Loading...
Specifications t ! (2 vlo SGcJ CP 7 71, W--"*>PWU ENGINEERING INC. Email: pwuengineerinq(C_comcast.net �GC�IVED Ph: (503) 810-8309 Structural Calculations: pEC g 2015 Job # LEN15416OFTIGARD Date: 11/30/15 CITY ONIStGN Project: Burlington E 3-car Master Reuse BUILOINC Garage Right Lot 15, Oak St. Estates, Tigard, OR Lennar Homes 6 PN FFss'o �. 19421PE 9 �y EGON JGl Y 22 ��g1 '°HlLIP 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 Burlington E 3-Car Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category 1 and lI structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h = 26.0' approximately. D ` C tvMiFRS A Direction �.End Zones 2a/ C A / MAFRS Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*50' = 5.0' or for h =26' a = .4(h) = .4(26') = 10.4' a = 5.0' controls a must be larger than .04(50')=2.0' and 3' Therefore: 2a= 10.0' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D, seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W — weight of structure V = [1.2 St)s/(R x 1.4)] W V = .100 W Roof Dead load = 15 psf Floor Dead load = 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load= 12 psf Wind per ASCE 7 pWU ENGINEERING INC. Project Burlington E 3-Car VVV Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) 105mphl B 33.7 1.00 50.0 26.0 a= 5.0 ft °"tlon a z, 2 HB 19.7 s ora= 10.4ft 13.5 s Check10psfmin and a> 2.0 15.7 s load across all and a> 3.0 ft „z 10.8 ps zones. 2a 10.0ft WR L(ft) 10.0 20.0 10.0 hA(ft) 4.0 4.0 hs(ft) 8.0 8.0 he(ft) 4.0 hD(ft) 8.0 W(plf) 0.0 186.8 149.2 186.8 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 168.0plf !! � 10psf min load:1 120.0 plfJ 100.0 i(WRI,III 'i ��Iglll�, �I � 'tI f��±{I S sl Governing value7l 168.0 pil 00 II i 9III i' P Wz L(ft)J 10.01 10.0 20.0 10.0 hA(ft) 4.51 5.5 10.0 he(ft) 4.0 he(ft) 4.5 10.0 hD(ft) W(pit) 142.7 179.0 157.0 197.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W]AVG 166.5plf 200.0 10psf min load,1 97.0 plf 100.0 a" Goveming value: 166.5 pl 0.0 W, L(ft) hA(ft) he(ft) he(ft) hD(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 i.o W1 AVG #DIV/0! 10psf min load: #DIV/0! 1 0.5 Governing value: #DIV/01 1 0.0 O .y Ll O.:J 1•.1',.Lg1.1.1.1.p p1.p111.. 1111 Hull 111111 Hull IIIu11 UILU111011p1• n1-H ULI 11111 ILULIUDUm11111r1111uA LLII 1111m11111t111.,. .d11111111111111111m1111111111'u1111111H ull IIIIII 1111114ull Il llillll!1111g1111111111IIr1111i11 Im IF 1111111111111111[ UIjsl ' � A11111/111111111[lull 1111111111111111111111111111-llN i11111111'IIL.`Is 11i11/1111111111111111 AHill I ILIJILAI U LLUI,111111111u11!iit111111111 :� O IIH,11111111!11JIIII111111111 Hull 11 11/111111111 U Lrff t1 w �dllltu11111!1111111u ll[lullH/11111UIIH1111U5IHITt ii:ii'� \\ O IIIIIIIIJNI111111i IIu1111111111u11111111111�1I111tii lri/" 0111/111111"�I111'11111u11111111111111111111111m1111! I�' O .111111►'11=1111111.r11161111111111111111111111011p11�10� ���,I,�,\. �IIIClrll ll!1:111t,111.AI II 1111111111111111111111111111111' �I �'//QQ_/.1 ♦ _ A111�1111'11111P1911r1111'\I pl llr 11 lil111111r 1111111111�' 1 / ��: O 1t••� i I�— qi i—� un ��i�I) .u�111111111uilllll � ,I .I � I. ' nl�l�n nw a,''I'I'i-�..!111111111111111� .1111111 II II � I II O !1111111!"28?'.2�. 11711!nv!1011G;711111C11111:1111111 ' � _ 1111111 r111:iii':ILIii11Cn�:JI111111111ulllll�'�Il11191111I1111'' � Y1'1L_—L_—111:1` I nriliarniF7nlnriu.nu:,l tl11111/II 01111111/1111••N II11111 ��� aiiuNnl:!11umC'U/111U 1,HI llr Oli',m 1111 ml11111111111i111u`11101118,-...--...I,_1 111 ,1 !._ I�P O LW 111111118{\I11111i;1!1i11111►:11111110:IIIIu111111111/Irn1n1G.117n1nen11ul u/ A .1�1111GIIIIImi:11111011iU1!lihalr11111r.1111111/11:1111101111111111111111111 LI�011u011u111 I I1111i!1 ll!lltlll�''A711S9111�I�IIIP�IIiS`l111�1!1111!111l11!1111�.!11/1!!IIII�i:!0!!}111!7111!1111—�1�—r• o �( IIIJ�i11!�IIII I, _ IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIIII =_ °'"...� ,,�� • -I� r III. © I, Iu1,Tlllll 111111 I1� , — IIIII IIIII IIIII IIIII�IIIII�IIII�IIIII IIIII � '_ �' -� 1 –, �-,,11111 lol ;�imlllull - igu pm um luii)IiuuTuu uii! glll , '! nm 1 b ,�-a _ �. q a _'�1`III�,B!!II�!llllil4lil' �_:;�IIlnllllnl�ll!!l(III!!(�Illnllllnl�lllnllllnll�' "�=-- = _> Oa- FRONT ELEVATION Wind per ASCE 7c„pWU ENGINEERING INC. Project Burlington E 3-Car VVVVVV Direction Side to Side 3s Gust [Angle oof Least Speed Exp. A W(ft) hVG(ft) 105mph B33.7 1.00 50.0 26.0 8:12 „�,n� a ° a= 5.0 ft ?;, A 19.7 s ora= 10.4 ft B 13.5 s Check 10psf min and a> 2.0 C 15.7 s load across all and a> 3.0 ft aM� z,4 �za.. D 10.8 ps zones. 2a 10.0 ft WR L(ft) 10.0 23.5 10.0 hA(ft) 4.0 4.0 ha(ft) 7.0 7.0 he(ft) 4.0 ho(ft) 7.0 W(Plf) 0.0 173.3 138.4 0.0 173.3 0.0 0.0 0.0 0.00.0 200.0 WRAVG 154.4 plf � � 10psf min load: 100.0 110.0 plf Governing value:1 154.4 pl 0.0 W2 L(ft)l 1 10.0 23.5 6.5 3.5 6.5 hA(ft) 10.0 5.5 10.0 4.5 he(ft) 3.0 he(ft) 10.0 4.5 hD(ft) W(Plf) 0.0 197.0 157.0 179.0 197.0 129.2 0.0 0.0 0.0 0.0 300.0 W2 AVG 167.0 plf 200.0 10psf min load7l 96.8 00.0 + Governing value: 167.0 Alp0.0 � T W1 L(ft) hA(ft) he(ft) he(ft) hD(ft) W(Plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 W #DIV/0! 