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Specifications r(\ -f 9-C te t (5N �Pwu ENGINEERING INC. Email: pwuengineerinq(a�comcast.net 4 ) a� Ph: (503) 810-8309 1 Structural Calculations: Job # LEN15427 Date: 12/14/15 Project: Bainbridge A Master Reuse Garage Right Lot 20, Oak Crest, Tigard, OR Lennar Homes w v 19421 PE 4' I -EGON Y22 \ y/LIP \1 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 Bainbridge A Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=26.0' approximately. MFRS Direction 111141 End Zones Mt% 111111 1�" NNVtRS Direction 2a End Zones Note:End zone may occur at any corner of the building. a= .10*40' =4' or for h=26' a= .4(h)=.4(26')= 10.4' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: DI seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R=6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)] W V= .100 W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf IIIMIIIIIC'IIliI IIIIMIIUIII1t11M11IIlMIIIIIMIIilIIIuII1M111iu1MI1iIIMIIi1IMIUIUIIIII11II1IMIIUIMMu.IM0i11MIli1,gIiIIIIII11 i1,IMIi1,IIVI,,I►lU.IMIUIMUIIIMIIIIUIUIIMIIIIIMIUI IMIIIIIIIIUIMIIIIIMIUIIMI1111MIIUIMIII,I11UIM1gUIMI111iNU11M111 i'IIIMIIUIMi1111►'1UIM111111IIt,IM11111M11111111111M11111111111MIIIIIIIIIIIMIIUIMIIIIIMIWIRIUI 1111111 111MIIU1►11IIIM1 0 III:UIMIIUIP:'111i i,,MUIIMIIIIIMIIUIMIIIIIM@IIIMIWIMIIIIIMIIIIIMIIUIMIIIIIMIIUIMIIIIIMII'i\Ii111M19111MIWl►!UIIM IIU1911MIIII IVOI11;'11IMI11IIMIU11MIUIIMI1111M11111M1111IIII111MIIIIUIIIUIIIIIIMIIUIIIIIIIMNIII\II:c'`►12111M'PIILIIII CI,IMICIiiMIltLu,1'IIMI;II IMIIIIIMIUi1MIU11■IUIIIN1iiMIIII'.i1U1111111111111MIIIIIMNIIIMIIUIIIIii.MMlNI111111IMi11 idlIMIC!IIMI 'Ill!I.Miil11MIuI11■IllilMI1111MI1111MIiiIMI1111Mi1111M11111MI,I111l11IIMI1111MIIIMuIU71►ii,11INI P_eIU1111. 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Project Bainbridge A `v Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V=[1.2 Sps/(R x1.4)]W Category R SOS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf I V= 0.100*W1 Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 44ft] = 101.4 plf < 130.0 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 64 ft] + 101.4 plf= 274.6 plf < 310.1 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 274.6 plf= 274.6 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 134.0 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] !+ 92.2 plf= 200.4 plf < 288.6 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 200.4 plf= 200.4 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads ? PWU ENGINEERING INC. Project Bainbridge A High Roof Diaphragm -Upper Floor Walls Line A P = 2.60 k LTOTAL = 27.5 ft v = 2.60 k / 27.5 ft = 95 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 95 plf * 8.0 ft * 13.0 ft = 9.83 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (13.0ft)2 / 2 * 0.6 = 6.39 kft + (0 lb * 0.0 ft) ' + (0 lb * '' 0.0 ft) = 0.00 kft + 6.39 kft = 6.39 kft T = (9.83kft - 6.39kft) / 13.0 ft = 0.26 k + 0.00 k = 0.26 k No hd req'd Line B P = 2.60 k LTOTAL = 28.0 ft v = 2.60 k / 28.0 ft = 93 plf Type A Wall h = 8.0 ft LwoRsr = 6.0 ft MOT = 93 plf * 8.0 ft * 6.0 ft = 4.46 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 1.36 kft + (0 lb * 0.0 ft) + (0lb * 0.0ft)i' = 0.00 kft + 1.36 kft = 1.36 kft T = (4.46kft - 1.36kft) / 6.0 ft = 0.52 k + 0.00 k = 0.52 k No hd req'd Line 1 P = 2.95k LTOTAL = 17.0 ft v = 2.95 k / 17.0 ft = 173 plf Type A Wall h = 8.0 ft LWORST = 6.0 ft MOT = 173 plf * 8.0 ft * 6.0 ft = 8.33 kft MR = (15 psf * 10.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 2.66 kft + (0 lb * 0.0 ft) + (500 lb * i6.0ft); = 3.00 kft + 2.66 kft = 5.66 kft T = (8.33kft - 5.66kft) / 6.0 ft = 0.44 k + 0.00 k; = 0.44 k No hd req'd See FTAO Calc Line 3 P = 2.95 k I I LTOTAL = 18.5 ft I v = 2.95 k / 18.5 ft = 159 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 6.20 k LTOTAL = 56.0 ft v = 6.20 k / 56.0 ft = 111 plf Type A Wall h = 9.0 ft LWORST = 56.0 ft MOT = 111 plf * 9.0 ft * 56.0 ft = 55.81 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (56.0ft)2 / 2 * 0.6 = 129.8 kft + (0 lb * 0.0ft) + (0 lb * 0.0ft) = 0.00 kft + 129.8 kft = 129.8 kft T = (55.81 kft - 129.8kft) / 56.