMy8PJ8-GI_dtzzN NhazOrdPJbP4p4xCkiOdOTCrxoF V H4z53K6 0-1-8 H I 2.0-0 I 1 1-1n-4 1 1 1-1-8 1 1 1-2.0 1 10-10.8 1 Scale=1:32.4 1.553 I I 1.553= 3x4= 1,553 II 3x4= 1.5x3 II 3x8= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 55 e 7 8 9 10 1 ,i,18 liwippp.- wpips.-0000000.000000....iiiiiim Me I-----Allt 1 ..-i' i..2 1 l IM 18 15 �, 13 12 3x6= 3x8= 3x10= 358= 1.553 I I 3x4= 3x4= I 12-7-12 I 18-7-12 1 12-7-12 8-0-0 Plate Offsets(X,Y)— (6:0-3-0.Edgej.17:0-1-8.Edge).112:0-1-8.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (toc) Udefl L/d PLATES GRIP -TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber increase 1.00 BC 0.30 Vert(TL) -0.14 16-17 >999 360 - BCLL 0.0 Rep Stress Intl YES WB 0.75 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc paths, except BOT CHORD 2x4 OF No.1&Btr(fiat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=611/0-5-8 (min.0-1-8),14=1203/0-4-0 (min.0-1-8),11=210/0-2-0 (min.0-1-8) Max Upiif11=-40(LC 3) Max Gray 17=615(LC 8),14=1203(LC 1),11=310(LC 4) 01ONIO kF FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. +Q�� TOP CHORD 2-3=-1807/0,3-4=-1807/0,4-5=-61810,5-6=-818/0,6-7=0/818,7-8=-333/416, �� pF•WASTh. "- 8-9=333/416 qG .S4' R C>, , BOT CHORD 16-17=0/1292,15-16=0/1546,14-15=-81810,13-14=416/333,12-13=-416/333, el+ F �i;r;; O� A 11-12=-204/475 �c N WEBS 6-14=-76210,2-17=1376/0,2-16=0/553,4-16=0/307,4-15=-1028/0,6-15=0/1486, . ,I ; 7-14=-851/0,9-11=-510/219,9-12=-43310 of NOTES- k X49639 r ,k/� - 1)Unbalanced floor live loads have been considered for this design. `u FCISTE? 2)Provide mechanical connection(by others)of truss to bearing plate at joini(s)11. v'SS�OIVk1L G 3)Thls truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ,(�1ip P R.OF4-,, • LOAD CASE(S) Standard mac.. �NG(NEFR /c2 e :870 2PE - r y N /V -7 'o>„ ^OREGON rp /.// 'A0, AMBER 11 OS A-, HS EXPIRES:06/30/2015 - June 18,2015 -,. ®WARNING-Wally design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M9.7473 rev.02/16/2015 BEFORE USE- Design valid for use only with Mlrek connectors.The design is ■based only upon parameters shown,and Is for an Individual building component. 1 Applicability of design parameters and proper lrscorporalion of component Is resporaibllly of bulding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporory bracing to Insure stability during construction Is the responsibility of the iViiTek� erector.Additional permanent bracing of the overall structure Is the responsibay of the bulding designer.For general guidance regarding tabsicatlon.quality control storage.delivery.erection and bracing.consult ANSI/11'11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inlormallon available from Tans Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 r.lrnia Hnr5hrs,r.A 95n1n Symbols Numbering System A General Safety Notes PLATE LOCATION AND'•ORIENTATION 3/4 Center plate on"joint unless x,y _6-4 I 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions ore in ft-in-sixteenths.. 1141146. Apply plates to both Sides of truss. 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or-X-bracing,is atways required. See BCSI. 0 7��4 r 2. Truss bracing must be designed by an engineer.For Ab . wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O .. b racing should be considered. • ■—� = ' 3. Never exceed the design loading shown and never Ustack materials on inadequately braced.trusses. For 4 x 2 orientation,locate Or c'B c-7 cs s 4 designer,r erection isupervisor,property owner and plates 0-'t 'from outside BOTTOM CHORDS all other interested parties. 'edge of truss. 8 7 '6 5 .5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This'symbol indicates'the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots.and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless'otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352;ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,'ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size;and in all respects,equal to'or.better than that �f Indicated by'symbol shown and/or specified. by text jn`fhe bracing section of the 13.Top chords must be sheathed or purrins provided at Output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing. BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings, 16.Do not cut or after truss member:or plate'wlthout prior (supports)occur. Icons vary but m 2012 MTek®All Rights Reserved approval of an engineer. 41.11.111110 reaction section indicates joint number where'bearings'occur. 17.Install and load vertically unless indicated otherwise. Min'size shown is'for crushing only. MOIL ►=! @ 18.Use of green or.treated lumber may pose unacceptable' —� environmental,health or performance risks.Consult with .Industry Standards: - project engineer before use. ANSI/TPI1: National Design Specification for Metal — 19.Review all portions of this design(front,back words Plate.Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design-Standard for.Bracing.. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, I it T� ANSI/TPI 1 Quality Criteria: Installing&Bracing of Metal Plate `�' Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015