1.0 1 AVG 10psf min load: #DIV/0! 1 0.5 Governing value: #DIV/0! 1 0.0 0 o e �s Or Mn V e Q� } A ]'d LEFT SIDE ELEVATION 1/4••tb- i e rw.run i a � e Q� TCI'L�R y �A REAR ELEVATION �2J VIII MY'!Myll Myll Myl fill if .''I il ii,il lillil fill 11 111[.. I-DA a BAfIlTnTurnt roman _ e i e 0 ti n eue.iva >o RIGHT SIDE ELEVATION Seismic & Governing Values PWU ENGINEERING INC. Project Burlington E 3-Car VVVV Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sos/(R x 1.4)]W Category R SDs D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf -V=T 0.100' Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind Wa = 70 100 ' (15+5+3) ' 43 ft] = 99.1 pl < 1611.0 pi Wind Governs Wz = [0.100 ' (15+5+3+4) ' 50 ft] + 99.1 pl = 234.4 plf < 334.5 plf Wind Governs W, _ [0.100 ' (15+5+3+4) + 234.4 pl = 234.4 pl #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 pl < 154.4 pl Wind Governs W2 _ [0.100 ' (15+5+3+4) ' 50 ft] + 92.2 pl = 227.5 pl < 321.5 pl Wind Governs W, _ (0.100 ' (15+5+3+4) + 227.5 pl = 227.5 pl #DIV/01 #DIV/0! #DIV/01 Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads �t»)pWU ENGINEERING INC. Project Burlington E 3-Car VVVV High Roof Diaphragm -Upper Floor Walls Line A.2 P = 3.36 k LTOTAL = 21.0 ft v = 3.36 k / 21.0 ft = 160 plf Type A Wall h = 8.0 ft LWORST = 21.0 ft MOT = 160 plf 8.0 ft 21.0 ft = 26.88 kft MR = (15 psf 3.0 ft + 12 psf 8.0 ft) * (21.0ft)' / 2 0.6 = 18.65 kft + (Olb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 18.65 kft = 18.65 kft T = 26.88kft - 18.65kft / 21.0 ft = 0.39 k + 0.00 k = 0.39 k No hd req'd Line B P = 3.36 k LTOTAL = 29.5 ft v = 3.36 k / 29.5 ft = 114 plf Type A Wall h = 8.0 it LWORST = 14.0 ft MOT = 114 plf 8.0 ft 14.0 ft = 12.76 kft MR = (15 psf 3.0 ft + 12 psf 8.0 ft) * (14.Oft)' / 2 0.6 = 8.29 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 8.29 kft = 8.29 kft T = 12.76kft - 8.29kft / 14.0 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd Line 1 P = 2.09 k LTOTAL = 19.3 ft v = 2.09 k / 19.3 ft = 108 plf IType A Wall h = 8.0 ft LWORST = 4.0 ft MOT = 108 plf 8.0 ft * 4.0 ft = 3.47 kft MR = (15 psf 2.0 ft + 12 psf 8.0 ft) * (4.0ft)' / 2 0.6 = 0.60 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.60 kft = 0.60 kft T = 3.47kft - 0.60kft / 4.0 ft = 0.72 k + 0.00 k = 0.72 k No hd req'd Line 2 P = 3.36 k LTOTAL = 12.3 ft v = 3.36 k / 12.3 ft = 274 plf Type A Wall h = 8.0 ft LwORST = 12.3 ft MOT = 274 plf 8.0 ft * 12.3 ft = 26.87 kft MR = (15 psf * 14.0 ft + 12 psf 8.0 ft) * (12.3ft)' / 2 0.6 = 13.78 kft + 0 Ib * 0.0 ft + 500 Ib * 9.0 ft = 4.50 kft + 13.78 kft = 18.28 kft T = (26.87k-ft - 18.28k-ft) / 12.3 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd Line 3 P = 1.27 k LTOTAL - 7.0 ft v = 1.27 k / 7.0 ft = 182 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A.1/A.2 P = 7.52 k LTOTAL = 47.5 ftv = 7.52 k / 47.5 ft = 158 plf IType A Wall h = 9.0 ft LWORST = 21.0 ft MOT = 158 plf 9.0 ft * 21.0 ft = 29.93 kft MR = (15 psf 2.0 ft + 12 psf 9.0 ft) * (21.0ft)' / 2 0.6 = 18.3 kft + (Olb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 18.3 kft = 18.3 kft T = 29.93kft - 18.3kft / 21.0 ft = 0.56 k + 0.00 k = 0.56 k No hd req'd Line B P = 7.52 k LTOTAL = 42.0 ft v = 7.52 k / 42.0 ft = 179 plf IType A Wall h = 9.0 ft LWORST = 42.0 ft MOT = 179 plf 9.0 ft 42.0 ft = 67.71 kft MR = (15 psf 2.0 ft + 12 psf 9.0 ft) * (42.0ft)' / 2 0.6 = 73.03 kft + 0 lb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 73.03 kft = 73.03 kft T = 67.71 kft - 73.03kft / 42.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 4.34 k LTOTAL = 16.5 ft v = 4.34 k / 16.5 ft = 263 plf Type B Wall See FTAO Calc No hd req'd Line 2 P = 7.54' LTOTAL = 26.5 ft v = 7.54 k / 26.5 ft = 284 plf Type A Wall h = 9.0 ft [WORST = 12.5 ft I I MOT = 284 plf * 9.0 ft 12.5 ft = 31.99 kft MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (12.5ft)' / 2 0.6 = 6.47 kft + 0 Ib * 0.0 ft + 500 Ib * 10.0 ft = 5.00 kft + 6.47 kft = 11.47 kft T = 31.99kft - 11.47kft / 12.5 ft = 1.64 k + 0.00 k = 1.64 k Use type 1 hd Line 3 P = 3.20 k [TOTAL = 10.5 ft v = 3.20 k / 10.5 ft = 304 plf Type B Wall h = 6.5 ft [WORST = 1.8 ft MOT = 304 plf 6.5 ft 1.8 ft = 3.46 kft MR = (15 psf * 2.0 ft + 12 psf 6.5 ft) * (1.8ft)' / 2 0.6 = 0.10 kft + 0 Ib * 0.0 ft + (5001b * 1.8 ft = 0.88 kft + 0.10 kft = 0.97 kft T = 3.46kft - 0.97kft / 1.8 ft = 1.42 k + 0.00 k = 1.42 k See FTAO Calc Use type 1 hd on garage piers only Force Transfer Around Opening (FTAO) MPWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L, = 3.5ft Lo= 6.Oft L2 = 3.5ft V= 1.27 k vA= -42 pif vo= 