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Specifications (79) 01‘b' W1 0O(67 EPWU ENGINEERING INC. RECEIVED Email: pwuenqineerinq@comcast.net MAR 1 6 2016 Ph: (503) 810-8309 CITY OF TIGARD Structural Calculations: BUILDING DIVISION Job # LEN15431 Date: 12/14/15 Project: Ashland A Master Reuse Garage Left Lot 24, Oak Crest, Tigard, OR Lennar Homes .o,� GINEF `-Vp ,� ti 19421 PEAfi 411, • g EGON A22 \oscck /CIPS 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. --K4PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Ashland 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 nirn,>=Rs Direction lid End Zones010" ' 2a WP:#°#P J,ZIRS Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a= .10*30' =3.0' or for h=28' a=.4(h)=.4(28')= 11.2' a=3.0' controls a must be larger than .04(30')= 1.2' and 3' Therefore: 2a=6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 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= [SDs/(R x 1.4)] W V= .0835 W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf , Wind per ASCE 7 PWU ENGINEERING INC, Project Ashland A Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L (ft) hAVG(ft) 105mph B 26.6 1.00 30.0 28.0 6:12 MAS \ a= 3.0 ft Direction ik End zones A 21.3psf ora= 11.2ft - mot. 41 B 6.8 psf Check 10psf min and a > 1.2 ft a �Rs Direction C 15.8 psf load across all and a > 3.0 ft 2a'C- End Zones D 6.0 psf zones. Moteng.End zone may occur at any corner at the 2a 6.0 ft buildi WR L(ft) 6.0 18.0 6.0 hA(ft) 4.0 4.0 hB(ft) 12.0 12.0 hc(ft) 4.0 hp(ft) 12.0 W(plf) 0.0 166.3 135.0 166.3 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 147.5 plf 10psf min load: 160.0 plf 100.0 Governing value: 160.0 plf W2 L(ft) 6.0 18.0 6.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hp(ft) W(plf) 0.0 212.6. 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVG 180.1 plf 200.0 - 10psf min load: 100.0 plf 100.0 Governing value: 180.1 plf 0.0 -____ -_�_ T W1 L (ft) hA(ft) hB (ft) hc (ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/O! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0.09,12/01/14 o . 111111111UI111I1;m11!!;■IIIIIuintim111111I11111,1111U11t111111III111111/111111C11111C1111111 11111!11111!11111111.111111111111IIIItili1111111111111111111111111111111111111y11!11111i!iiuii itll IIIIIIiln1I1!11111II11 IIII1111111111111111111111111111111111111111111111111111I1!1111t!1111111?111 111111!11111!1111111\I11111111II11111111111111111111111111111I111111111111!I111113111t:111111:8 1!1111111:11111:11111111\III11111111w 1111l11111tn1111111111111111111111111111 11111i111111;111111i 111311111@11111;1111111111111111111111111111111/;1111131111111111111!111111I1M1t:11111i1111C111it 1111;11;1■Iliillili1ii 1111111111111111111111111111'1111►,In1111111111111111111111II11:11111:11 113111 11111i1Ii1►a111111s 11111111111111111 Itill11111111111111111 II!L011 IIIIIIIIAIIIKIIMI1II1;1/11111111111■11111111111tIHIIID1111ui1111111IIIPGSlulltil,ii.tlgtllti! 0 IM1111111M111M11111111111111111111111.1111111I111111ii.1::11p'' "11G;4i;01p1111111;a1111C!.,i III3111111""/11IIIJI1111111111111I11111I1111111111t11!!il." 1 �i5:!1/1►111�ICIeiiltli!11 1111\1I11111au111111;111111111111111111t111111I11IV'" •1/111 ?!.:i1►1111!P`111111!; 46 111111\1111111:1111111 i11p1111111M111111111i�" �. 11S!/!. f:111G• 11111111f;111111hmt111111wa111111111111r"' - muu li�liil► •.:u�1111✓i/ o 1E111111111111111!IIIII aminivimpI/I•' flr ( k`....! 1�1 _ my III'\11111E111111M11111111111i/�'' `.411i1,11 - — hill i111163111iiiilliiillii -I ---�- ��►��� 1 �� I I ��GIi�1�11 NI,`r O o •III( 'j-=r I I 'L.- :- R o Iii SII 111 _ ���II�� _ 111111 III 11111 o 4. 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Angle A W(ft) hAVG(ft) 1147#1,-.40111 ,...- 105mph B 26.6 1.00 30.0 28.0 6:12 wFR----, \ c a= 3.0 ft Dired,�on End Zones �a�.- A 21.3 psf ora= 11.2ft B 6.8 psf Check 10psf min and a> 1.2 ft 1‘ ! 1RS fi Direction C 15.8 psf load across all and a > 3.0 ft 2a D 6.0 psf zones. End Conan 2a 6.0 ft Note:End zone may occur at any corner of the building. WR L(ft) 6.0 36.0 6.0 hA(ft) 4.0 10.0 he(ft) 6.0 he(ft) 10.0 h0(ft) W(plf) 0.0 125.7 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 WR AVG 161.1 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value: 161.1 plf 0.0 W2 L(ft) 6.0 36.0 6.0 hA(ft) 10.0 10.0 he(ft) he(ft) 10.0 he(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 171.9 plf 200.0 - 1 10psf min load: 100.0 plf 100.0 Governing value: 171.9 plf 0 0 W1 L(ft) hA(ft) he(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0.09,12/01/14 I u/ n © O v il&114 151. I11 110111111111 ow- ttl ciip11il1toxin ji,' I"rt Ib�!.ac. o oil 11.10 1'� :.Ir,,� 0 11 �IIIP/ "'�' as O Imire _ �_ `r likallk � S 116 i •II111.1rirlllluI; iiik a / � 1 ,, 4 0, 1ili _ , .411.11 11101111Mh. 4. - ©I 11. -i \'-dam / Milk e v RlGNT SIDE ELEVATION (STONE COLUMN) V4"• 0 ■11I111111b:71II111IIIIIIIIl11111Ii1lu11iIIIII111IIieIl1Il1II1111IlIIiiIIIIuttuiuII1111Iti{1III1 Ifiin11111111111111)IIII11111[1111111lliiil■111111IIIIII11111l111111111I1111111111111!l1111i111111 It11il1I1I1111111111111111111)1101I1111111111l111111111111111111111111111/11t{111I111111Ii1111i111 1111111 It111I11111l 1111111111)111111111/111111111111I11I1111111111111111111111111111111111111111111 UIIIIIIIIi11111111u111111IIII11111111111111111111111/1111[111111/11111111111111I1111111I111111[111 11111111111111111111111111111110111111111111i1111111111111I11111111I!1{1111111111l11111I11111l111111 111111I11111111I111DII1I11111111111111111111111111111111111111111111111111/111{1111IIIII1111/111111 I110l11111111111111111111111111111111111111111111111111111111111111111.IIt1I11111111{I11II{11U111 IIHIIl11111111111111111)111111111111111111I1111111111111I1111111IIIIIII.IH01I111111II1111I1H111 1111111111IIlill111111l11II111111111111II1t011111III1111111111111I1111110I11111111111111111/11101 IIIIIIIIIIIHIIi1H1111H111IH1111it111I11111n1011H1111Hn11Hi111H01m0in1[IlIH01111[ 111/1111111l11111ii11111111111111011111111111111111I1111i11111[I111111111111111111111111l11111111f 1111[111110111111111i1111111I11t111111111L1Mi11111111ti11111111111II111t1111111111111111111111 1111111111111111111111III11111111111111111111111111111111111111111/11111II1111111111111111111IIIIII 11/1II1II111111IIII[IIIIIIII11H111I111111I1[I1111/I■I11111111111111111I1111111111I111111111i1Ii11/ 111011111II1111I1111/1I111111111IIi1111IIIi111/1111111111III1111)1111111I11111IIIII111111II11111III © 3a } I I REAR ELEVATION (STONE COLUMN) V4•.P-0 n/ n � O -no anommo nom 41 IENA 111111111111011111 .-1 ---<111 1,11VN 11111 a, , , , i0 0 i _moi _ — — — — — — — — — ,� eyi c LEFT SIDE ELEVATION (STONE COLUMN) �.•• Seismic & Governing Values 'PWU ENGINEERING INC. Project Ashland A Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC V= CS*W Design Cs = (Sps)/(1.4R/le) Category R SOS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 15psf Floor Dead Load: 15psf V=1 0.0835*W I Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (15+5+3) * 48.0 ft 30.0 ft 33.12 k 8.00 ft W2= (15+5+3+4) * 48.0 ft 30.0 ft 38.88 k 9.00 ft W1 = (15+5+3+4) * 0.00 k Total W: 72.00 k Total V: 6.01 k Vertical Distribution of Seismic Forces Fx=C„*V Cvx= (WXhx)/(/Wihik) Wx hxk Wx*hxk Wx*hxk zWihik cvx WR*hRk= 33.12 k 17.00 563.0 C„R= 563.0 913.0 0.617 W2*h2k= 38.88 k 9.00 349.9 Cv2= 349.9 913.0 0.383 = 0.00 k 0.00 0.0 Cv1 = 0.0 913.0 0.000 EWihik= 913.0 Check Seismic Front to Back vs Wind Seismic Wind FR= 123.6 plf+ 0.0 plf= 123.6 plf < 160.0 plf Wind Governs F2= 76.8 plf+ 123.6 plf= 200.4 plf < 340.1 plf Wind Governs F1 = #DIV/0! 200.4 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 77.3 plf+ 0.0 plf= 77.3 plf < 161.1 plf Wind Governs F2= 48.0 plf+ 77.3 plf= 125.3 plf < 333.0 plf Wind Governs Fi = #DIV/0! 125.3 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.09,12/01/14 Line Loads = 4•PWU ENGINEERING INC. Project Ashland A High Roof Diaphragm -Upper Floor Walls Line A P = 2.40 k LTOTAL = 33.0 ft v = 2.40 k / 33.0 ft = 73 plf Type A Wall h = 8.0 ft LWORST = 11.0 ft MOT = 73 plf 8.0 ft * 11.0 ft = 6.40 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (11.0ft)2 / 2 * 0.6 = 4.57 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 4.57 kft = 4.57 kft T = (6.40kft - 4.57kft) / 11.0 ft = 0.17 k + 0.00 k = 0.17 k No hd req'd Line B P = 2.40 k LTOTAL = 42.5 ft v = 2.40 k / 42.5 ft = 56 plf Type A Wall h = 8.0 ft LWORST = 15.0 ft MOT = 56 plf * 8.0 ft * 15.0 ft = 6.78 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (15.0ft)2 / 2 * 0.6 = 8.51 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 8.51 kft = 8.51 kft T = (6.78kft - 8.51 kft) / 15.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 2.01 k LTOTAL = 15.0 ft v = 2.01 k / 15.0 ft = 134 plf Type A Wall h = 8.0 ft LWORST = 15.0 ft MOT = 134 plf * 8.0 ft * 15.0 ft = 16.11 kft MR = (15 psf * 10.0 ft + 12 psf * 8.0 ft) * (15.0ft)2 / 2 * 0.6 = 16.61 kft + (0 lb * 0.0 ft) + (500 lb * 12.0 ft) = 6.00 kft + 16.61 kft = 22.61 kft T = (16.11 kft - 22.61 kft) / 15.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 2 P = 3.87 k LTOTAL = 23.0 ft v = 3.87 k / 23.0 ft = 168 plf Type A Wall h = 8.0 ft LwoRST = 6.0 ft MOT = 168 plf * 8.0 ft * 6.0 ft = 8.07 kft MR = (15 psf * 20.