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Specifications (134) ms �(7 ©�Z� o ogg115w AA✓� J• t-ri 1/ T -_ PWU ENGINEERING INC. " .ECEIVED Ph: (503) 810-8309 Email: pwuengineering@comcast.net AUG 2 3 2017 Partial Lateral Structural Analysis Calculations Only: CM OF TIGARD Job #: SUN17114 BUILDING DIVISION Date: 8/22/17 Client: Suntel Design Inc. Project: Alder Lot 24 Annand Heights, Tigard, OR .cfcQ.cOPRO,t ` c1,1 N 15:31 1941 P ' s 41, "EGON .. JIP Expires: 06/30/2018 The following calculations are for a lateral wind and seismic engineering only and are associated with a conventional foundation system. The complete vertical engineering package, which includes the foundation design, is outside the scope of our services and done by others. The lateral 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 materials. 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 Alder Partial Lateral Engineering for front elevation Only. Vertical engineering is outside the scope of work. 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 =26' approximately. Ilik FRS Direction 11111101 End Zones - W4 0101111111111 1116--- 411 1,. '7Rs 10 Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a= .10*34' =3.4' or for h =26' a = .4(h) = .4(26') = 10.4' a = 3.4' controls a must be larger than .04(34') = 1.4' and 3' Therefore: 2a= 6.8' 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 •PWU ENGINEERING INC. Project Alder Direction Side to Side 3s Gust Roof Least Speed Exp. Angle W(ft) hAvG(ft) 95mph B 39.8 1.00 34.0 26.0 10:12 KNERS Direction �v End Zones a= 3.4 ft - A 16.1 psf ora= 10.4 ft s„R �1 B 11.1 psf Check 10psf min and a> 1.4 ft 710 1 =MJVFRS C 12.9 psf load across all and a> 3.0 ft 2a Dlrec lon D 8.9 psf zones. p NotErtl Zones 2a 6.8 ft e.EM zone may occur at any corner of the txilltling. WR L(ft) 6.8 30.4 6.8 hA(ft) 4.0 9.0 hB(ft) 10.0 he (ft) 9.0 ho(ft) W(plf) 0.0 174.9 115.7 144.9 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 129.3 plf 10psf min load: 97.7 plf 100.0 Governing value: 129.3 plf o.o W2 L(ft) 6.8 30.4 6.8 hA(ft) 9.5 9.5 hB(ft) he (ft) 9.5 hp(ft) W(plf) 0.0 153.0 122.1 153.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 W2 AVG 131.6 plf 10psf min load: 95.0 plf 100.0 Governing value: 131.6 plf o.o W1 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! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 , PWU Engineering Inc.©2014,Software v0.10,7/05/16 a 11 1 ill !I j) ,..i., 1 1 1; I it i l IIL I m . pri,;!1,:WI,r i;1! ..it ,I :mil,� r . AI .. ���,, X11 Ij,Ni 11 ik i . / , , . 1� 11►!I''I�I i!;l' IIIA! :Ii1 Ii: I 1. Ili If: ,�,I, 1 Iiii . \ SII. HI �Ii hhh I . _ 1 Iii1jl "! , , „l J I 4 I` , I. 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V= Cs*W Design Cs= (Sps)/(1.4R/le) Category R Sos le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=I 0.0835*W 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) * 44.0 ft 34.0 ft 37.40 k 8.00 ft W2= (15+5+3+4) * 44.0 ft 34.0 ft 40.39 k 9.00 ft W� _ (15+5+3+4) * 0.00 k Total W: 77.79 k Total V: 6.50 k Vertical Distribution of Seismic Forces Fx= Cv*V Cvx= (Wxhxk)/(FWihik) Wx hxk Wx*hxk Wx*hxk EWihik C+vx WR*hRk= 37.40 k 17.00 635.8 C„R= 635.8 999.3 0.636 W2*h2k= 40.39 k 9.00 363.5 C„2= 363.5 999.3 0.364 W1*h,k= 0.00 k 0.00 0.0 Co = 0.0 999.3 0.000 FW;h;k= 999.3 Check Seismic Front to Back vs Wind Front to back brace panels are designed by other. Check Seismic Side to Side vs Wind Seismic Wind FR= 93.9 plf+ 0.0 plf= 93.9 plf < 129.3 plf Wind Governs F2= 53.7 plf+ 93.9 plf= 147.7 plf < 260.9 plf Wind Governs F1 _ #DIV/0! 147.7 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads ENGINEERING INC. Project Alder High Roof Diaphragm -Upper Floor Walls Line A Line B Brace panels are by other. Brace panels are by other. Line 1 Line 2 Brace panels are by other. Brace panels are by other. Line 3 P = 1.29 k LTOTAL = 20.0 ft v = 1.29 k / 20.0 ft = 65 plf Type A Wall h = 8.0 ft LWORST = 2.8 ft MOT = 65 plf * 8.0 ft * 2.8 ft = 1.42 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.29 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.29 kft = 0.29 kft T = (1.42kft - 0.29kft) / 2.8 ft = 0.41 k + 0.00 k = 0.41 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A Line B Brace