261 plf VF= -42 pif hu = 1.0 ft F, = 0.78k F2 = 0.78k vB= 181 pif vG= 181 pif ho= 5.0 ft F, = 0.78k F2 = 0.78k hL= 2.0 ft vc _ -42 pif VE= 261 pif VH= -42 pif y H = 0.78k H = 0.78k H=j 1.27 k 8.0 ft) / 13.0 ft = 0.78 ki H:W Ratios 5.0 ft : 3.5ft = 1.4 : 1 vh = 1.27k/ 7.0ft= 18,1 plf 5.0 ft : 3.5ft = 1.4 : 1 VV=1 0.78k/ 3.0 ft= 261 plf Use: Tvne A Wall 261 plf* 6.00 ft= 1.56 k F, = ( 1.56 k* 3.5 ft) 7.0ft= 0.78k FZ= ( 1.56 k* 3.5 ft)/ 7.0 ft= 0.78 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft + 12psf* 8.Oft) * (13.0 ft)A2 * 0.6/2] + ( 0.0 ft *5001b) = 1 6.39 kft T=1 0.78 kft- (6.39 kft / 13.0 ft) = 0.29 k +0.00k= 1 0.29 k No hd rea'd Force Transfer Around Opening (FTAO) WRwU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L, = 3.5ft Lo = 5.Oft L2 = 4.0ft V= 1.97k vA= 26 plf yp= 355 plf vF= 26 plf hu = 1.0 ft F, = 0.83k F2= 0.95k vB= 263 plf vG = 263 plf ho= 5.0 ft F, = 0.83k F2= 0.95k hL= 3.O ft vc= 26 plf VE= 355 plf VH= 26 plf y H = 1.42k H= 1.42k H=j 1.97 k ' 9.0 ft) / 12.5 ft-=-T- 1.42 k H:W Ratios 5.0fi : 3.5ft 1= 1.4 : 1 vh= 1.97k/ 7.5ft= 263plf 5.0ft : 4.0ft = 1.3 : 1 v„= 1.42 k/ 4.0 ft= 355 plf Use: Type B Wall 355 plf* 5.00 ft= 1.78 k F, =1 1.78 k 3.5 ft) 7.5ft= 0.83k F2=1 1.78 k* 4.0 ft)/ 7.5 ft- 095k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 511+ 12psf* 9.0 ft) * (12.5 ft)^2 *0.6/2 j + ( 0.0 ft *5001b) = 1 8.58 kft T= 1.42 kft- ( 8.58 kft / 12.5 ft) = 0.73 k +0.00k= 0.73 k No hd req'd -_ �PWU ENGINEERING ' Force Transfer Around Opening (FTAO) INC. Diekmann Technique @ Main Floor Line 3 L, = 3.5ft Lc)= 6.Oft L2 = 3.6ft V= 2.13k vA= -117 plf vp= 491 plf yr= -117 pif hu = 1.0 ft F, = 1.47k F2 = 1.47k vg= 304 plf vG= 304 plf ho = 6.0 ft F, = 1.47k F2 = 1.47k hL= 2.0 ft vc _ -117 plf VE= 491 plf vH = -117 pif y H = 1.47k H = 1.47k H=j 2.13k 9.0 ft / 13.Oft= 1.47k H:WRatios 6.0 ft : 3.5 ft 1= 1.7 : 1 vh = 2.13 k/ 7.0ft= 3014 plf 6.0 ft : 3.5ft 1= 1.7 : 1 v„= 1.47 k/ 3.0 ft= 491 pif Use: Type B Wall F=1 491 plf* 6.00 ft= 2.95 k F, = (2.95 k* 3.5 ft) 7.Oft= 1.47k F2= (2.95 k 3.5 ft)/ 7.0 ft = 1.47 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5 ft+ 12psf' 9.0 ft) ' (13.0 ft)^2 - 0.6/2 ] + ( 13.0 ft *5001b) = l 15.7801 T=1 1.47 kft- ( 15.78 kft / 13.0 ft ) = 0.26 k +O.00k= 1 0.26 k No hd rea'd e e A B •�' it (D- W4 B4 CTIIRYL MTRA'f1 VYGI! I I i �r um ma m�v A)MT!Fl!�OR tlMf 1q�rtAolt111aD UPPER FLOOR LATERAL PLAN y.�Q RR RM Il11CO .2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . .......... .......... vim• J I . . . . . . . . . TT Nw NM R41 I/ T' MAIN FLOOR LATERAL PLAN B n & V A. ro n 1 41 ------- _ ann�w unwaw a ------------ T1• d1• it o•a r---- e L J m r ewmsm ue�and neu' ry un'ee crt n�a role nnv e�nra UPPER FLOOR LATERAL PLAN rovwnm ue da mu snw rne�n rw qr ae» rawrueeinm g B B A. !'-17 4'-0' i e e nii 2 fi ro a wwnm u:am m�enw• n�e4n rye wr wwa R'RrtMK11C0 �.A. P-Y Tr B B 1 MY m rCe 110.Dalltl �O iYIL ilMllt rur ee xexm�row sma�rorasm+ me»a wxttvre reg uwu nio eorra+u acerae re.oer wv �cioee r�•-rrw• rew oeua My MAIN FLOOR LATERAL PLAN NL1-0' HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor nchor Tensio NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Come S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=6675 w=667 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 w-667 , w-667 , w=6675 w=6675 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 PA138-36, 10"min PA138-36, 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 rein anchor with vert rein 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 15d @ 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 REO'DON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC) Lb/Ft (WIND) A 16" OSB (1) SIDE 8d 6" 12" " Dia.A.B. @ 30"o/c 16d @ 4"c/o A35 @ 24"o/c 255 357 B 16"OSB (1) SIDE(f) 8d 4" 12" Dia.A.B. @ 18"o/c (m) 16d @ 2i"o/c A35 @ 15"o/c 395 553 C 16"OSB (1) SIDE(e,f) Sd 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12" c/o 505 707 D s"OSB (1) SIDE (e,f) 8d 2" 12" z"Dia.A.B. @ 11"c/o (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E —'e"OSB (2) SIDE(d,e,f) 8d 6" 12' Z"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12" c/o 510 714 F 16"OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" z'Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggeredA35 @ 6"o/c 790 1106 G 16"OSB (2) SIDE(d,e,f) 8d 3"Staggered 12" 'q"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGAI0KT @ 8"o/c 1010 1414 H „s'OSB (2) SIDE(d,e,f) 8d 2"Staggered 12" 2'Dia.A.B. @ 5z'o/c (m) 16d @ 1z"o/c(2)rows staggered HGAI0KT @ 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"xY"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. J) 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. UL.VPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineedng@comcast.net /12 LZo f2st-' 24(W)' 21f, 2(of1p R= 2.