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 4.28 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 4.28 kft = 4.28 kft T = (8.07kft - 4.28kft) / 6.0 ft = 0.63 k + 0.00 k = 0.63 k No hd req'd Line 3 P = 1.98 k LTOTAL = 20.0 ft v = 1.98 k / 20.0 ft = 99 plf Type A Wall h = 8.0 ft LwoRST = 2.8 ft MOT = 99 plf * 8.0 ft * 2.8 ft = 2.17 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) + (0lb * 0.0 ft) = 0.00 kft + 0.29 kft = 0.29 kft T = (2.17kft - 0.29kft) / 2.8 ft = 0.69 k + 0.00 k = 0.69 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 5.10 k LTOTAL = 40.8 ft v = 5.10 k / 40.8 ft = 125 plf Type A Wall h = 9.0 ft LwoRST = 9.3 ft MOT = 125 plf * 9.0 ft * 9.3 ft = 10.42 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (9.3ft)2 / 2 * 0.6 = 3.54 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 3.54 kft = 3.54 kft T = (10.42kft - 3.54kft) / 9.3 ft = 0.74 k + 0.00 k = 0.74 k No hd req'd Line B P = 5.10 k LTOTAL = 44.0 ft v = 5.10 k / 44.0 ft = 116 plf Type A Wall h = 9.0 ft LwoRST = 19.5 ft MOT = 116 plf * 9.0 ft * 19.5 ft = 20.35 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (19.5ft)2 / 2 * 0.6 = 15.74 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 15.74 kft = 15.74 kft T = (20.35kft - 15.74kft) / 19.5 ft = 0.24 k + 0.00 k = 0.24 k No hd req'd Line 1 P = 4.33 k LTOTAL = 11.0 ft v = 4.33 k / 11.0 ft = 394 plf Type B Wall h = 9.0 ft LwoRST = 5.0 ft MOT = 394 plf * 9.0 ft * 5.0 ft = 17.73 kft MR = (15 psf * 9.0 ft + 12 psf * 9.0 ft) * (5.0ft)2 / 2 * 0.6 = 1.82 kft + (0 lb * 0.0 ft) + (500lb * 5.0 ft) = 2.50 kft + 1.82 kft = 4.32 kft T = (17.73kft - 4.32kft) / 5.0 ft = 2.68 k + 0.00 k = 2.68 k Use type 1 hd Line 2 P = 7.99 k LTOTAL = 18.5 ft v = 7.99 k / 18.5 ft = 432 plf Type B Wall h = 9.0 ft LwoRST = 18.5 ft MOT = 432 plf * 9.0 ft * 18.5 ft = 71.93 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (18.5ft)2 / 2 * 0.6 = 26.49 kft + (0 lb * 0.0 ft) + (500 lb * 18.5 ft) = 9.25 kft + 26.49 kft = 35.74 kft T = (71.93kft - 35.74kft) / 18.5 ft = 1.96 k + 0.00 k = 1.96 k Use type 1 hd Line 3 P = 3.78 k LTOTAL = 7.0 ft v = 3.78 k / 7.0 ft = 540 plf Type B Wall h = 5.7 ft LwoRST = 1.6 ft MOT = 540 plf * 5.7 ft * 1.6 ft = 4.99 kft MR = (15 psf * 2.0 ft + 12 psf * 5.7 ft) * (1.61)2 / 2 * 0.6 = 0.08 kft + (0lb * 0.0 ft) + (500 lb * 1.6 ft) = 0.81 kft + 0.08 kft = 0.89 kft T = (4.99kft - 0.89kft) / 1.6 ft = 2.53 k + 0.00 k = 2.53 k Use type 12 hd at garage See FTAO Calc, use type C wall on FTAO wall Use type 1 hd at FTAO wal Force Transfer Around Opening (FTAO) -*PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L1 = 1.88ft Lo= 2.0 ft L2 = 1.88ft V= 2.03 k vA= 202 plf vp= 634 plf vF= 202 plf hu = 1.0 ft 4- F1 = 0.63k F2= 0.63 k vB= 540 plf vo = 540 plf h0= 4.0 ft F1 = 0.63 k F2= 0.63 k hL= 4.0 ft vc= 202 plf vE= 634 plf vH = 202 plf 1' H = 3.17k H = 3.17k H= (2.03k *9.0ft) /5.8ft = 3.17 k H:W Ratios 4.Oft : 1.9 ft =2.1 : 1 vh = 2.03 k/ 3.8 ft= 540 plf 4.0 ft : 1.9 ft = 2.1 : 1 v„= 3.17 k/ 5.0 ft= 634 plf Use: Type C Wall F= 634p1f* 2.00 ft= 1.27k F1 = ( 1.27k* 1.9ft)/ 3.8ft= 0.63k F2= ( 1.27 k* 1.9 ft)/ 3.8 ft= 0.63 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5ft+ 12psf* 9.Oft) * (5.8 ft)^2 * 0.6/2] + ( 3.8 ft *5001b) = 3.69 kft T= 3.17 kft- ( 3.69 kft /5.8 ft) =2.53 k +0.00k= 2.53 kl Use: Type 1 HD CO 4.e o __ _ edrike e A 0 LIMN e J A N, 111 %UV 0 -� 1_ Er3J eee e UPPER FLOOR LATERAL PLAN 61EA1FI ENTIRE FACE OF CRIPPLE WALL CLW IW'A'TYPE BRIG A6 PE= , IF TO 4'-O•TALL MAX CRIPPLE WALL MIS g o o C o Xi -- --® : w .1: . -iN.N : . : . : . : . ; . : . 1 • • • • P \ w0.'-_ i 1 i... t i • 1mP -� ..� 111111 Z A F NW iiiipi En n r SEAN ENTIRE FACE OF CRIPPLE WAIL r pLW W 'A'TYFE 6FITG A6 REQ'D ;I LIP TO 4'-O TOLL MAX CRIPPLE WALL e e o \ A em -ae A Ark - e ek lw-r ,' , it a e e a sa Wr A 17) '2'.111i " i 3'"0' e ©v e e e UPPER FLOOR LATERAL PLAN ,I 'MI 334.1120 M1.1-rw .0-b 01 dl 603.`19V 01119 3d11.V.AA 0'10 TMA 31ddRiO d0 30Vi 3t4.UO H1V3H9 O • O m O piii�h�F{�� 70 A .L-,6 7 iL . .t'.I£ ��y'Sns�i lf z IL 15 .r ' : : : : : : :.�i• : • - . •• • • • . : . : - `111-?"' IL 3 _ L - rhe I�il-;' u_ _,-.1 _-.1. Z E v .9-61 1- I ,9-�tL I �g <E m m iib I Tn 3iddRn xvu Tro1.o-,t of do til �l M 6r>3a 9V 01119 3d.0 N.nn nrM TMII 31dd1M2 i0 ROW 3l411B HLV319 IS I HOLDOWN SCHEDULE NARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL Sw=25503610, Sw=25503610, 1%6" = = S S 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w=66705 w=66705' 156" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB5/8X24 Sw-6675 w-6675, 1546 I I SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665lye 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 S=16435, S=16435, 1 y„ embed into bottom embed into bottom w=17080 w=17080 of 32"min width of 32" min width S=16435, S=16435, g 9 HDU14-SDS2.5 (1)6x 14445 10350 footing. If at retainingfooting. If at retaining w=17080 w=17080 1 1,/6 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 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 2874" minimum embedment depth. S H EA RWA L L 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" 2"Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 6" 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 C16"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 6"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 6"OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 6"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 @ 6"o/c 790 1106 G 6"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7" o/c (m) 16d @ 2"o/c (2)rows staggered HGA1 OKT @ 8"o/c 1010 1414 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"5%" plate washers req'd at all shear wall A.B. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C. 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. JPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net 4 L lac A 12oci S lcp s 6((z. G2 + (.(Z R5L= 20(142) = 22 ! cJse 25 - 6T i 10(02)+5 16, c4 !7p5P 1 ¶yak 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 Ib 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.40 1 -391 plf -575 plf -966 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 -500 - Q 0 ° 5.00 ft 500 1000 R1 R2 2.42 k 2.42 k 1500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Master --_---.PWU ENGINEERING INC. Results -1500 -1000 -500 u 0 0 � 5.00 ft A J 500 1000 — R1 R2 I 2.42 k 2.42 k 1500 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R� 978 lb 1438 lb 2415 lb 2.42 k R2 978 lb 1438 Ib 2415 Ib 2.42 k Size: 3000 (1) 4x8 DF#2 2000 - A 25.38 int I 'woo - S 30.66 in3 -loon F,; 180 psi 2000 Fb' 1260 psi E.x 106 1.60 -3000 VAllowable 3.05 k 4000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American Q 3000 wpm.-- Wood Council. c 2000 E Shear Moment 2 l000 V VMAX 2.42 k MMAX 3.02 k-ftAllowable A V 3.05 k 'knowable 3.22 k-ft 0 Ratio 0.79 Ratio 0.94 0.00 OK OK -0.02 2 Deflection o- 0.04 TL LL (-) -0.06 cu Actual 0.08 in 0.05 in o -0.08 Criteria 0.25 in 0.13 in Ratio 0.31 0.36 -0.10 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 •PWU ENGINEERING INC. Loads and criteria Total Span: 16.50 ft = 198 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -217 lb -217 lb 8.75 ft Repetitive Use? No 2 0 Ib 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 DL LL TL Start End Total CV 0.96 1 -195 plf -520 plf -715 plf 0.00 ft 16.50 ft 16.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/480 0.41 in 5 0 plf 0.00 ft LL L/600 0.33 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 - -400 -200 -0.22k V 0 / 0 200 16.50 ft 400 600 R1 R2 6.00 k 6.01 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 PWU ENGINEERING INC. Results -800 -600 - i -400 - w -200 -0.22 k _v_ -aA 0 200 16.50 ft 400 600 -- R1 R2 6.00 k 6.01 k 800 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1711 lb 4290 lb 6001 lb 6.00 k R2 1724 lb 4290 lb 6014 lb 6.01 k Size: 8000 (1) 83/"x131/2" GL 6000 4000 - A 118.13 in2 2000 S 265.78 in3 @ o 1794.02 in4 n -2000 F, 265 psi -4000 Fb' 2303 psi -6000 -8000 E'x 106 1.80 VAllowable 20.87 k 30000 MAllowable 51.01 k-ft _ 25000 Design values are based off BOISE GLULAM Specifier Guide, '9 20000 published by Boise Cascade EWP dated 02/28/13. c 15000 E 10000 -- Shear Moment ° • VMAX 6.01 k MMAX 25.18 k-ft 5000 VAllowable A 20.87 k !knowable 51.01 k-ft 0 Ratio 0.29 Ratio 0.49 0.00 OK OK -E -0.10 Deflection .2 -0.20 TL LL Actual 0.38 in 0.27 in -41-) -0.30 Criteria 0.41 in 0.33 in Ratio 0.92 0.81 -0.40 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #2 --,PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft =42 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft 3.50 ft 3.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.12 in 5 0 plf 0.00 ft LL L/480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -250 -200 -150 -100 -50 -a 0 _ 50 3.50 ft 100 150 R1 R2 200 0.39 k 0.39 k 250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - • -50 0 co o 50 3.50 ft 100 150 R1 R2 200 — 0.39 k 0.39 k • 250 Type: Reactions (k) • Douglas Fir-Larch #2 DL LL TL TL Dou 9 R� 105 lb 280 lb 385 Ib 0.39 k R2 105 lb 280 lb 385 lb 0.39 k Size: 600 (1) 2x14 DF#2 400 A 19.88 in 200 - S 43.89 in' „ o 290.78 in4 C -200 F,; 180 psi -400 Fb' 810 psi -600 E'x 106 1.60 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American 300 Wood Council. 200 Shear Moment VMAx 0.39 k MMAX 0.34 k-ft VAllowable MAllowable 2.39 k 2.96 k-ft o Ratio 0.16 Ratio 0.11 0.00 OK OK 2 0.00 Deflection 2 0.00 TL LL Actual 0.00 in 0.00 in o 0.00 Criteria 0.12 in 0.09 in Ratio 0.01 0.01 0.00 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06114 Beam #3 ,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 -105 lb -280 lb -385 lb 3.00 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -75 plf -200 plf -275 plf 0.00 ft 3.00 ft 3.00 ft 2 -60 plf -160 plf -220 plf 3.00 ft 5.00 ft 2.