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 6.20 k LTOTAL = 34.5 ft v = 6.20 k / 34.5 ft = 180 plf Type A Wall h = 9.0 ft LWORST = 16.0 ft MOT = 180 plf * 9.0 ft * 16.0 ft = 25.88 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.0ft)2 / 2 * 0.6 = 10.60 kft + (0lb * 0.0ft) '+ (500 Ib * 11.0ft) 'i= 5.50kft + 10.60kft = 16.10kft T = (25.88kft - 16.10kft) / 16.0 ft = 0.61 k + 0.00 k ;= 0.61 k No hd req'd Line 1 P = 4.80 k LTOTAL = 12.5 ft v = 4.80 k / 12.5 ft = 384 plf Type B Wall h = 9.0 ft LwORST =3.0 ft MOT = 384 plf * 9.0 ft * 3.0 ft = 10.37 kft MR = (15 psf * 3.0 ft + 12 psf * 9.0 ft) * (3.0ft)2 / 2 * 0.6 = 0.41 kft + (0lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 0.41 kft = 0.41 kft T = (10.37kft 0.41 kft) / 3.0 ft = 3.32 k + 0.00 k = 3.32 k See FTAO Calc Use type 2 hd on 3' pier only Line 2 P = 3.40,k LTOTAL = 29.0 ft v = 3.40 k / 29.0 ft = 117 plf Type A Wall h = 9.0 ft LwORST = 10.5 ft MOT = 117 plf * 9.0 ft * 10.5 ft = 11.08 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (10.5ft)2 / 2 * 0.6 = 8.53 kft + (0lb * 0.0ft) '+ (Olb * 0.0ft) '= 0.00 kft + 8.53kft = 8.53kft T = (11.08kft - 8.53kft) / 10.5 ft = 0.24 k + 0.00 k = 0.24 k No hd req'd Line 3 P = 6.04;k LTOTAL = 19.5 ft v = 6.04 k / 19.5 ft = 310 plf Type B WaII h = 9.0 ft LwORST = 9.5 ft MOT = 310 plf * 9.0 ft * 9.5 ft = 26.48 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (9.5ft)2 / 2 * 0.6 = 6.99 kft + (0 lb * 0.0 ft) + (500 Ib * 9.5 ft) = 4.75 kft + 6.99 kft = 11.74 kft T = (26.48kft - 11.74kft) / 9.5 ft = 1.55 k + 0.00 k = 1.55 k Use type 1 hd Line 4 P = 1.55'k LTOTAL = 14.5 ft v = 1.55 k / 14.5 ft = 107 plf Type A Wall h = 9.0 ftLWORST = 2-3 ft MOT = 107 plf * 9.0 ft * 2.3 ft = 2.16 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.3ft)2 / 2 * 0.6 = 0.21 kft + (0Ib * 0.0ft) + (Olb * : O.Oft) = 0.00 kft + 0.21 kft = 0.21 kft T = (2.16kft - 0.21 kft) / 2.3 ft = 0.87 k + ` 0.00 k ScS.;= 0.87 k Use type 1 hd on garage piers only Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 1 L�= 5.5ft Lo=5.0ft L2=5.5ft V= 1.80k vA=62 plf vp=226 plf vp=62 plf hu= 1.0 ft 4— F�=0.56k F2=0.56k vB= 164 plf vG=164 plf ha=4.0 ft F�=0.56k F2=0.56k —* --> h�=3.0 ft vc=62 plf VB=226 plf vH=62 plf H= 0.90k H=0.90k H=1 (1.80 k *8.0 ft) /16.0 ft=I 0.90 kl H:W Ratios 4.Oft:5.5ft =0.7:1 vh= 1.80 k/ 11.0 ft= 164 plf 4.Oft: 5.5ft =0.7:1 v„= 0.90 k/ 4.0 ft= 226 plf Use:Type A Wall F= 226 plf* 5.00 ft= I 1.13k F.1= (1.13k* 5.5ft)/ 11.Oft= 0.56k F2= (1.13 k* 5.5ft)/ 11.Oft= 0.56k Use:(2)Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [(15psf* 2 ft+ 12psf* 8.0 ft)* (16.0 ft)^2 *0.6/2] +(0.0ft *5001b)= 9.68 kft T= 0.90kft- (9.68kft /16.0ft) =0.30k +0.00k 0.30k1 No hd req'd Force Transfer Around Opening (FTAO) --- ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L�=3.8 ft Lo=3.0 ft P L2=3.8 ft V= 1.19k: vA=68 plf v0=227 plf vF=68 plf hu= 1.0 ft F1=0.34k F2=0.34k ve=159plf vc=159plf h0=4.0ft F�=0.34k F2= 0.34k h�=3.0 ft v0=68 plf vE=227 plf VH=68 plf y T H=0.91k H=0.91k H=1 (1.19k *8.0ft) /10.5 ft=I 0.91 kl H:W Ratios 4.0 ft: 3.8 ft =1.1 :1 vh= 1.19k/ 7.5ft= 159 plf 4.0 ft: 3.8ft =1.1 :1 v„= 0.91 k/ 4.0 ft= 227 plf Use:Type A Wall F= 227 plf* 3.00 ft= 0.68 k F�= (0.68k* 3.8 ft)/ 7.5 ft= 0.34 k F2= (0.68 k* 3.8 ft)/ 7.5 ft= 0.34 k Use:(2)Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [(15psf* 2ft+ 12psf*- 8.0ft)* (10.5ft)^2 *0.6/2] +(0.0ft *5001b)= 4.17kft T= 0.91 kft- (4.17kft /10.5 ft) =0.51 k +000k= 'r 0.51 kl No hd req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 Lt=5.Oft L0= 10.5 ft L2=4.5ft V=3.65k va=-70 plf v0=410 plf vF=-70 plf hu= 1.0 ft 4- 4-- F�=2.27k F2=2.04k vB=384 plf vG=384 plf h0=5.0 ft F�=2.27k F2=2.04k - -> h�=3.0 ft vc==70 p11 vE=410 plf vH=-70 plf ' T H= 1.64k H= 1.64k H=1 (3.65k *9.0ft) /20.0ft=1 1.64 kI H:W Ratios 5.0 ft: 5.0 ft =1.0:1 vn= 3.65 k/ 9.5 ft= 384 plf 5.0 ft:4.5 ft =1.1 :1 v„= 1.64k/ 4.0ft= 410plf Use:TvpeBWall F= 410 plf* 10.50ft=1 4.31 k F1= (4.31 k* 5.0 ft)/ 9.5 ft= 2.27 k F2= (4.31 k* 4.5 ft)/ 9.5 ft= 2.04 k Use:(3)Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [(15psf;* 10 ft+ 12psf* 9.0 ft)* (20.0 ft)^2 *0.6/2] +(0.0'ft *5001b)= 30.96 kft T= 1.64kft- (30.96kft /20.0 ft) =0.09k +0.00k= 0.09k1 No hd req'd e : DIM ro� � py-p. A I ceu rme DOT WRAP A e „' S6' (aRA 'o/ s�t ty-5r O I HoP Oe TT i [ gi- illk 403 ® ° c ,1 ,_l'____ e } 1 1 1 1 _,-=' [ e F A Y g L o /1� tc'-' re 0 .40 v-10# W-10` I h,''-q' 0-814* , w-w 111. e�ITI E WALL tl.ly A e WIPE WALL ll.ev TO NE SHEATHED I- SHEATHED RAP USN CSC COL• - I n)DAYS PER OT iasis CV ears rile DET FOR rTAO HMCO FOR RAD rINiHOD II 1 I L L L J UPPER FLOOR LATERAL PLAN , , 4GCI) ''-1011. TO ME WA"la" 0 2C7- -1'. = UBE Can COIL&TRAP 15=- u---.