panels are by other. Brace panels are by other. Line 1 Line 2 Brace panels are by other. Brace panels are by other. Line 3 P = 3.00 k LTOTAL = 8.5 ft v = 3.00 k / 8.5 ft = 353 plf Type B Wall h = 7.0 ft LWORST = 2.0 ft MOT = 353 plf * 7.0 ft * 2.0 ft = 4.95 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (2.0ft)2 / 2 * 0.6 = 0.14 kft + ( 0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.14 kft = 0.14 kft T = (4.95kft - 0.14kft) / 2.0 ft = 2.41 k + 0.00 k = 2.41 k See FTAO Calc Use type 1 hd at garage Force Transfer Around Opening (FTAO) �Pwu ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L� = 2.3ft Lo= 5.5 ft L2= 2.3 ft V= 1.59 k vA= -229 plf yip= 477 plf vF= -229 plf hu = 1.0 ft F� = 1.31k F2= 1.31k vB= 353 plf vG= 353 plf ho= 6.0 ft F1 = 1.31k F2= 1.31k -* -* h = 2.O ft vc= -229 plf vE= 477 plf vH = -229 plf J. T H = 1.43k H = 1.43k H=1 ( 1.59k *9.0ft) / 10.0 ft= 1.43 k H:W Ratios 6.0 ft : 2.3 ft = 2.7 : 1 vh = 1.59k/ 4.5ft= 353p1f 6.Oft : 2.3ft = 2.7 : 1 v„= 1.43 k/ 3.0 ft= 477 plf Use: Type B Wall F= 477 plf* 5.50 ft= 2.62 k F1 = (2.62k* 2.3ft)/ 4.5 ft= 1.31 k F2 = ( 2.62 k* 2.3 ft)/ 4.5 ft= 1.31 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5ft+ 12psf* 9.0ft) * (10.0 ft)^2 *0.6/2 ] + ( 10.0 ft *5001b) = 10.49 kft T= 1.43 kft- ( 10.49 kft / 10.0 ft) = 0.38 k +0.00k= 0.38 kl No hd req'd OSI-EAR BRACE PANELS AT O SI-EAR LINE I DESIGNED PRESCRIPTIVELY BY OTHER u = O ti da i � Qu`o, 5-Qm SFE•-BRACEP� LSA' Lvyr a - ,::,.,- INE 2 D 13•ED A.a.m PRESCRI IVELY Y OTI Mil /,rp *%§ L 1 - .., 0 %%it F-----4-' J tit z I U 13'-4 1 3-4• , A6. '-e ''-lo o LI v A Q 4'-1' 14,_, AP e N.e e !MTH R DET TROD PARTIAL LATERAL DESIGN IS POR PRONT ELEVATION OP HOUSE ONLY. ALL OTFER SI-EARIJALL BRACE PANELS ARE EY OTFER UPPER FLOOR PARTIAL LATERAL PLAN fG , OSHEAR BRACE PANELS AT O SHEAR LME I DESIGNED PRESCRIPTIVELY BY OTFER ---�----� i Tom'----� O • • • • SHEAR BRACE PANELS AT ix SHEAR LME'?DESIGNED a I] ao I PRESCRIPTIVELY BY. 1 ,�N e u aor aor a , , ,,,, Li .=-" ' 111-• r--. .4) ........• ,,,,,, 7 4 �4 Q ENTIRE WALL ELEV II TO BE SHEATHED ItOr OF .... XT T-o•�• UBE 0871 COIL STRAP UlALL BEGMEJT ACROSS ENTIRE LENGTH EMEND HEADER OF 181-EARU4LL PER DET OVER TOP OF GARAGE Ii.".. 10/64 FOR MAO METHOD PIER POUR STEM WALL v UP SO WALL HIG EHT DETWEEN TOP OF STEM PARTIAL LATERAL DESIGN WALL AND DOTTOM OF IS FOR FRONT ELEVATION HEADER 18 1'-0•MAX OF 14088E ONLY. ALL PER DETAIL 1084 OTHER Sl.EARIMLL BRACE PANELS ARE DY OTHER MAIN FLOOR PARTIAL LATERAL PLAN i 7-CL DIM.PER HOEDOWN SCHEDULE, V •I'-0' REFER TO LAST COLUMN 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 CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550, 1 16° w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w=66705, =57305 1 16"" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB%X24 w=66 0 Sw=66705' 1%6" 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MIN (NOTESTEMWAL6.)L 8 SSTB34MINS(NOTETEMWALL 6.) Sw==63957615, Sw=73158710, 1 y8", = 8 HDU11 -SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10" min S=16435, S=16435, 1 „ embed into bottom embed into bottom w=17080 w=17080 8 9 HDU14-SDS2.5 (1 )6x 1444510350 of 32"min width of 32" min width S=16435, S=16435, 1 "" footing. If at retainingfooting. If at retaining w=17080 w=17080 16 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 2874" minimum embedment depth. SHEAR 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" 2" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 6" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 22" o/c A35 @ 15"o/c 395 553 C 6" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 12"o/c 505 707 D 6" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11" o/c (m) 16d @ 2" o/c A35 @ 9" o/c 670 938 E 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 6" OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8" o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6"o/c 790 1106 G 6"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA10KT @ 8" o/c 1010 1414 H 6" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" in Dia. A.B. @ 52'o/c (m) 16d @ 12" o/c (2)rows staggered HGA10KT @ 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"x1/4" 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.