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.17 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -600 -400 I -0.39 k -200 - w V 0 O 5.00 ft J 200 400 R1 R2 0.82 k 0.83 k 600 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 •PWU ENGINEERING INC. Results -600 -400 1 -0.39 k -200 - f 4 D o A , , v A 0 5.00 ft 200 400 — R1 R2 0.82 k 0.83 k 600 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 224 lb 596 lb 820 lb 0.82 k R2 227 lb 604 lb 831 lb 0.83 k Size: 1000 (2) 2x14 DF#2 500 - A 39.75 in2 S 87.78 in' 0 d 581.55 in4 F„' 360 psi -500 Fb' 1620 psi -1000 E' x 106 1.60 VAllowable 4.77 k 1500 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American a1000 Wood Council. Ir Shear Moment o 500 VMAX 0.83 k MMAX 1.22 k-ft VAllowable Allowable 4.77 k M 5.93 k-ft 0 Ratio 0.17 Ratio 0.21 0.00 OK OK E. 0.00 k ' Deflection o TL LL d o.00 Actual 0.01 in 0.00 in o Criteria 0.17 in 0.13 in Ratio 0.03 0.03 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 PWU ENGINEERING INC. Loads and criteria Total Span: 10.00 ft = 120 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -90 plf -240 plf -330 plf 0.00 ft 10.00 ft 10.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.33 in 5 0 plf 0.00 ft LL L/480 0.25 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -400 -300 - -200 - -100 - a o � 0 10.00 ft 100 200 - 300 -- R1 R2 - I 1.65 k 1.65 k 400 1 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 •PWU ENGINEERING INC. Results 400 -300 - -200 - w -100 - A - a 0 100 10.00 ft 200 300 — R1 R2 - 400 1.65 k 1.65 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL _ TL R� 450 Ib 1200 lb 1650 lb 1.65 k R2 450 lb 1200 lb 1650 lb 1.65 k Size: 2000 (2) 2x14 DF#2 X000 A 39.75 int S 87.78 in' o I 581.55 in4 F„' 360 psi �000 Fb' 1620 psi E. x 106 1.60 -2000 VAllowable 4.77 k 5000 MAllowable 5.93 k-ft 4000 Design values are based off NDS 2005 Edition,published by American Wood Council. 4 3000 2000 Shear Moment 1000 VMAX 1.65 k MMAX 4.13 k-ft VAllowable Allowable 4.77 k MAllowable k-ft Ratio 0.35 Ratio 0.70 0.00 OK OK -0.02 Deflection o- 0.04 TL LL 0 -0.06 Actual 0.08 in 0.06 in o -0.08 Criteria 0.33 in 0.25 in Ratio 0.24 0.23 -0.10 OK OK PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T< 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -177 plf -155 plf -332 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/360 0.17 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -400 -300 -I -200 - -100 a 0 0 100 5.00 ft 200 300 -- R1 R2 - 0.83 k 0.83 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 ---7,P WU ENGINEERING INC. Results -400 -300 - -200 - -100 - a a 0 o 5.00 ft 100 200 300 -- R1 R2 0.83k 0.83 k 400 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 443 lb 388 lb 830 lb 0.83 k R2 443 lb 388 lb 830 lb 0.83 k Size: 1000 (1) 2x14 DF#2 500 - A 19.88 in2 23- S S 43.89 in' 0 CD I 290.78 in4 F,; 180 psi -500 Fb' 810 psi E' x 106 1.60 1000 VAllowable 2.39 k 1200 MAllowable 2.96 k-ft _ 1000 Design values are based off NDS 2005 Edition,published by American Q 800 WIPP— Wood Council. 4 600 a 400 W Shear Moment m VMAX 0.83 k MMAX 1.04 k-fto 200 , , V All2.39 k M 2.96 k-ft owable Allowable Ratio 0.35 Ratio 0.35 0.00 OK OK -0.01 Deflection o TL LL d0.01 Actual 0.01 in 0.00 in o Criteria 0.17 in 0.13 in Ratio 0.06 0.04 -0.02 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 —*PWU ENGINEERING INC. Loads and criteria Total Span: 8.00 ft = 96 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 -177 plf -155 plf -332 plf 0.00 ft 8.00 ft 8.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1360 0.27 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 0 plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -400 -300 -200 -100 a ts m 0 100 8.00 ft 200 300 R1 R2 400 — 1.33 k 1.33 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 •PWU ENGINEERING INC. Results -400 -300 - -200 - - -100 a. co A o 100 8.00 ft 200 300 — - R1 R2 400 — 1.33k 1.33 k _ Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R1 708 lb 620 lb 1328 lb 1.33 k R2 708 Ib 620 Ib 1328 Ib 1.33 k Size: 1500 (2) 2x14 DF#2 1000 411111111.11111111111111.111111111111 A 39.75 in2 a 500 EMIIIIMIIMI S 87.78 in3 o m 581.55 in4 n -500 .1111111.1. F„' 360 psi -1000111111111 .- Fb' 1620 psi IIIIIII -1500 E'x 106 1.60 VAllowable 4.77 k 3000 MAllowable 5.93 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American • 2000 Wood Council. 