-7, 0 (3)OAT*PER PET 10/612 ,4 1 • •.i POR PT AO MENCO -4--- ___, ---a--- =9 I =q (XI dr% I . . . . /1). • . ...err-r • . . . il I - " r,, . . . . .1.. . . . . . . . . 1 A,Lit _ . 1 117r. • 4D. " _le..A ... , i .•. .• , . . . . . . • • • • / - •1• • s'-ik• • . - 1 II i Ar. AE7 I. T-'11 T- 11 v . 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[l.1954 . © 4T.j[4 s-1 -e 6 41r I F • • ‘...I.,iu A i1 i `a 1 1,,,e, T,:er _, A A I I ' ,:c:' mI I O I 2'-2' r- ' e e lir I .i' roue smT WALL UP 60 WALL maw RA1eABE PER ROLDo@e 19111110194 TOP OP 6181 MAY EEi/ICSTRU1m.OR WALL.WD BOTTOM OP 1Yr[16-I I. aJ.I6 PER I. ADlR 6 T-0'MAX J ee+✓mlLe MR OCT WOWP®e MAIL NMS! MAIN FLOOR LATERAL PLAN HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner 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 SB5/8X24 SB5/8X24 W16 70, W—s 70, 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w=6675 w=66%, S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 w-7615 w-8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing.If at width footing. If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x - 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. SHEARWALL S C H E D U L E (a-rnONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft(WIND) A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B ifi" OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 10"o/c 395 553 C is" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 505 707 D Ti" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 510 714 F is" OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 5"o/c 790 1106 G 16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" z"Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 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"(Y4" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net gn 4bri A fZaa P/Pta►: 6/I2 JG=+ iii-AZ = 1.i2 g51. 25(1.12) = Zips ' RAL= l0(1.12)4-4.' = 16 ps-2 6 'I L.= Vol w=gX# R- 6.act k 61 IQ 4 L= 16' (...,-_ g3i)14 ft= Lids k 1-= I y' w= g?G ptl, R. s.s�k HDR @ Roof *PWU ENGINEERING INC. Loads and criteria `v Total Span:) 5.00 ft =60 in I 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?I No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -288 plf -504 plf -792 plf 0.00 ft 5.00 ft 5.00 ft 2 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 f 0 plf 0.00 ft LL L1480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -1000 -800 - -600 - -400 a -200 - a 0 , 200 5.00 ft 400 600 800 — 1.98 k R2 1000 1.98 k PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Roof PPWU ENGINEERING INC. Results -1000 -800 -- -600 - -400 - �= - 0 A 2 200 5.00 ft 400 600 R2 R1 800 — 1.98 k 1.98 k 1000 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch#2 R1 720 lb 1260 lb 1980 lb 1.98 k R2 720 lb 1260 lb 1980 lb 1.98 k Size: 3000 (1) 4x8 DF#2 2000 A 25.38 in' a loo: T S 30.66 in' d 111.15 in4 n -loon F,; 180 psi -2000 Fb' 1260 psi -3000 E'x 106 1.60 VAllowable 3.05 k 3000 MAllowable 3.22 k-ft 2500 Design values are based off NDS 2005 Edition,published by American 9 2000 Wood Council. 4 1500 Shear Moment c 1000 500 VMAX 1.98 k MMAx 2.48 k-ft VAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.65 Ratio 0.77 0.00 OK OKt c -0.02 Deflection `s- 0.04 TL LL 43 Actual 0.06 in 0.04 in C.-- 0.06 Criteria 0.25 in 0.13 in Ratio 0.25 0.32 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 "--- PWU ENGINEERING INC. Loads and criteria Total Span:I 15.00 ft = 180 in I Fully Braced?) Yes Point Loads Load Location Pressure Treated?) No # DL LL TL 1 0 lb Repetitive Use?) No 2 O lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T< 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -176 plf -460 plf ' -636 plf 0.00 ft 15.00 ft„ 15.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.75 in 5 0 plf0.00 ft LL L/480 0.38 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 0 plf0.00 ft 3 Oplf 0.00ft 4 Oplf0.00ft 5 Oplf0.00ft -800 -600 -400 - -200 - Z. a 0 � . 