-73k (� 2.lok GT-*2 L = 27r 2roPt� GT R: 2sgk 2.►ok GT#3 T 2-p' T t-1-723k �f-9vk 2.Syk 20' q.X1, Lz 2d ._ 2fofi� i L HDR @ Roof MR�PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 =60 in Fully Braced?j Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 lb 5 0 Ib Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -238 pif -350 pif -588 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL U480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 600 -400 w -200 a 0 0 m 5.00 ft 200 400 600 R1 R2 1.47 k 1.47 k 800 PM Engineering Inc 02013,Software v1.02,3I )14 HDR @ Roof MPWU ENGINEERING INC. Results -800 -600 -400 -200 a 0 0 200 5.00 ft 400 R2 600 600 1.47 k 1.47 k 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 595 Ib 875 Ib 1470 Ib 1.47 k RZ 595 Ib 875 Ib 1470 Ib 1.47 k Size: 2000 (1) 4x8 DF#2 1500 1000 A 25.38 int a 500 S 30.66 ina -, 0 1 111.15 in4 N -500 Fy' 180 psi -1000 Fe 1260 psi -1500 Ex 106 1.60 -2000 VAllowable 1 3.05 k 2000 MAllowable 1 3.22 k-ft Design values are based off NDS 2005 Edition,published by American a 1500 -- Mod Council. 1000 m E ShearMoment 0 500 VMAX 1.47 k MMAX 1.84 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft ° Ratio 0.48 Ratio 0.57 0.00 OK OK -0.01 'c Deflection `o -0.02 TL LL a -0.03 --- Actual 0.05 in 0.03 in o -0.04 Criteria 0.25 in 0.13 in Ratio 0.19 0.22 -0.05 OK OK PM Engineering Inc 02013,Software v1.02,3/06114 i HDR @ GT2 RPWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 =60 in Fully Braced Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -11481b -16881b -28351b 0.75 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature?l T< 1007 Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -238 plf -350 plf -588 plf 0.00 ft 0.75 ft 0.75 ft 2 -51 pif -75 plf -126 pif 0.75 ft 5.00 ft 4.25 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U2400.25 in 5 0 plf 0.00 ft LL 0480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 pif 0.00 ft 3 0 pif 0.00 ft 4 0 pif 0.00 ft 5 0 pif 0.00 ft -800 -2.84 k -600 -400 w -200 a a 0 200 5.00 ft R2 0.77 k 400 600 R1 3.05 k 800 PM Engineering Inc.02013,Software 0.02,3/0 114 HDR @ GT2 MPWU ENGINEERING INC. Results -800 2.84 k -600 -400 w -200 n m 0 if 200 5.00 ft 0 R2 k 400 600 R1 3.05 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 1233 Ib 1813 Ib 3045 Ib 3.05 k R2 310 Ib 456 Ib 766 Ib 0.77 k Size: 4000 (1) 4x10 DF#2 3000 A 32.38 in' a 2000 S 49.91 in' 1 230.84 in4t 1000 U) F, 180 psi 0 Fl 1080 psi E' x 106 1.60 °00 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by Amencan d Wood Counal. 1500 c E 000 Shear Moment 2 500 VMAX 3.05 k MMAX 2.12 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft ° Ratio 0.78 Ratio 0.47 0.00 OK OK c -0.01 Deflection `o 0'01 TL LL d -0.02 Actual 0.02 in 0.01 in o 002 Criteria 0.25 in 0.13 in Ratio 0.08 0.10 0.03 OK OK PM Engineering Inc®2013,Sokwam v1.02,3/ Vl,l HDR @ GT3PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 = 60 in Fully Braced Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -16401b -24001b -40401b 0.75 ft Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Cp 1.00 # DL LL TL Start End Total Cv 1.00 1 -170 pif -250 plf -420 pif 0.00 ft 0.75 ft 0.75 ft 2 -68 plf -100 plf -168 plf 0.75 ft 5.00 ft 4.25 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.25 in 5 0 plf 0.00 ft LL U480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 w -200 c 0 0 200 5.00 ft R2 1.04 k 400 600 R1 800 4.03 k PW Engineering Inc.02013,Software v1,02,3JM114 HDR @ GT3 \" PWU ENGINEERING INC. Results -800 -600 -400 w -200 n -e 0 A R2 200 5.00 ft 1.04 k 400 600R1 800 4.03 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 1635 Ib 2394 Ib 4029 Ib 4.03 k R2 422 Ib 618 Ib 1040 Ib 1.04 k Size: 5000 (1) 3'/zW" GL 4000 A 31.50 in' 3000 2000 - S 47.25 in' d 1000 - 1 212.63 in4 y F� 265 psi 0 -1000 Fe 2400 psi E' x 106 1.80 2000 VAllowable 1 5.57 k 4000 MAllowable 1 9.45 k-ft Design values are based oM BOISE GLULAM SpeaMer Guide, a 3000 ------- published by Boise Cascade EWE dated=8/13. 2000 E E ShearMoment 0 1000 - VMAX 4.03 k I MMA2.90V 5.57 k Mo Allowable AlloRatio 0.72 Ra0.00 OK 0.01 —- Deflection o TL LL a o.oz -- Actual 0.03 in 0.02 in o Criteria 0.25 in 0.13 in Ratio 0.11 0.13 -0.03 OK OK PW Engineenng Inc 02013,SofMafe v1,02,3M/14 Beam #1PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft 1 =42 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?�— No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib 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 pif -220 pIf 0.00 ft 3.50 ft 3.