1500 0 1000 '..' N\\, Shear Moment 0 VMAX 1.33 k MMAX 2.66 k-ft 500 VAllowable Allowable 4.77 k M 5.93 k-ft 0 Ratio 0.28 Ratio 0.45 0.00 - OK OK illippr. • 0.01 , Deflection `s -0 02 immigiiiimill TL LL o Actual 0.03 in 0.02 in o 0.03 Criteria 0.27 in 0.20 in Ratio 0.12 0.08 -0.04 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft =42 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -708 lb -620 lb -1328 lb 1.75 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.30 1 -298 plf -315 plf -613 plf 0.00 ft 1.75 ft 1.75 ft 2 -34 plf -50 plf -84 plf 1.75 ft 3.50 ft 1.75 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.12 in 5 0 plf 0.00 ft LL L/480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf _ 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -1.33 k -400 - -200 - a u V —II 3.50 ft 200 400 - R2 1.04 k 600 R1 1.51 k 800 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 •PWU ENGINEERING INC. Results -800 -600 -1 -1.33 k -400 - w -200 - a V 0 CO d 0 200 3.50 ft 400 R2 - 600 --- R1 1.04 k 1.51 k 800 I Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 760 lb 745 lb 1505 lb 1.51 k R2 1- 529 lb 513 lb 1042 lb 1.04 k Size: 2000 (1) 4x6 DF#2 1500 _ l000 A 19.25 in2 .Q 500 - S 17.65 in3 0 I 48.53 in4 cn -500 F„' 180 psi Fb' 1170 psi -1000 E' x 106 1.60 -1500 VAllowable 2.31 k 2000 'knowable 1.72 k-ft Design values are based off NDS 2005 Edition,published by American a 1500 i Wood Council. 4 = 1000 Shear Moment I 500 VMAX 1.51 k MMAX 1.70 k-ft VAllowable Allowable 2.31 k M 1.72 k-ft o Ratio 0.65 Ratio 0.99 0.00 OK OK 0.01 . 2 Deflection o- 0.02 TL LL d -0.03 - Actual 0.04 in 0.02 in o 0.04 Criteria 0.12 in 0.09 in Ratio 0.36 0.23 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #8 ---��PWU ENGINEERING INC. Loads and criteria Total Span: 19.00 ft = 228 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -978 lb -1438 lb -2415 lb 2.50 ft Repetitive Use? No 2 -978 lb -1438 lb -2415 lb 7.50 ft 3 -4653 lb -6474 lb -11128 lb 10.50 ft Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 0.92 1 -649 plf -965 plf -1614 plf 0.00 ft 2.50 ft 2.50 ft 2 -258 plf -390 plf -648 plf 2.50 ft 7.50 ft 5.00 ft 3 -649 plf -965 plf -1614 plf 7.50 ft 10.50 ft 3.00 ft Deflection Criteria 4 -143 plf -380 plf -523 plf 10.50 ft 19.00 ft 8.50 ft TL L/360 0.63 in 5 0 plf 0.00 ft LL L/480 0.48 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 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -2000 -1500 -11.13 k -1000 w -500 -2.42 k -2.42 k 0. 0 W V 0 19.00 ft 500 1000 R2 - R1 14.28 k 1500 18.23 k 2000 PVVU Engineering Inc.02013,Software v1.02,3/06/14 Beam #8 ,PWU ENGINEERING INC. Results -2000 -1500 - i -11.13 k -1000 - , -500 - -2.42 k -2.42 k QW W V 0 500 19.00 ft 1000 R2 - R1 14.28 k 1500 - 18.23 k 2000 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 7280 lb 10952 lb 18232 lb 18.23 k R2 5393 lb 8885 lb 14278 lb 14.28 k Size: 20000 - i (1) 63/4"x24" GL 10000 A 162.00 in2 s S 648.00 in' ii 0 d 7776.00 in4 Cl) F,; 265 psi -10000 Fb' 2200 psi -20000 E' x106 1.80 VAllowable 28.62 k 120000 'knowable 118.82 k-ft7.1 100000 Design values are based off BOISE GLULAM Specifier Guide, 7 80000 published by Boise Cascade EWP dated 02/28/13. c 60000 Shear Moment o 40000 VMAX 18.23 k MMAX 102.48 k-ft 20000 VAllowable Allowable 28.62 k M 118.82 k-ft 0 Ratio 0.64 Ratio 0.86 0.00 OK OK -0.10 Deflection o- 020 TL LL d -0.30 Actual 0.43 in 0.26 in o -0.40 ..A1M Criteria 0.63 in 0.48 in Ratio 0.68 0.55 -0.50 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #9 •PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.40 1 -102 plf -150 plf -252 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/360 0.17 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -300 -200 - -100 - 0 a 5.00 ft 100 200 — R1 R2 0.63 k 0.63 k 300 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 rPWU ENGINEERING INC. Results -300 , -200 -100 -- a - 0 _` , 0 5.00 ft 100 200 — R1 R2 0.63 0.63 k 0.63 k 300 Type: Reactions _ (k) DL LL TL TL Douglas Fir-Larch #2 R1 255 lb 375 lb 630 lb 0.63 k R2 255 lb 375 lb 630 lb 0.63 k Size: 800 (1) 4x8 DF#2 600 �� j 400 - A 25.38 int a 200 S 30.66 in' m o 111.15 in4 - 200 F„' 180 psi -400 FL; 1260 psi -600 E' x 106 1.60 800 VAllowable 3.05 k 1000 MAllowable 3.22 k-ft 800 Design values are based off NDS 2005 Edition,published by American .4 Wood Council. 600 m E 400 Shear Moment 2 200 - VMAX 0.63 k MMAX 0.79 k-ft o , , VAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.21 Ratio 0.24 0,00 OK OK -0.01 -- 2 LT- Deflection a 0 .01 TL LL 0 -0.02 Actual 0.02 in 0.01 in o -0.02 Criteria 0.17 in 0.13 in Ratio 0.12 0.09 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 •PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft = 42 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 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 -60 plf -160 plf -220 plf 0.00 ft 3.50 ft 3.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.12 in 5 0 plf 0.00 ft LL L/480 0.09 in Triangular Loads Max Load _ Extent DL LL TL Zero End Max End Total 1 O plf _ 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00ft 4 O plf 0.00 ft 5 O plf 0.00 ft -250 -200 - -150 - -100 - -50 - a 0 50 _ 3.50 ft 100 .