0 200 15.00 ft 400 600 R1 R2 4.77 k 800 4.77 k PVW Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 OPWU ENGINEERING INC. Results -800 -600 -- -400.4.....:. � - 0 -‘ ' ' c 15.00 ft � 200 400 600 - R1 R2 4.77 k 4.77 k 800 Type: Reactions (k) 600 1DL LL TL TL Boise Giulam 24F-V4 R1 1322 lb 3450 lb 4772 lb 4.77 k R2 1322 lb 3450 lb 4772 lb 4.77 k Size: 6000 (1) 5'/2'x12" GL 40R2... ................ 000 \ A 66.00 inz 2000 S 132.00 in' f". • 0 792.00 in4 w• -2000 F; 265 psi 4000 Fb 2400 psi -6000 E'x106 1.80 VAllowable 11.66 k 20000 MAllowable 26.40 k-ft 15000 '`` Design values are based off BOISE GL ULAM Specifier Guide, published by Boise Cascade EVVP dated 02/26/13. c 10000 Shear Moment 2 5000 VMAX 4.77 k MMAX 17.89 k-ft V 11.66 k M 26.40 k-ft Allowable Allowable Ratio 0.41 Ratio 0.68 0.00 OK OK _ c -0.20 7.1 Deflection `s TL LL d -0.40 Actual 0.51 in 0.37 in 0L.0 Criteria 0.75 in 0.38 in Ratio 0.68 0..98 -0.60 OK OK PVW Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 WU ENGINEERING INC. Loads and criteria Total Span:l 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 O lb 3 0 lb Wet Service?) No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -285 plf -760 plf -1045 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 L1480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -1500 -1000 -500 - a. v 0 5.00 ft 500 1000 R1 R2 1500 — 2.61 k 2.61 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 ��PWU ENGINEERING INC. Results -1500 -1000 -1 -500 - w v0 a 5.00 ft J 500 1000 R1 R2 2.61 k _ 1500 - 2.61k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 713 lb 1900 Ib 2613 lb 2.61 k R2 713 lb 1900 Ib 2613 lb 2.61 k Size: 3000 (2) 2x14 DF#2 2000 A 39.75 ins _ loon S 87.78 in' 581.55 in4 u, -l000 F,; 360 psi -2000 Fb' 1620 psi -3000 E.x 106 1.60 4.77 k 4000 VAllowable MAllowable 5.93 k-ft '**-... \ Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 5 2000 Shear Moment1000 VMAX 2.61 k MMAX 3.27 k-ft VAllowableMAllowable 4.77k 5.93k-ft Ratio 0.55 Ratio 0.55 0.00 `N,,,.........._.,,,,,, , , , ' OK OK -0.01 Deflection s -0.01 TL LL d Actual 0.02 in 0.01 in o -0.02 Criteria 0.25 in 0.13 in Ratio 0.06 0.09 -0.02 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 --,PWU ENGINEERING INC. Loads and criteria Total Span:I 4.50 ft = 54 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -294 plf -484 plf -778 plf 0.00 ft 4.50 ft 4.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 in 5 0 plf 0.00 ft LL L1480 0.11 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 Oplf 0.00ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -1000 -800 -600 -400 - -200 - a 200 4.50 ft 400 600 800 -r- R1 R2 - 1000 — 1.75 k 1.75 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 "--- PWU ENGINEERING INC. Results -1000 -800 -600 - -400 - —200 ar c. 200 4.50 ft 400 600 800 T R1 R2 - 1000 — 1.75 k 1.75kJ Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 662 lb 1089 lb 1751 lb 1.75 k R2 662 lb 1089 lb 1751 lb 1.75 k Size: 2000 1000 (2)2x14 DF#2 A 39.75 in' S 87.78 in' I 581.55 in4 F,; 360 psi 1000 Fe 1620 psi -2000 E'x 106 1.60 VAllowable 4.77 k 2500 MAllowable 5.93 k-ft 2000 Design values are based off NDS 2005 Edition,published by American .0 - Wood Council. 1500 1000 : ,, '' Shear Moment 500 VMAx 1.75 k MMAX 1.97 k-ft V 4.77 k M 5.93 k-ft o Allowable Allowable Ratio 0.37 R::: 0.33 y, 0.00 OK OK o.00 S Deflection c o.00 TL - .Actual o 0.01 Criteria 0.23 in 0.11 in Ratio 0.03 0.04 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 �PWU ENGINEERING INC. Loads and criteria Total Span:I _ 5.00 ft =60 in I 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 0.90 1 -464 plf -644 plf'" -1108 plf 0.00 ft 5.00 ft 5.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL 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 Oplf 0.00ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 Oplf 0.00ft -1500 -1000 - -0 0 co 0 5.00 ft 500 1000 T R1 R2 2.77 k 2.77 k 1500 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 r Beam #4 —�PWU ENGINEERING INC. Results -1500 -500 -, -a 0 c 5.00 ft J 500 R2 1000 -,- R1 2.77 k 2.77 k 1500 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 1160 Ib 1610 Ib 2770 Ib 2.77 k R2 1160 Ib 1610 Ib 2770 Ib 2.77 k Size: 4000 (2) 2x14 DF#2 3000 2000 A 39.75 in2 1000 S 87.78 in' 0 CD -1000 I 581.55 in4 co F,; 360 psi -2000 Fb' 1620 psi -3000 -4000 E'x 106 1.60 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are b sedoff NDS 2005 Edition,published by American a 3000 Wood Council. 