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.18 in 5 0 plf 0.00 ft LL U480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 -150 -100 -50 a 0 N 50 3.50 ft 100 150 R1 R2 200 0.39 k 0.39 k 250 PM Engineering Inn®2013,Software vt 02,3106/14 Beam #1 MPWU ENGINEERING INC. Results -250 -200 -150 -100 w -50 a a 0 m 3.50 ft � 50 100 150 R1 R2 200 0.39 k 0.39 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 Rf 105 Ib 280 Ib 385 Ib 0.39 k R2 105 Ib 280 Ib 385 Ib 0.39 k Size: 600 (1) 2x14 DF#2 400 A 19.88 in' g 200 S 43.89 in' 0 a, 1 290.78 in4 y zoo Fv1 180 psi -400 Fe 810 psi E' x 106 1.60 soo VAllowable 2.39 k 400 MAlloweble 2.96 k-ft Design values are based off NDS 2005 Edition,published by Amenoan .0 300 P dCouncil. 200 E E ShearMoment 00 VMAX 0.39 k MMAX 0.34 k-ft VAllowable Allowable 2.39 k M 2.96 k-ft Ratio 0.16 Ratio 0.11 0.00 OK OK 0.00 Deflection a 0.00 TL LL m Actual 0.00 in 0.00 in o 0.00 — Criteria 0.18 in 0.09 in Ratio 0.01 0.01 0.00 OK OK PM Engineering Inc.W013,Software v1.02,31M14 Beam #2 7Rt ENGINEERING INC. Loads and criteria Total Span:1 13.00 ft = 156 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -105 Ib -280 Ib -385 Ib 6.50 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100`F Uniform Loads Load Factors Load ExtentCp 1.00 # DL LL TL Start End Total CV 1.00 1 -143 plf -380 pif -523 plf 0.00 ft 6.50 it 6.50 ft 2 -203 plf -540 plf -743 plf 6.50 ft 13.00 ft 6.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.65 in 5 0 plf 0.00 ft LL U480 0.33 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1500 — -1000 -500 w -0.39 k a v 0 0 13.00 ft 500 R1 1000 3.95 k R2 4.66 k 1500 — PW Engineenng Inc W013,Softare vi 02.3/06114 Beam #2 MPWU ENGINEERING INC. Results -1500 -1000 -500 a c 0 M 13.00 k 500 1000 R1 3.95 k R2 4.66 k 1500 Type: Reactions (k) Boise Glulam 24F-V4 DL LL I TL TLR, 1076 Ib 28701b 39461b 3.95 k R2 1271 Ib 33901b 46611b 4.66 k Size: 6000 (1) 5'/2'x12" GL 4000 --- A 66.00 Ina s 2000 S 132.00 in3 0 m 792.00 in4 u -2000 F„' 265 psi Fti 2400 psi X000 F x 106 1.80 -6000 VAllowable 11.66 k 20000 MAllowable 26.40 k-ft Designvalues are basedoff BOISE GLULAM Speafer Guide, L 1641)0 published by Boise Cascade ENR dated 0928113. 10000 ---- E E Shear Moment 0 5000 VMAx 4.66 k MMAXM26.4O V 11.66 k M Allowable AllowablRatio 0.40 Ratio 0.00 OK -0.10 Deflection `o -0.20 TL LL d Actual 0.31 in 0.22 in o -0.30 ---- --- - -- Criteria 0.65 in 0.33 in Ratio 0.47 0.69 -0.40 OK OK PM Engineenng Inc.02013,Software v1 02,3/06114 Beam #3 PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft 1 = 84 in ' Fully Braced?i Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 Ib Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -60 pif -160 plf -220 plf 0.00 it 7.00 ft 7.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL 02400.35 in 5 0 plf 0.00 ft LL 0480 0.18 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 -150 -100 -50 a 0 0 m 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 PM Engh.e nng Ina 02013,Software O 02,3/W14 Beam #3 7MPWU ENGINEERING INC. Results -250 -200 -150 -100 a -50 0 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 210 Ib 560 Ib 770 Ib 0.77 k R2 210 Ib 560 Ib 770 Ib 0.77 k Size: 1000 (1) 2x14 DF#2 soo A 19.88 iri s S 43.89 in 0 m 1 290.78 in4 w F, 180 psi -500 Fe 810 psi E'x 106 1.60 000 VAllowable 2.39 k 1500 MAllowable 2.96 k-ft Design values are based oR ND52005 Edition,published by Ahlencan a 1401) wood Couni c ry Shear Moment o Soo s VMAX 0.77 k MMAX 1.35 k-ft VAllowable Allowable 2.39 k M 2.96 k-ft 0 Ratio 0.32 Ratio 0.45 0.00 OK OK _ 0.01 Deflection `o TL LL -0. 0 02 Actual 0.03 in 0.02 in o Criteria 0.35 in 0.18 in Ratio 0.07 0.11 -0.03 OK OK PM Engineering Inc 42013,Software v1.02,3/06/14 Beam #4 �PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft 1 =48 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?l No 1 # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No� 4 0 Ib 5 0 l i Sustained Temperature? T5 100`F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.40 1 -247 pif -240 pif -487 plf 0.00 ft 1.50 ft 1.50 ft 2 -68 plf -100 plf -168 plf 1.50 ft 4.00 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U500 0.10 in 5 0 plf 0.00 ft LL U500 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 -200 a a 0 m J 200 4.00 ft 400 R2 0.43 k 600 R1 800 0.72 k PM Engineering Inc.02013,Software v1.02,3/06114 Beam #4 � ENGINEERING INC. Results -800 -600 -400 w -200 a v 0 200 4.00 ft 400 R2 0.43 k 600 R1 800 0.72 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 8 R1 354 Ib 371 Ib 725 Ib 0.72 k R2 186 Ib 239 Ib 426 Ib 0.43 k Size: 800 A 25.38 in' 400 (1) 4x8 DF#2 600 s 200 S 30.66 in' 0 1 111.15in4 w F� 180 psi -200 Flip. 1260 psi 400 E' x 10' 1.60 -600 VAllowable 3.05 k 600 MAllowable 3.22 k-ft 500 Design values are based off N05 2005 EEi0on,published by AMencan a 400 Mod Council 300 m Shear Moment ; zoo VMAX 0.72 k MMAX 0.54 k-ft too VAllowable Allowable 3.05 k M 3.22 k-ft Ratio 0.24 Ratio 0.17 0.00 OK OK 0.00 E Deflectiono 0.00 TL LL d -0.01 Actual 0.01 in 0.00 in o o.ot Criteria 0.10 in 0.10 in Ratio 0.09 0.05 -0.01 OK OK PM Engineenng inc.02013,Sofnvane v1.02,3106/14 Beam #5 �PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft 1 = 84 in Fully Braced Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100`F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -75 plf -200 plf -275 plf 0.00 ft 7.00 ft 7.