- 150 R1 R2 200 — 0.39k 0.39 k250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 •PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - y= -50 - a 50 3.50 ft 100 150 R1 R2 200 — 0.39 k 0.39 k 250 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 105 Ib 280 lb 385 Ib 0.39 k R2 105 lb 280 lb 385 lb 0.39 k Size: 600 (1) 4x8 DF#2 400 A 25.38 int 200 30.66 in' ,� o 111.15 in4 v, -200 F, 180 psi -400 \� Fb' 1260 psi E'x 106 1.60 600 VAllowable 3.05 k 400 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American a 300 Wood Council. 200 Shear Moment ° ioo VMAX 0.39 k MMAX 0.34 k-ft VAllowable 3.05 k MAllowable 3.22 k-ft 0 ' Ratio 0.13 Ratio 0.10 0.00 OK OK 0.00 c Deflection o 0 .00 TL LL 0 0.00 Actual 0.00 in 0.00 in o 0.00 Criteria 0.12 in 0.09 in Ratio 0.04 0.03 0.0� OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft = 48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.20 1 -171 plf -200 plf -371 plf 0.00 ft 4.00 ft 4.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.13 in 5 0 plf 0.00 ft LL L/480 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -500 -400 -300 -200 -100 o. ° 100 4.00 ft 200 300 R1 R2 400 —0.74 k 0.74 k 500 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 -- ---- PWU ENGINEERING INC. Results -500 -400 -300 - -200 - -100 - a. -a 0 co 2 100 4.00 ft 200 300 — R1 R2 400 -- 0.74k 0.74k- 500 ' Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R, 342 lb 400 lb 742 lb 0.74 k R2 342 lb 400 lb 742 lb 0.74 k Size: 1000 (1) 4x10 DF#2 500 - A 32.38 in2 a S 49.91 in3 o , cu I 230.84 in4 N F,' 180 psi -500 Fb' 1080 psi -1000 E'x 106 1.60 VAllowable 3.89 k 800 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American 9 600 Wood Council. $ III = 400 1 ‘ Shear Moment 200 VMAX 0.74 k MMAX 0.74 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft o Ratio 0.19 Ratio 0.17 0.00 A OK OK -E- 0.00 Deflection c o.00 Mill ..-- 111 TL LL d Actual 0.01 in 0.00 in o -0.01 Criteria 0.13 in 0.10 in Ratio 0.04 0.03 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3106/14 Beam #12 —.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 -105 lb -280 lb -385 lb 1.50 ft Repetitive Use? No 2 _ Olb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 , -231 plf -360 plf -591 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/360 0.17 in 5 O plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 i i -400 - -0.39 k -200 - II- 0 W /: 0 5.00 ft 200 400 600 --- R1 R2 1.59 k 800 -_- 1.75 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #12 •PWU ENGINEERING INC. Results -800 1 -600 -400 - -0.39k ,- -200 a. 0 � , , , O 5.00 ft -' 200 400 600 — R1 R2 800 — 1.75 k 1.59 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R1 651 Ib 1096 lb 1747 lb 1.75 k R2 609 lb 984 lb 1593 lb 1.59 k Size: 2000 (1) 4x10 DF#2 . 1000 - A 32.38 int 2 S 49.91 in' 8 o , d I 230.84 in4 N F, 180 psi -1000 Fb' 1080 psi E' x 106 1.60 -2000 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American El Wood Council. C 1500 E• 1000 Shear _ Moment • 500 , Allowable Allowable llilL VMAX 1.75 k MMAX 2.15 k-ft V 3.89 k M 4.49 k-ft 0 Ratio 0.45 Ratio 0.48 0.00 OK OK \\:\::. , , , , , -0.01 • Deflection o TL LL Actual 0.03 in 0.02 in o 0.02 Criteria 0.17 in 0.13 in Ratio 0.16 0.13 -0.03 - OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #13 ---.PWU ENGINEERING INC. Loads and criteria Total Span:l 5.50 ft = 66 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 Ib 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -180 plf -480 plf -660 plf 0.00 ft 5.50 ft 5.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/480 0.14 in 5 0 plf 0.00 ft LL L/480 0.14 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft 800 -600 -400 - 9- -200 a 0 0 200 5.50 ft 400 - 600 R1 R2 800 — 1.82 k 1.82 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #13 --.PWU ENGINEERING INC. Results -800 -600 - -400 - - -200 - `c° 0 0 5.50 ft --' 200 400 600 T R1 R2 800 — 1.82 k 1.82 k- Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 495 lb 1320 lb 1815 lb 1.82 k R2 495 lb 1320 lb 1815 lb 1.82 k Size: 2000 (2) 2x14 DF#2 1000 - A 39.75 int ;; S 87.78 in3 • 0 , 0 I 581.55 in4 N F„' 360 psi -1000 \ Fb' 1620 psi -2000 E' x 106 1.60 VAllowable 4.77 k 3000 MAllowable 5.93 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American '9 2000 Wood Council. IIII -, 1500 N E 1000 Shear Moment VMAx 1.82 k MMAX 2.50 k-ft • 500 VAllowableMAllowable 4.77 k 5.93 k-ft o Ratio 0.38 Ratio 0.42 0.00 OK OK c -0.01 Deflection 2 -0.01 TL LL 0 Actual 0.01 in 0.01 in o -0.02 Criteria 0.14 in 0.14 in Ratio 0.11 0.08 -0.02 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Dining ---- PWU ENGINEERING INC. Loads and criteria Total Span:l 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -622 plf -935 plf -1557 plf 0.00 ft 6.00 ft 6.