2000 Shear Moment m 1000 VMAX 2.77 k MMAX 3.46 k-ft V 4.77 k M 5.93 k-ft o Allowable Allowable Ratio 0.58 Ratio 0.58 0.00 OK OK c -0.01 Deflection c -0.01 TL LL d Actual 0.02 in 0.01 in o -0.02 Criteria 0.25 in 0.13 in Ratio 0.07 0.08 0.02 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 PWU ENGINEERING INC. Loads and criteria Total Span: "'11.00 ft = 132 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft '' 11.00 ft 11.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.55 in 5 0 plf 0.00 ft LL L/480 0.28 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 Oplf 0.00ft -250 -200 -150 - -100 -50 o a o � 50 11.00 ft 100 150 200 --- R1 R2 1.21 k 1.21 k 250 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 ---,PWU ENGINEERING INC. Results -250 200 - -150 -100 - v= -50 - a 0 a A50 11.00 ft 100 150 R2 200 + R1 1.21 k 1.21 k 250 (k) Type: Reactions DL LL TL TL Douglas Fir-Larch #2 R1 330 lb 880 lb 1210 lb 1.21 k R2 330 lb 880 lb 1210 lb 1.21 k Size: 1500 (2) 2x14 DF#Z l000 A 39.75 inz 500 S 87.78 in' 0 0 d 581.55 in4 v 500 F,; 360 psi 1000 Fb 1620 psi -1500 E'x106 1.60 VAllowable 4.77 k 4000 MAliowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American = 3000 2000 Wood Council. a. Shear Moment 2 1000 0 VMAX 1.21 k MMAX 3.33 k-ft VAllowable 4-77_k MAllowable 5.93 k-ft Ratio 0.25 Ratio 0.56 0.00 OK OK -0.02 Deflection c- 0.04 TL LL .T:' - 0.06 Actual 0.08 in 0.06 in o 0.os Criteria 0.55 in 0.28 in Ratio 0.14 0.21 0.10 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 WU 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? Ts 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -90 plf -240 plf -330 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.20 in 5 0 plf 0.00 ft LL L1480 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 Oplf 0.00ft -400 -300 - -200 - w a 0 J 100 4.00 ft 200 300 — R1 R2 - 0.66 k 400 0.66 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 , • Beam #6 ------ PWU ENGINEERING INC. Results -400 -300 - 200 - ,� -100 a -a o � 0 4.00 ft 100 200 300 -11R1 R2 = 0.66 k 0.66 k 400 - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch#2 R1 180 lb 480 lb 660 lb 0.66 k R2 180 lb 480 lb 660 lb 0.66 k Size: 1000 1 2x14 DF#2 l 500 A 19.88 int a S 43.89 in' ,� o d I 290.78 in4 cq F,; 180 psi -500 Fb 810 psi -1000 E'x 106 1.60 VAllowable 2.39 k 800 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American .0 600 Wood Counil. -. 400 Shear Moment 0 200 VMAx 0.66 k MMAX 0.66 k-ft VAllowable Allowable 2.39 k M 2.96 k-ft Ratio 0.28 Ratio 0.22 0.00 OK OK 0.00 S Deflection c 0.00 TL LL d 0.00 Actual 0.00 in 0.00 in o 0.00 Criteria 0.20 in 0.10 in Ratio 0.02 0.03 0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 PWU ENGINEERING INC. Loads and criteria Left Cantilever: 2.00 ft =24 in Fully Braced? Yes Middle Span: 10.00 ft = 120 in Right Cantilever: 0.00 ft = 0 in Point Loads Load Location Pressure Treated? No # DL LL TL 1 -795 lb -620 lb -1415 lb 0.00 ft '' Repetitive Use? No 2 1512 lb -2668 Ib -4180lb 2.00 ft 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 -267 plf -368 plf -635 plf 0.00 ft 2.00 ft 2.00 ft 2 -75 plf -200 plf -275 plf 2.00 ft 12.00 ft 10.00 ft Deflection Criteria 3 0 plf 0.00 ft Left Cant. 4 0 plf 0.00 ft TL L1240 0.10 in 5 0 plf 0.00 ft LL L1480 0.05 in Triangular Loads Midspan Max Load Extent TL L/240 0.50 in # DL LL TL Zero End Max End Total LL L/480 0.25 in 1 0 plf 0.00 ft 2 0 plf 0.00 ft Right Cant. 3 0 plf 0.00 ft TL L/240 0.00 in 4 0 plf 0.00 ft LL L1480 0.00 in 5 0plf 0.00ft -800 -600 400 -4.18 k -20&.42 k I 0 ^ R2 7 0 2.00 ft 10.00 ft 0.97 k 200 400 600 R1 800 8.65 k PVVU Engineering Inc.