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.35 in 5 0 plf 0.00 ft LL U480 0.18 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft l 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 -100 a a 0 m 100 7.00 ft 200 R1 R2 300 0.96 k 0.96 k 400 PM Engineering Inc.®2013,So M..v1 42,W%114 Beam #5 �PWU ENGINEERING INC. Results -400 -300 -200 w -100 a v 0 0 100 7.00 ft 200R1 R2 300 0.96 k 0.96 k 400 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 263 lb 700 Ib 963 Ib 0.96 k R2 263 Ib 700 Ib 963 Ib 0.96 k Size: 1500 (1) 4x8 DF#2 1000 A 25.38 int g 500 S 30.66 in' _, 0 d 1 111.15 in4 w 500 F„' 180 psi -1000 Fe 1260 psi -1500 E'x 106 1.60 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Editiion,Publeined by Amencsn p 1500 Mad Council 1000 E E Shear 1Moment 0 500 VMAX 0.96 k MMAX 1.68 k-ft - VAllowable Allowable 3.05 k M 3.22 k-ft 0 Ratio 0.32 Ratio 0.52 0.00 OK OK -0.02 2 Deflection a 0.04 TL LL a -0.06 Actual 0.08 in 0.06 in o o.oa Criteria 0.35 in 0.18 in Ratio 0.24 0.35 -0.10 OK OK PM Engineering Inc.02013,Software v1 02,3106114 Beam #6 F;Q�PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft 1 =42 in Fully Braced?l Yes—� Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 Ib Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.20 1 -171 plf -200 plf -371 pif 0.00 ft 3.50 ft 3.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 pif 0.00 ft TL L/240 0.18 in 5 0 pif 0.00 ft LL U480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 pif 0.00 ft 0 plf 0.00 ft 3 0 If 0.00 ft 4 0 plf 0.00 ft 5 M2 0 plf 0.00 ft 500 -400 -300 -200 w -100 n 0 m ° 100 3.50 ft 200 300 400 R1 R2 0.65 k 0.65 k 500 PN Engineenng Inc.02013,ScR are v1.02,3I%114 Beam #6 PWU ENGINEERING INC. Results -500 -400 -300 -200 w -100 a 0 A 100 3.50 ft 200 300 400 R1 R2 0.65 k 500 0.65 k Type: ions (k) L TL TL Douglas Fir-Larch #2 R1 LE3 Ib 649 Ib 0.65 k Rz Ib 649 Ib 0.65 k Size: 1000 (1) 4x10 DF#2 500 A 32.38 int g S 49.91 in 0 m 1 230.84in4 w F, 180 psi -500 Fp 1080 psi F x 106 1.60 0a0 VAllowable 3.89 k 600 MAllowable 4.49 k-ft 500 --- Design values are based off NDS 2005 Edition,published by American a 400 Wood!Council. 300 v Shear Moment ; zoo VMpx 0.65 k MMpX 0.57 k-ft 100 VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.17 Ratio 0.13 0.00 OK OK 0.00 -- Deflection o 0.00 — -- TL LL v Actual 0.00 in 0.00 in o 0.00 Criteria 0.18 in 0.09 in Ratio 0.02 0.02 0.00 OK OK PM Engineering Inc.02013,Software v1.02,3/06114 Beam #7RPWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 =60 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use?l No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T 5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.40 1 -201 pif -280 plf -481 plf 0.00 ft 5.00 It 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U2400.25 in 5 0 plf 0.00 ft LL U480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -600 -400 -200 o. v 0 5.00 ft 200 -- ---- ----- — 400 R1 R2 1.20 k 1.20 k 600 --- PW Engineenng Inc.®2013,Software v1.02,3/06114 Beam #7 PWU ENGINEERING INC. Results -600 -400 -200 w a 0 5.00 ft 200 400 R1 R2 1.20 k 1.20 k 600 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 503 Ib 700 Ib 1203 Ib 1.20 k R2 503 Ib 700 Ib 1203 Ib 1.20 k Size: 1500 (1) 4x8 DF#2 1000 A 25.38 in' 500 ----- S 30.66 in' o m 111.15 in4 y -500 F,' 180 psi -1000 -- Fti 1260 psi F x 106 1.60 1s00 VAllowable 1 3.05 k 2000 MAllowable 1 3.22 k-ft Design values are based oR NDS 2005 Edition,published by Amencan d 1500 - — -- Waodcounm. 1000 m Shear Moment s 500 VMAX 1.20 k MMAX 1.50 k-ft V 3.05 k M 3.22 k-ft ° Allowable Allowable Ratio 0.39 Ratio 0.47 0.00 OK OK -0.01 Deflection `s -0.02 TL LL d Actual 0.04 in 0.02 in o -0.03 — -- Criteria 0.25 in 0.13 in Ratio 0.15 0.18 -0.04 OK OK PM Engineering Inc 02013,ScOware v1.02,3105/14 Beam #8PWU ENGINEERING INC. Loads and criteria Total Span: 3.75 ft =45 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? Ts 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -426 pif -880 If -1306 If 0.00 ft 3.75 ft 3.75 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U2400.19 in 5 0 plf 0.00 ft LL U480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1500 -1000 -500 w c 0 0 m 3.75 ft J 500 1000 R1 R2 2.45 k 2.45 k 1500 PM Engineenng Inc.02013,Safmare v1,02,3106114 Beam #8 RHR>PWU ENGINEERING INC. Results -1500 -1000 -500 w n 0 0 3.75 ft 500 1000 R1 R2 1500 2.45 k 2.45 k Type: Reactions (k) DL LL TLTL Douglas Fir-Larch #2 R, 799 Ib 1650 Ib 2449 Ib [2.45 k R2 799 Ib 1650 Ib 2449 Ib45 k Size: 3000 (1) 4x8 DF#2 2000 A 25.38 in' s 1000 ---- S 30.66 in' o m 1 111.15 in4 u -loan --- F,' 180 psi zona Fe 1260 psi F x 106 1.60 -3000 VAllowable 1 3.05 k 2500 MAllowable 1 3.22 k-ft 2000 Design values are based an NOS 2005 Edition,published by Amencan a Wood Cound x 1500 c E 1000 -- ShearMoment 2 500 VMAX 2.45 k MMAX 2.30 k-ft V 3.05 k M 3.22 k-ft 0 Allowable Allowable Ratio 0.80 Ratio 0.71 0.00 OK OK -0.01 Deflection `o_ -002 TL LL d Actual 0.03 in 0.02 in o -0.03 — - Criteria 0.19 in 0.09 in Ratio 0.17 0.23 -0.04 OK OK PW Engineenng Inc,C2013 Scfware v1 02,3/06/14 HDR @ Den RMPWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft 1 = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated?i No —� # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib i 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T< 100"F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.20 1 -250 plf -370 If -620 If 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U500 0.14 in 5 0 plf 0.00 ft LLI U500 1 0.14 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft 800 -600 -400 -200 a a 0 m 0 200 6.00 ft 400 — 600 R1 R2 1.86 k 1.86 k 800 PM Engineenng Inc.®2013,Software v1 02,3/06/14 HDR @ Den MPWU ENGINEERING INC. Results -800 -600 -400 w -200 a 9 200 6.00 ft 400 600 R1 R2 1.86 k 1.86 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 750 Ib 11101b 18601b 1.86 k Rz 750 Ib 1110 Ib 1860 Ib 1.86 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 int H 1000 S 49.91 in' 0 m 1 230.84 in4 N -loon F,' 180 psi -2000 Fid. 1080 psi -3000 E'x 108 1.60 VAllowable 3.89 k 3000 MAII.Idle 4.49 k-ft 2500 Design values are based W N0. 2Wb Edition,published by American a 2000 Woad Caunal. 1500 a Shear Moment ; 000 VMAX 1.86 k MMAx 2.79 k-ft 500 VAllowable 3. Allowable 89 k M 4.49 k-ft 0 Ratio 0.48 Ratio 0.62 0.00 OK OK 0.02 Deflection `o TL LL 0 -0.04 — Actual 0.05 in 0.03 in o Criteria 0.14 in 0.14 in Ratio 0.34 0.20 -0.06 OK OK PM Engineenng Inc X2013,Software 0.02.3M/14 HDR @ 1-Car Garage RQt ENGINEERING INC. Loads and criteria Total Span: 8.00 ft 1 = 96 in Fully Braced?j No Unbraced Length:1 8.00 ft Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -850 Ib -12501b -21001b 6.75 ft Repetitive Use?r No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100`F Uniform Loads Load Factors Load Extent CO 1.00 # DL LL TL Start End Total CV 1.00 1 -131 plf -75 pif -206 pif 0.00 ft 6.75 ft 6.75 ft 2 -267 plf -275 plf -542 plf 6.75 ft 8.00 ft 1.25 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.40 in 5 0 plf 0.00 ft LL U480 0.20 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 pif 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -600 -400 -2.10 k -200 a v 0 R1 S.00ft 200 1.18 k 400 2.98 k 600 — PN Engineenng Inc.02013,Software v1 02,31WI14 HDR @ 1-Car Garage IQ�PWU ENGINEERING INC. Results -600 -400 -2.10 k -200 n 0 0 R1 8.00 ft 200 1.18 k 400 R2 2.98 k 600 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 670 Ib 515 Ib 1185 Ib 1.18 k R2 1398 Ib 1585 Ib 2983 Ib 2.98 k Size: 2000 (1) 3%"x9" GL 1000 A 31.50 in' g 0 S 47.25 in' W -1000 a, 212.63 in4 N -2000 --- Fv1 265 psi -3000 Fe 2323 psi F x 106 1.80 X000 VAllowable 1 5.57 k 4000 MAllowable 1 9.15 k-ft Design values are based W BOISE GLULAM Spender Guide, $ 3000 — — puWisned by Boise Cascade EV dated=W13. 2000 - m Shear Moment 0 1000 VMAX 2.98 k MMAx M3.41k-ftVAllowable 5.57 k MAllowable0 Ratio 0.54 Ratio 0.00 OK 'c - -0.05 Deflection `0 TL LL Actual 0.10 in 0.05 in o 0.10 ----- - Criteria 0.40 in 0.20 in Ratio 0.25 0.24 -0.15 OK OK PM Engineenng Inc.02013,Software v1.02,3/06/14 HDR @ 2-Car Garage 5PWU ENGINEERING INC. Loads and criteria Total Span:j 16.00 ft I = 192 in Fully Braced?j No Unbraced Length:1 16.00 ft Point Loads Load Location Pressure Treated?l No # DL LL TL 1 201b Repetitive Use? No 2 3 Wet Service? No 4 Sustained Temperature? T!5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total Cv 1.00 1 -165 If -125 pif -290 plf 0.00 ft 16.00 ft 16.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U2400.80 in 5 0 plf 0.00 ft LL U480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 -100 n a 0 A 16.00 ft 100 200 — — 300 R1 R2 2.32 k 2.32 k 400 PM Engineenng Inc.W013,SclUam v1.02,3M/14 HDR @ 2-Car Garage MPWU ENGINEERING INC. Results -400 -300 -200 w -100 a a 0 A -�' 100 16.00 ft 200 300 R1 R2 2.32 k 2.32 k 400 Type: Reactions (k) Boise Glulam 24F-V4 R1 DL LL TL JTL 1320 Ib 1000 Ib 2320 Ib 2.32 k R2 1320 Ib 1000 Ib 2320 Ib 2.32 k Size: 3000 (1) 3'/2'x10Y2' GL 2000 A 36.75 in' 1000 S 64.31 in' 0 m 1 337.64 in4 y -1000 F,' 265 psi -2000 Fti 2032 psi F x 105 1,80 3oa0 VAllowable 1 6.49 k 10000 MAllowable 1 10.89 k-ft 8000 Design values are based on B015E GLUTAM Spec er Guide, L published by Boise Cascade ENP dated 0228113. 