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Specifications (,(V')-U 17-000/V / )13 0 5' 6-116V KECEIV ----*PWU ENGINEERING INC. 2 5 217 Email: pwuencineerinq(a�comcast.net SAN Ph: (503) 810-8309 Ot'MAR Structural Calculations: Job# MC16319 Date: 1/03/17 G DIVISION Client: Mountainwood Homes Project: Good Neighbor Center Addition, 11130 SW Greenburg Rd., Tigard, OR e E Q a9 I[IP Expires: u .' ' 18 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. PPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Good Neighbor Center Addition Lateral Engineering. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h= 19' approximately. Illk hMUFRS Direction log,End Zones 2.a,..,----. 00 1111 � � '°"``'efts Direction 2a ` End Zones Note:End zone may occur at any corner of the building. a=.10*71' =7.1' or for h=19' a=.4(h)=.4(19')=7.6' a=7.1' controls a must be larger than .04(71')=2.8' and 3' Therefore: 2a= 14.2' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDs= .76, R=6.5, W=weight of structure V= [SDs/(R x 1.4)] W V= .0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Wind per ASCE 7 `c„p�yU ENGINEERING INC. Project Good Neighbor Addition `v Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAvG(ft) 95mph B 22.6 1.00 71.0 19.0 � frn/ 5:12 �%1,4 a= 7.1 ft Deeabn �D End zone: 41. +per 1/00 A 18.9 psf or a= 7.6 ft . B 0.0 psf Check 1Opsf min and a> 2.8 ft a�r MINERS C 13.2 psf load across all and a> 3.0 ft D 0.2 psf zones. E^dZ°^es 2a 14.2 ft Note:Endng zone may oc«w eny corner of the bui� WR L(ft) 10.3 14.2 hA(ft) 4.5 hB(ft) 15.0 he(ft) 4.5 hp(ft) 11.0 W(plf) 85.1 61.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 - WR AVG 71.3 plf 1Opsf min load: 171.8 plf 50.0 Governing value: 171.8 plf 0.0 W2 L(ft) hA(ft) hg(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 - W2AVG #DIV/0! 1Opsf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 Wi L(ft) hA(ft) hB(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! 1Opsf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.O2014,Software v0.10,7/05/16 1,I,Q0 veli c sc 1 tc-—[s9ps gisNIP1+ B 6.OpsF 3 sic clusT C-1 S.2,ps-r- Ts.1 1xP. g p -L,-0,tps-I 101.2 A= 1.0 la.3 14.2 wg_ e I-- zt.ua LIgmq-_-..ii.3 p 1 c- 2a=1U.2f-1- C l 10 PsF m = 1-2 iSSpa-� '0."5.. . P" .71.M '*r '3L"ptrr s4..C' •• . -r '•#111 11 A"tri• '!�T r VIII Ial " 41,.. .sgy M 7.nneir s�y.sro..c�Es„�:s�.>�;s��a�a,W:a�.s�.ee ��t•�:r�3-s�"r:o�'2.r'��� e. "r- hL 1». mss. .nu.- •a.•a. rr�•s. � �.. � � a. a»-'rL . r..s%'E5: =mow"- . :c� '«��.a�. '�z r -rs.r�= a•`s 4.,....e..-_,--w1e,-litt---zirrrrit..recrtio ii � g" zc n �z xits. .l r _r�-e.r:, ,rtzsa , ,'r,?-ice :s 'zi �£ s. .y.F, zi s ti it ;_.: .. : ;..�.--. - r« 1 IrnliInhIiiailInhIriiiiuIuurnJji r...._,,�� Fin;� . ' ''�� 11 Iat i 1 I 1 i I 1 1 1 1 _, __, ! ' 1 1 1 il ,rIP { I I 1 lb... I. ilh 1 1 11111111111111111 111111 I 111 I I 111 II, I I I C Li 111 b4r644% III 1 III I \ , 10.31 ` 14I' -1-0-cil L Let.)4T N-= 13o-c--1 - -_r IK- -DDtt161\) f Q4 =24.s+-1- 1 R- 1I1611-1'-0'' 0.0625:12 • Wind per ASCE 7 IPWU ENGINEERING INC. Project Good Neighbor Addition Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvG(ft) 95mph B 0.0 1.00 71.0 19.0 ` 0:12 � �� _b C, ,C a= 7.1 ft e^ I% End Zones.nk>le 0116. A 14.4 psf or a= 7.6 ft B 0.0 psf Check 10psf min and a> 2.8 ft a�/ ~RS C 9.5 psf load across all and a> 3.0 ft za °"�°° `� D 0.0 psf zones. "dZ°nes 2a 14.2 ft Noe zone may°°°UY at any corner of the WR L(ft) 14.2 5.3 hA(ft) 7.5 hB(ft) he(ft) 12.0 hp(ft) W(plf) 107.6 114.