©2013,Software v1.01,3/06/14 Beam #7 --,PWU ENGINEERING INC. Results -800 -600 -4.18 k -400 - w -20.42 k a a O 1 . X , R2 1 J 200 2.00 ft 110.00 ft 0.97 k 400 600 R1 800 8.65 k Type: Douglas Fir-Larch #2 DL Rea LL ns TL TkL R1 3428 lb 5222 lb 8650 lb 8.65 k Size: R2 163 lb 802 lb 965 lb 0.97 k (2) 2x14 DF#2 3000 A 39.75 in2 S 87.78 in3 2000 I 581.55 in4 E x 106 1.60 a 1000 1,8 08 444 F,; 360 psi VAllowable 4.77 k d 0 Flo. (+) 1620 psi MAllow(+) 5.93 k-ft n -i000 Fb (-) 1620 psi MAllow(-) -5.93 k-ft -2000 Design values are based off NDS 2005 Edition,published by American Wood Council. -3000 2000 Shear Positive Moment Negative Moment .ttly,t4C4 MCN. VMAx 2.68 k MMAx 1.69 k-tt MMAX -4.10 k-tt ,n^ 0 V 4.77 k M 5.93 k-ft M -5.93 k-ft Allowable Allowable Allowable +r -2000 Ratio 0.56 Ratio 0.29 Ratio 0.69 OK OK OK o -4000 Deflection -6000 TL LL 0.01 Actual -0.02 in 0.00 in 0.00 Left End Criteria 0.10 in 0.05 in `-. -o.o1 Ratio 0.18 0.04 OK s -0 0� Actual -0.02 in -0.03 in 0.02 Midspan Criteria 0.50 in 0.25 in o Ratio 0.04 0.10 OK -0.02 Actual 0.00 in 0.00 in -0.03 Right End Criteria 0.00 in 0.00 in Ratio #DIV/0! #DIV/OI #DIV/O! PWU Engineering Inc.©2013,Software v1.01,3/06/14 Beam #8 ,,PWU ENGINEERING INC. Loads and criteria `v 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 O Ib 3 0 lb Wet Service? No 4 O lb 5 0 lb 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 -159 plf -124 plf -283 plf 0.00 ft 10.00 ft 10.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.50 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 Oplf 0.00ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 Oplf 0.00ft -400 -300 -200 - -100 a -a 0 -1‘ 100 10.00 ft 200 R1 R2 300 — 1.42k 1.42 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #8 —�PWU ENGINEERING INC. Results //// ,,,....-----",, ------**.--* \,,. , , -400 -300 -200 - -100 -9-• , -a 0 A c 10.00 ft J 100 200 R2 R1 300 1.42k 1.42k* 400 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch#2 R1 795 lb 620 lb 1415 lb 1.42 k R2 795 lb 620 lb 1415 lb 1.42 k Size: 2000 (2) 2x14 DF#2 1500 1000 A 39.75 inz 500 S 87.78 in' �, 0 581.55 in4 500 F,; 360 psi 1000 Fb' 1620 psi -1500 -2000 E.x 106 1.60 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 m E Shear Moment 1000 VMAX 1.42 k MMAX 3.54 k-ft V 4.77k M 5.93k-ft o Allowable Allowable Ratio 0.30 Ratio 0.60 0.00 OK OK -0.02 Deflection s -0.04 TL LL d Actual 0.07 in 0.03 in o -0.06 Criteria 0.50 in 0.25 in Ratio 0.14 0.12 0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 PWU ENGINEERING INC. Loads and criteria Total Span:l 5.00 ft =60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use?I No 2 0 Ib 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 1.40 1 -64 plf -112 plf -176 plf 0.00 ft 5.00 ft 5.00 ft 2 0plf 0.00ft 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 L1480` 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -200 -150 - -50 -, A ° 50 5.00 ft 100 150 — R1 R2 200 —0.44 k 0.44 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 ---`?-- PWU ENGINEERING INC. Results -200 -150 - 100 - ; -50 - D. 0 o 5.00 ft 50 100 150 — R1 R2 200 — 0.44 k 0.44 k Type: Reactions (k) DL LL TL TL Hem-Fir#2 R1 160 lb 280 lb 440 lb 0.44 k R2 160 lb 280 lb 440 lb 0.44 k Size: 600 (1) 4x8 HF#2 400 A 25.38 int 200 S 30.66 in' R 0 d I 111.15 in4 u 200 F,; 120 psi -400 Fb 952 psi E'x 106 1.04 600 VAllowable 2.03 k 600 MAllowable 2.43 k-ft _ 500 Design values are based off NDS 2005 Edition,published by American 400 Wood Council. r // .,------ c 300 Shear Moment e 200 VMAX 0.44 k MMAX 0.55 k-ft 100 V 2.03 k M 2.43 k-ft Allowable Allowable Ratio 0.22 Ratio 0.23 0.00 OK OK -0.01 Deflection c -0.01 TL LL .17)- 0.02 Actual 0.02 in 0.01 in o 0.02 Criteria 0.25 in 0.13 in Ratio 0.09 0.11 0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft =48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 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 1.40 1 -90 plf : -240 plf -330 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.20 in 5 0 plf 0.00 ft LL L1480 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 Oplf 0.00ft 5 0 plf 0.00 ft -400 -300 - -200 - w 100 - a co 0-' 100 4.00 ft 200 300 R1 R2 - 0.66 k 0.66 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 a Beam #10 —OPWU ENGINEERING INC. Results -400 -300 - -200 - - -100 - co 100 4.00 ft 200 300 — R1 R2 - 0.66 k 0.66 k 400 - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 180 lb 480 lb 660 lb 0.66 k R2 180 lb 480 lb 660 lb 0.66 k Size: 1000 (1) 4x8 DF#2 500 A 25.38 in' S 30.66 in' o d 1 111.15 in4 y F,; 180 psi 500 Fb' 1260 psi -1000 - E'x 106 1.60 VAllowable 3.05 k 800 MA Towable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American Jo 600 Wood Council. = e' 400 Shear Moment 0 200 VMAX 0.66 k MMAX 0.66 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft Ratio 0.22 Ratio0.21 E , , ,. ,_________..