6000 c E 4000 Shear Moment 0 zoo° VMAX 2.32 k MMAX W21k-ft V 6.49 k M Allowable AllowableRatio 0.36 Ratio 0.00 OK -0.20 Deflection o -0.40 TL LL v Actual 0.70 in 0.30 in o -0.60 -- -- Criteria 0.80 in 0.40 in Ratio 0.88 0.76 °80 OK OK P"Engineering Ina®2013,Software vl.02,3106114 HDR @ Greatroom -PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 = 601n Fully Braced?l Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -12331b -18131b -30461b 1.50 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CV 1.00 1 -477 plf -730 If -1207 plf 0.00 ft 1.50 ft 1.50 ft 2 -239 plf -380 plf -619 plf 1.50 ft 5.00 ft 3.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 025 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -2500 -2000 -3.05 k 1500 -1000 C -500 a 0 m 2 500 5.00 ft 1000 R2 1500 2.59 k 2000 R1 2500 4.43 k PM Engineenng Inc 02013,Software vi 02,31M14 HDR @ Greatroom MPWU ENGINEERING INC. Results -2500 -2000 —tiff -1500 -1000 a -500 0 0 500 5.00 ft 1000 R2 1500 2.59 k 2000 R1 2500 4.43 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R� 1763 Ib 2665 Ib 4428 Ib 4.43 k R2 10201b 15731b 25921b 2.59 k Size: 6000 (1) 3'Y2"x9" GL 4000 A 31.50 in' a 2000 S 47.25 in' 1 212.63 in4 t 0 N F,' 265 psi -2000 Fe 2400 psi -4000 F x 106 1.80 VAllowable 1 5.57 k 6000 MAllowable 1 9.45 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, L 4600 published by Boise Cascade EW dated 0228113. 3000 y 2000 Shear Moment s 1000 VMAX 4.43 k MMAX 5.28 k-ft 0 VAllowable Allowable 5.57 k M 9.45 k-ft -1000 Ratio 0.80 Ratio 0.56 0.00 OK OK -0.02 Deflection `o TL LL d -0.04 Actual 0.06 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.22 0.27 o.Os OK OK PM Engineering Inc.02013,Software v1.0,310&14 HDR @ Kitchen PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 = 60 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?lo # DL LL TL 1 -11051b -16251b -27301b 4.75 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T< 100`F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total Cv 1.00 1 -290 plf -455 plf -745 plf 0.00 ft 4.75 ft 4.75 ft 2 -477 plf -730 plf -1207 plf 4.75 ft 5.00 ft 0.25 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.25 in 5 0 plf 0.00 ft LL U480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 pif 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft 2500 -2000 -1500 -1000 -500 a v 0 ° 500 5.00 ft R1 1000 2.00 k 1500 R2 2000 4.57 k 2500 PM Englncennq Inc.02013,Software v1.02,3/M)14 HDR @ Kitchen PWU ENGINEERING INC. Results -2500 -2000 -1500 -2.73 k -1000 -500 a 0 A 500 R1 5.00 ft 1000 2.00 k 1500 R2 2000 4.57 k 2500 Type: g1bj tions (k) L TL TL Boise Glulam 24F-V4 R1 0 Ib 2001 Ib 2.00 k Rz 8 Ib 1 4567 Ib 1 4.57 k Size: 4000 (1) 3'/2'x9" GL 2000 A 31.50 in' a 0 S 47.25 in3 1 212.63 in4t -2000 - N F, 265 psi 4000 F; 2400 psi F x 106 1,80 -6000 VAllowable5.57 k 3000 MAllowable 9.45 k-ft 2500 -- - UesignvalueSare baSedOff B E LULAM Specifier Guide, a published by Boise Cascade EWP dated 0228113. 2000 — 1500 a 0 1000 - Shear Moment VMA% 4.57 k MMAX 2.69 k-ft 500 VAllowable Allowable 5.57 k M 9.45 k-ft 0 Ratio 0.82 1 Ratio 0.28 0.00 OK OK -0.01 - Deflection `g o.oz - -- TL LL d Actual 0.03 in 0.02 in o -0.03 --- Criteria 0.25 in 0.13 in Ratio 0.13 0.16 -0.04 OK OK PW Engineenng Inc.®2013,Software v1.02,3106114 HDR @ Nook RHMPWU ENGINEERING INC. Loads and criteria Total Span:j 8.00 ft 1 96 in Fully Braced Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -11901b -17501b -2940 Ib 2.00 ft Repetitive Use? No 2 -595 Ib -875 Ib -1470 Ib 7.00 ft 3 0 Ib Wet Service?l No 4 0 Ib 5 11b Sustained Temperature? T!5 100-F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total Cv 1.00 1 -239 plf -380 plf -619 plf 0.00 ft 7.00 it 7.00 ft 2 -477 plf -730 plf -1207 plf 7.00 ft 8.00 ft 1.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.40 in 5 0 plf 0.00 ft LL 4480 0.20 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -2500 -2000 -1500 -1000 -1.47 k -500 n v 0 ry 500 8.00 ft 1000 1500 2000 R1 R2 4.90 k 5.05 k 2500 PM Engineenng Inc.02013,Software v1.02,3/06114 HDR @ Nook W— R�PWU ENGINEERING INC. Results -2500 -2000 -1500 -2'94 k -1000 -1.47 k C' -500 a 0 500 8.00 ft 1000 1500 2000R1 R2 4.90 2500 k 5.05 k Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 Rf 1936 Ib 2964 Ib 4900 Ib 4.90 k R2 1995 Ib 3051 Ib 5047 Ib 5.05 k Size: 6000 (1) 3'/2'x10'/2' GL 4000 A 36.75 in' E 2000 — S 64.31 in 0 m 1 337.64 in4 h -2000 F, 265 psi .4000 Fe 2400 psi E' x 10' 1,80 sono VAllowable 1 6.49 k 10000 MAllowable 1 12.86 k-ft 8000 Design values are based off BOISE ULULAM Specifier Guide, X) published by Boise Cascade EW dated 02128113. S 600 C E 4000 Shear Moment 0zo0o VMAX 5.05 k MMAX 8.98 k-ft VAllowable Allowable 6.49 k M 12.86 k-ft 0 Ratio 0.78 Ratio 0.70 0.00 OK OK � -0.05 Deflection a -010 – - TL LL d Actual 0.17 in 0.11 in o 0.15 Criteria 0.40 in 0.20 in Ratio 0.44 0.53 0.20 OK OK PW Engineenng Inc 02013,Software v1.02,3106114