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 150.0 WR AVG 109.4 plf 100.0 - 1 Opsf min load: 87.2 plf 50.0 Governing value: 109.4 plf 0.0 W2 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(PIP 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W2 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 W1 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(pIt) 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 v0.10,7/05/16 l0 PCS- ttscE 1 —1(4.4ps _ 04 RS IMP14.. -0.0ps-c . Id�.4 3 Sic Gu ST Sps r 14.2 S.3 U12_ 'EXP. 12- P. 6 a-0.0ps-FtWI2AVCI---s► DE--t0-5I� 10�.y�1 fj --s:1 .0 2a-lu.Z t- f -IFFIPIPPIF ®`� - 4lawesateomom esig LIV %17;44-4-1S141111N IIIIIZIAliml --R_ - NIMMEIfill - . -I�PII.I.. _ _:w__ MINIMS c I ,� ul ` �, - i I_ iMIIIMMI11117111... 711111MIIMINmhz1111111110killEm 416.. 1---_-J t J t J J-1 J J 1u.2' 5.31 `tel. L {TH-='1if -igki. Dmoti L r _ ,sf - L- r I/ ' 1 '-O 0.125:12 Seismic & Governing Values - ` PWU ENGINEERING INC. Project Good Neighbor Addition `V Seismic Loading per latest edition of O.S.S.C.and O.R.S.C. V=CS*W Design Cs=(Sos)/(1.4R/le) Category R Sos le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf ( V=I 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= (17+5+3)* 19.5 ft 24.5 ft 11.94 k 9.00 ft W2= (15+5+3+4)* 0.00 k W1 = (15+5+3+4)* 0.00 k Total W: 11.94 k Total V: 1.00 k Vertical Distribution of Seismic Forces Fx=Cv*V Cvx=(Wxhxk)/(XWih;k) Wx hxk WX*hxk Wx*hxk EW;h k Cvx WR*hRk= 11.94 k 9.00 107.5 CYR= 107.5 107.5 1.000 W2*h2k= 0.00 k 0.00 0.0 Cv2= 0.0 107.5 0.000 W1*h1k= 0.00 k 0.00 0.0 C,,1 = 0.0 107.5 0.000 Milk= 107.5 Check Seismic Front to Back vs Wind Seismic Wind FR= 40.7 plf+ 0.0 plf= 40.7 plf < 171.8 plf Wind Governs F2= #DIV/0! 40.7 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! F1 = #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 51.2 plf+ 0.0 plf= 51.2 plf < 109.4 plf Wind Governs F2= #DIV/0! 51.2 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! F1 = #DIV/0! #DIV/0! #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 v0.10,7/05/16 Line Loads Project Good Neighbor Addition ---.PWU ENGINEERING INC. Roof Diaphragm-Main Floor Walls Line A I P = 2.10 k I I LTOTAL = 11.0 ft I I V = 2.10 k / 11.0 ft = 191 plf (Type A Wall See FTAO Calc No hd req'd Line B P = 2.10 k LTOTAL = 15.0 ft v = 2.10 k / 15.0 ft = 140 plf Type A Wall h = 9.0 ft LWORST = 7.3 ft MOT = 140 plf * 9.0 ft * 7.3 ft = 9.16 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (7.3M2 / 2 * 0.6 = 2.18 kft + (O lb * 0.0 ft) + (500lb * 7.3 ft) = 3.63 kft + 2.18 kft = 5.80 kft T = (9.16kft - 5.80kft) / 7.3 ft = 0.46 k + 0.00 k = 0.46 k No hd req'd v = 1.07 k / 19.3 ft = 55 plf Type A Wall Line 1 P = 1.07 k LTOTAL = 19.3 ft h = 9.0 ft LwoRST = 19.3 ft MOT = 55 plf * 9.0 ft * 19.3 ft = 9.60 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (19.3ft)2 / 2 * 0.6 = 20.45 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 20.45 kft = 20.45 kft T = (9.60kft - 20.45kft) / 19.3 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd v = 1.07 k / 8.5 ft = 125 plf Type A Wall Line 2 P = 1.07 k LTOTAL = 8.5 ft h = 9.0 ft LwoRST = 8.5 ft MOT = 125 plf * 9.0 ft * 8.5 ft = 9.60 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (8.5ft)2 / 2 * 0.6 = 5.59 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 5.59 kft = 5.59 kft T = (9.60kft - 5.59kft) / 8.5 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd Force Transfer Around Opening (FTAO) --K-- PWU ENGINEERING INC. Diekmann Technique @ Line A --> L� = 5.5ft L0= 8.5 ft L2= 5.5 ft V= 2.10k vA= 41 plf VD= 194 plf vF= 41 plf hu= 1.0 ft F� = 0.82k F2= 0.82k vB= 191 plf vG= 191 plf h0= 4.0 ft F1 = 0.82k F2= 0.82k —* --+ h�= 4.Oft vc= 41 pif vE= 194 plf vH= 41 pif T H = 0.97k H = 0.97k H= (2.10k *9.0ft) /19.5ft= 0.97k1 H:WRatios 4.Oft: 5.5ft = 0.7 : 1 vh= 2.10k/ 11.Oft= 191 plf 4.Oft: 5.5ft = 0.7 : 1 IN= 0.97k/ 5.0ft= 194p1f Use: TvpeAWall F= 194 plf* 8.50ft= I 1.65k F1 = ( 1.65k* 5.5ft)/ 11.Oft= 0.82k F2= ( 1.65 k* 5.5ft)/ 11.Oft= 0.82 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 9.O ft)* (19.5ft)^2 *0.6/2] + (0.Oft *5001b)= 15.74kft T= 0.97 kft- ( 15.74kft /19.5 ft) = 0.16 k +0.00k= 0.16 k1 No hd req'd 1 1 1 HOLDOWN SCHEDULE 1 1 1 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 CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550, 11s" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w=66 5 w=66 5 1 16,, 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 SSB5/8Xw=6675 116" 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28(NOTE 6.) SSTB34(NOTE 6.) S=6395, S=7315, 1 3/„ 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 8 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min S=16435, S=16435, 1 V„ embed into bottom embed into bottom w=17080 w=17080 8 9 HDU14-SDS2.5 (1)6x 14445 10350of 32"min width of 32"min width S=16435, S=16435, footing. If at retainingfooting. If at retaining w=17080 w=17080 1 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. 7 . 6. Increase footing depth or stemwall height as required for 28/u minimum embedment depth. S H EA R WA L L SCHEDULE (a-n) SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC)Lb/Ft(WIND) A 16"OSB (1) SIDE 8d 6" 12" z" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 16"OSB (1) SIDE(f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553 C 16"OSB (1) SIDE(e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D 16"OSB (1) SIDE(e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16"OSB (2) SIDE(d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 16"OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6"o/c 790 1106 G 16"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 HGA1OKT @ 8"o/c 1010 1414 H 1s"OSB (2) SIDE(d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"o/c (m) 16d @ 12"o/c (2)rows staggered HGA1OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x/"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. n) Clips are only required on interior shearwalls unless otherwise noted on plans and details. New Header, Parallel Roof ---- pWU ENGINEERING INC. Loads and criteria Total Span:l 4.00 ft I =48 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 5 100°F ) Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.30 1 -34 plf -50 plf -84 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria I4 0 plf 0.00 ft TL L1240 0.20 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 0 plf 0.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -100 -80 -60 -40 -20 a v 0 co .° 20 ____._ ..._ _ 4.00 ft 40 60 ._ ._ 80 R1 R2 100 _ 0.17 k 0.17 k PWU Engineering Inc.©2013,Software v1.03,9/26/16 • New Header, Parallel Roof <c,,PWU ENGINEERING INC. Results `v -100 _____ _ -80 -' -60 -40 - y= -20 a. m 0 -, ,° 20 — —. __ 4.00 ft 60 - — — — ----.- 80 - R1 R2 100 0.17 k _ _ .__ 0.17 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R1 68 lb 100 lb 168 lb 0.17 k R2 68 Ib 100 lb 168 lb 0.17 k Size: 200 --.___ `A(2) 2x6 DF#2 100 ---------.----- A 16.50 int a S 15.13 in3 ._ o , -...---7.------7.------,......„„,,,..........:,.......: 41.59 in4 w F,; 180 psi -100 Fe 1170 psi E x 106 1.60 -200 VAllowable 1.98 k 200 _ , 'knowable 1.47 k-ft Design values are based off NDS 2005 Edition,published by American a 150 Wood Council. 100 Shear Moment o 50 VMAX 0.17 k MMAX 0.17 k-ft VAllowable Allowable 1.98 k M 1.47 k-ft o Ratio 0.08 Ratio 0.11 0.00 - OK OK E 0.00 -` Deflection c 0.00 TL LL d Actual 0.01 in 0.00 in o -0.01 -' Criteria 0.20 in 0.10 in Ratio 0.04 0.04 -0.01 -OK OK PWU Engineering Inc.©2013,Software v1.03,9/26/16 • New Header, Exterior Wall ��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 s 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 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 U240 0.20 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 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -300 -200 -100 a. a 0 4.00 ft 100 200 R1 __— R2 300 0.50 k 0.50 k PWU Engineering Inc.