„7//' „ ' OK OK _ Deflection o TL LL 0 Actual 0.01 in 0.01 in o Criteria 0.20 in 0.10 in Ratio 0.05 0.08 -0.02 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Dining PW U ENGINEERING INC. Loads and criteria Total Span: 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 3 0 lb Wet Service? No 4 O lb 5 0 lb 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 -173 plf -176 plf -349 plf 0.00 ft 6.00 ft 6.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1240 0.30 in 5 0 plf 0.00 ft LL L1480 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 Oplf 0.00ft 4 O plf 0.00 ft 5 Oplf 0.00ft -400 -300 - -200 - -100 a v 0 100 6.00 ft 200 R1 R2 300 — 1.05 k 1.05 k 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Dining PWU ENGINEERING INC. Results -400 -300 - -200 - f — -100 - 0. 100 6.00 ft 200 R1 R2 300 1.05 k 1.05 k 400 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 ' R1 519 lb 528 lb 1047 lb 1.05 k R2 519 lb 528 lb 1047 lb 1.05 k Size: 1500 (1) 4x8 DF#2 1000 �\ A 25.38 int 500 - S 30.66 in' 0 111.15 in4 u -500 \ \ F,; 180 psi loon Fb 1260 psi E'x 106 1.60 -1500 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American a 1500 Wood Council. c 1000 Shear Moment 500 VMAX 1.05 k MMAX 1.57 k-ft VAllowableMAllowable 3.05 k 3.22 k-ft Ratio 0.34 Ratio 0.49 0.00 OK OK c -0.02 Deflection s -0.04 TL LL Actual 0.06 in 0.03 in o -0.06 Criteria 0.30 in 0.15 in Ratio 0.19 0.19 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Garage --- PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft = 192 in Fully Braced? No Unbraced Length: 16.00 ft Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 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 1.00 1 -112 plf -56 plf -168 plf 0.00 ft 16.00 ft 16.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.80 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -200 -150 -100 - ,a 0 0 50 16.00 ft 100 150 R1 R2 200 - 1.34 k 1.34 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Garage --*PWU ENGINEERING INC. Results -200 -150 - -100 - ^ -50 - a hi 2 50 -\ 16.00 ft 100 150T R1 R2 200 — 1.34 k 1.34 k - Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 896 lb 448 lb 1344 lb 1.34 k R2 896 lb 448 lb 1344 lb 1.34 k Size: 1500 (1) 3'/2'x10'/" GL 1000 - A 36.75 int .- 500 S 64.31 in' ,. o 41 337.64 in4 n -500 F,; 265 psi 1000 Fe 2032 psi E'x 106 1.80 -1500 VAllowable 6.49 k 6000 MAllowable 10.89 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, . 4000 published by Boise Cascade EWP dated 02/28/13. 3000 Shear Moment 0 2000 2 1000 VMAX 1.34 k MMAX 5.38 k-ft VAllowable 6.49 k MAllowable 10.89 k-ft 1 Ratio 0.21 Ratio 0.49 0.00 OK OK -010 S Deflection a -0.20 TL LL d -0.30 Actual 0.41 in 0.14 in o 0.40 Criteria 0.80 in 0.40 in Ratio 0.51 0.34 -0.50 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom PWU ENGINEERING INC. Loads and criteria Total Span:l 5.00 ft =60 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00' # DL LL TL Start End Total CV 1.00 1 -534 plf -904 plf -1438 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 Oplf 0.00ft -2000 -1500 -1000 - 4- -500 - a a 0 0 500 5.00 ft 1000 1500 R1 R2 2000 — 3.60 k 3.60 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Greatroom — i PWU ENGINEERING INC. Results -2000 -1500 -1000 - 4-_- -500 - 0. c. 500 5.00 ft 1000 1500 Ri R2 2000 — 3.60 k 3.60 k- Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1335 lb 2260 lb 3595 lb 3.60 k R2 1335 lb 2260 lb 3595 lb 3.60 k Size: 4000 (1) 3%"x9 GL 2000 A 31.50 int a S 47.25 in' — d I 212.63 in4 N F,; 265 psi -2000 Fb 2400 psi -4000 E'x 106 1.80 VAllowable 5.57 k 5000 MAllowable 9.45 k-ft 4000 Design values are based off BOISE GLULAM Specifier Guide, published by Boise Cascade EWP dated 02/28/13. Z 3000 E 2000 Shear Moment t 1000 VMAX 3.60 k MMAX 4.49 k-ft VAllowable Allowable 5.57 k M 9.45 k-ft Ratio 0.65 Ratio 0.48 0.00 OK OK S.c -0.02 Deflection o TL LL d -0.04 Actual 0.05 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.21 