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -2000 -1500 -1000 - -500 a 0 'II a 500 6.00 ft 1000 1500 -,- R1 R2 i 4.67 k 4.67 k 2000 PVVU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Dining ------ PWU ENGINEEING INC. Results -2000 -1500 = -1000 - -500 - a 0 RI o 500 co ` 6.00 ft 1000 1500 — R1 R2 _ 4.67 k 4.67 k 2000 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1866 lb 2805 lb 4671 lb 4.67 k R2 1866 lb 2805 lb 4671 lb 4.67 k Size: 6000 (1) 3'/2'x9" GL 4000 A 31.50 in2 7 2000 S 47.25 in3 o ca I 212.63 in4 u -2000 F„' 265 psi -4000 Fb' 2400 psi -6000 E' x 106 1.80 VAllowable 5.57 k 8000 'knowable 9.45 k-ft Design values are based off BOISE GLULAM Specifier Guide, ,p 6000 published by Boise Cascade EAP dated 02/28/13. Z c 4000 IMI Shear Moment � 2000 VMAX 4.67 k MMAX 7.01 k-ft VAllowable Allowable 5.57 k M 9.45 k-ft o Ratio 0.84 Ratio 0.74 0.00 OK OK -0.05 Deflection o 474111 TL LL a 010 Actual 0.12 in 0.07 in o Criteria 0.30 in 0.15 in 11111111111111111 Ratio 0.40 0.47 -0.15 OK OK PVVU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Garage -PWU ENGINEERING INC. Loads and criteria Total Span:I 16.00 ft = 192 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -562 lb -563 lb -1125 lb 9.00 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T... 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -131 plf -75 plf -206 plf 0.00 ft 9.00 ft 9.00 ft 2 -114 plf -50 plf -164 plf 9.00 ft 16.00 ft 7.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/360 0.53 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft 250 _ -200 -150 -_ -1.13 k -100 -- 4- -50 - ' / ' a 0 ° 50 16.00 ft 100 150 200 --- R1 R2 2.08 k 2.05 k 250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage ---,PWU ENGINEERING INC. Results -250 -200 - 1 -150 - -1.13 k -100 w- -50 D 0 A CO 50 16.00 ft 100 150 200 -T- R1 R2 2.08 k 2.05 k 250 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1268 lb 808 lb 2076 lb 2.08 k R2 1271 lb 780 lb 2051 lb 2.05 k Size: 3000 (1) 31/2'x12" GL 2000 A 42.00 int .a loon S 84.00 in' o IIIIIIIII CD 1 504.00 in4 u, -loon F; 265 psi -2000 - Fb' 2400 psi -3000 E'x106 1.80 VAllowable 7.42 k 12000 MAllowable 16.80 k-ft _ 10000 Design values are based off BOISE GLULAM Specifier Guide, 8000 published by Boise Cascade EWP dated 02/28/13. c 6000 m E 4000 Shear Moment VMAX 2.08 k MMAX 10.34 k-ft 2000 - VAllowable Allowable 7.42 k M 16.80 k-ft o Ratio 0.28 Ratio 0.62 0.00 OK OK _ `- -0.20 Deflection o TL LL -0.40 Actual 0.49 in 0.20 in o Criteria 0.53 in 0.40 in Ratio 0.91 0.49 -0.60 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom -.PWU ENGINEERING INC. Loads and criteria `` Total Span:l 5.00 ft = 60 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -1955 lb -2875 lb -4830 lb 3.00 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -231 plf -360 plf -591 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -4.83 k -600 -400 -200 a V 0 11/4 0 5.00 ft 200 400 R1 3.41 k 600 R2 4.38 k 800 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom .PWU ENGINEERING INC. Results -800 -4.83 k -600 -400 -200 a 0 A 200 5.00 ft 400 — R1 3.41 k R2 600 4.38 k-- 800 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 1360 lb 2050 lb 3410 lb 3.41 k R2 1751 lb 2625 lb 4376 lb 4.38 k Size: 4000 - (1) 3'/2'x9" GL 2000 ---�A 31.50 int 0 I I , S 47.25 in3 212.63 in4 n 2000 F,; 265 psi -4000 Fb' 2400 psi -6000 E' x 106 1.80 VAllowable 5.57 k 8000 MAllowable 9.45 k-ft Design values are based off BOISE GLULAM Specifier Guide, Q 6000 published by Boise Cascade EWP dated 02/28/13. c 4000 Shear Moment 2000L4111116 VMAx 4.38 k MMAX 7.57 k-ft VAllowable A 5.57 k 'knowable 9.45 k-ft 0 Ratio 0.79 Ratio 0.80 0.00 OK OK — -0.02 Deflection ° -0.04 TL LL Actual 0.08 in 0.05 in o -0.06 Criteria 0.25 in 0.13 in Ratio 0.30 0.36 -0.08 OK OK PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Tech •PWU ENGINEERING INC. Loads and criteria Total Span:' 5.00 ft = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -180 plf -480 plf -660 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft 800 -600 - -400 - -200 - a 0 _l a 200 5.00 ft 400 600 -- R1 R2 1.65 k 1.65 k 800 PIM Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Tech ---,PWU ENGINEERING INC. Results -800 -600 - -400 - -200 si "a 0 A r. 0 200 5.00 ft 400 600 — R1 R2 1.65 k 1.65 k 800 - - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 450 lb 1200 lb 1650 lb 1.65 k R2 450 lb 1200 lb 1650 lb 1.65 k Size: 2000 (1) 4x8 DF#2 1000 - A 25.38 int a S 30.66 in3 ciso I I CD 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 a Wood Council. 4 1500 Em 1000 Shear Moment 2 500 , VMAX 1.65 k MMAX 2.06 k-ft VAllowable3.05 k 'knowable 3.22 k-ft 0 Ratio 0.54 Ratio 0.64 0.00 OK OK _ -0.02 Deflection . TL LL -0.04 Actual 0.05 in 0.04 in o Criteria 0.25 in 0.13 in Ratio 0.21 0.30 -0.06 OK OK PWJ Engineering Inc.©2013,Software v1.02,3/06/14