©2013,Software v1.03,9/26/16 - New Header, Exterior Wall 7.*PWU ENGINEERING INC. Results -300 — — -200 - -100 .1 a -2 0 .- , 3 4.00 ft 100 200 - R1 R2 300 0.50k 0.50k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL . R1 204 lb 300 lb 504 lb 0.50 k R2 204 lb 300 lb 504 lb 0.50 k Size: 600 (1) 4x8 DF#2 _ 400 -` A 25.38 int .0 200 S 30.66 in3 o I 111.15 in4 N -200 F,' 180 psi 400 Fb' 1260 psi E'x 106 1.60 VAllowable 3.05 k 600 -- -- MAllowable 3.22 k-ft _ 500 Design values are based off NDS 2005 Edition,published by American g 400 Wood Council. $ MIV 300 Shear Moment 0 200 VMAX 0.50 k MMAX 0.50 k-ft 00 , I VAllowable 3.05 k MAllowable 3.22 k-ft 0 Ratio 0.17 Ratio 0.16 0.00 OK OK 0.00 S Deflection `0 0.00 TL LL m -0.01 Actual 0.01 in 0.00 in o 0.01 ''. Criteria 0.20 in , 0.10 in Ratio 0.04 0.05 -0.01 OK OK PW1J Engineering Inc.02013,Software v1.03,9/26/16 • New Header, Interior 1 PWU ENGINEERING INC. Loads and criteria Total Span:l 4.00 ft I =48 in Fully Braced?I 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 s 100°F I Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -612 plf -900 plf -1512 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 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 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -2000 _ _ -1500 -1000 w -500 a D oo 500 4.00 ft 1000 R1 1500 — .. --- _. R2 3.02 k 20003.02 k PWU Engineering Inc.©2013,Software v1.03,9/26/16 • New Header, Interior 1 <`,,PWU ENGINEERING INC. Results `v -2000 -1500 - -1000 - , -500 a. -a 0 .\ 0 500 ._.._.. 4.00 ft 1000 1500 R1 R2 3.02 k 3.02 k 2000 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R1 1224 lb 1800 lb 3024 lb 3.02 k R2 1224 lb 1800 lb 3024 lb 3.02 k Size: 4000 (1) 4x10 DF#2 3000 2000 -` A 32.38 int a 1000 - S 49.91 in' o I 230.84 in4 n -1000 — F,; 180 psi -2000 \ Fe 1080 psi -3000 E'x 106 1.60 -4000 VAllowable 3.89 k 4000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American s 3000 Wood Council. c 2000 ilFr ' Shear Moment ° woo VMAX 3.02 k MMAX 3.02 k-ft , , VAllowable Allowable 3.89 k M 4.49 k-ft o Ratio 0.78 Ratio 0.67 0.00 OK OK '1.1ppr 0.01 S Deflection c -0.01 TL LL d -0.02 Actual 0.02 in 0.01 in o -0.02 Criteria 0.20 in 0.10 in Ratio 0.12 0.14 -0.03 'y-.____._.__ _ OK OK PWU Engineering Inc.©2013,Software v1.03,9/26/16 New Header, Interior 2 —,PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft =84 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? -15100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 1.00 1 -612 plf -900 plf -1512 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 L/240 0.35 in 5 0 plf 0.00 ft LL L/480 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 -2000 -1500 -1000 — -500 0. -a 0 m / 500 _ �_ _ 7.00 ft 1000 1500 ----- R1 R2 2000 5.29 k 5.29 k PWU Engineering Inc.02013,Software v1.03,9/26/16 • New Header, Interior 2 �PWU ENGINEERING INC. Results -2000 -1500 -1000 - -500 - a a 0 1 500 7.00 ft 1000 1500 — R1 _ .---_ R2 2000 5.29 k . �. __ -_._�_._� ._ _.___ 5.29 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL • R1 2142 lb 3150 lb 5292 lb 5.29 k R2 2142 lb 3150 lb 5292 lb 5.29 k Size: 6000 -__ (1) 3'/"x10'/2' GL 4000 - A 36.75 int .0 2000 - S 64.31 in3 j co 0 co I 337.64 in4 vi -2000 F,; 265 psi Ft; 2400 psi 4000 E'x 106 1.80 --- VAllowable 6.49 k 10000 MAllowable 12.86 k-ft 8000 Design values are based off BOISE GLULAM Specifier Guide, published by Boise Cascade EWP dated 02/28/13. Z EW 6000 a. 4000 Shear Moment 1 E 2000 VMAX 5.29 k MMAX 9.26 k-ft VAllowable 6.49 k MAllowable 12.86 k-ft 0 Ratio 0.82 Ratio 0.72 0.00 OK OK -0.05 Deflection g TL LL 3 Actual 0.13 in 0.08 in m 0.10 0 Criteria 0.35 in 0.18 in Ratio 0.38 0.46 -0.15 =- _.._ OK OK PWU Engineering Inc.©2013,Software v1.03,9/26/16