0.27 -0.06 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Studio --,PWU ENGINEERING INC. Loads and criteria Total Span: "':3.00 ft = 36 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -2116 lb -3734 lb -5850 lb 0.50 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 1.00 1 -158 plf -136 plf -294 plf 0.00 ft 0.50 ft 0.50 ft 2 -254 plf -304 plf -558 plf 0.50 ft 3.00 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1240 0.15 in 5 0 plf 0.00 ft LL L/480 0.08 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Opif 0.00ft 2 0 plf 0.00 ft 3 Opif 0.00ft 4 0 plf 0.00 ft 5 Opif 0.00ft -800 -5.85 k -600 -400 -200 - 0. V 0 co J 200 3.00 ft R2 1.80 k 400 R1 600 —5.59 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Studio PWU ENGINEERING INC. Results -800 -5.85 k -600 -400 4.-z -200 - a to 0 R2 200 3.00 ft 1.80 k 400 R1 600 5.59 k 800 Type: Reactions (k) DL Boise Glulam 24F-V4 LLTL1 - TL R� 210000 lb 34911 lb 5591 lb 5.59 k R2 730 lb 1071 lb 1801 lb 1.80 k Size: 6000 (1) 3'/Z'x1O'/" GL 4000 - A 36.75 in2 2000 S 64.31 in3 337.64 in4 N 0 F,; 265 psi -2000 Fb' 2400 psi -4000 E'x 106 1.80 VAllowable 6.49 k 3000 MAllowable 12.86 k-ft 2500 Design values are based off BOISE GLULAM Specifier Guide, 'fl2000 . published by Boise Cascade EWP dated 02/28/13. $ ' 1500 Shear Moment 1000 VMAX 5.59 k MMAx 2.76 k-ft 500 VAllowable All6.49 k M owable 12.86 k-ft Ratio 0.86 Ratio 0.21 0.00 OK OK Deflection 2 0.00 TL LL ' Actual 0.01 in 0.00 in o -0.01 Criteria 0.15 in 0.08 in Ratio 0.04 0.05 0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 —*PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft =42 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -180 lb -480 lb -660 lb 2.00 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 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 -156 plf -160 plf` -316 plf 0.00 ft 3.50 ft ; 3.50 ft 2 0plf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.18 in 5 0 plf 0.00 ft LL L/480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -400 -300 - -0.66 k -200 - -4- -100 - S2. 0 �- . 0 100 3.50 ft 200 — R1 0.84 k R2 300 0.93 k _ 400 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 ----" PWU ENGINEERING INC. Results -400 -300 - -0.66k -200 w -100 - ' 100 3.50 ft 200 — R1 R2 0.84k 0.93k_ 300 400 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R1 350 lb 486 lb 836 Ib 0.84 k R2 376 lb 554 lb 930 lb 0.93 k Size: 1000 - (1) 4x10 DF#2 500 A 32.38 int o S 49.91 in' 230.84 in4 t -500 F,; 180 psi -1000 Fb 1080 psi -1500 E'x 106 1.60 VAllowable 3.89 k 1200 MAllowable 4.49 k-ft 1000 Design values are based off NDS 2005 Edition,published by American a 800 Wood Council. 600 Shear Moment aoo z 200 VMAX 0.93 k MMAX 1.04 k-ft VAllowable Allowable 3.89 k MAllowable k-ft Ratio 0.24 Ratio 0.23 0.00 OK OK 0.00 Deflection TL LL d 0.00 Actual 0.01 in 0.00 in Criteria 0.18 in 0.09 in Ratio 0.03 0.04 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #12 PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft =72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 1b 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 -262 plf -320 plf -582 plf 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 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 Oplf 0.00ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 Oplf 0.00ft -800 -600 -400 - w -200 - a a 0 Aco " 200 6.00 ft 400 600 — R1 R2 800 - 1.75 k 1.75 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #12 ��PWU ENGINEERING INC. Results -800 -600 -400 - .4- -200 0 I 2 200 6.00 ft �1 400 600 — R1 R2 800 — 1.75 k 1.75k,j Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 786 lb 960 lb 1746 lb 1.75 k R2 786 lb 960 lb 1746 lb 1.75 k Size: 2000 (1) 4x10 DF#2 I:: 32.38 int 49.91 in' i ::: 230.84 in4 co ; 180 psi 1080 psi E'x 106 1.60 2000 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft 2500 Design values are based off NDS 2005 Edition,published by American n 2000 Wood Council. c 1500 Shear Moment e 1000 VMAX 1.75 k MMAX 2.62 k-ft 500 VAllowable 3.89 k MAllowable 4.49 k-ft Ratio 0.45 Ratio 0.58 0.00 OK OK -0.01 Deflection a 0.02 TL LL d -0.03 Actual 0.05 in 0.03 in o -0.04 Criteria 0.30 in 0.15 in Ratio 0.15 0.17 0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14