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Specifications (80)
c\c d N\k et, PPWU ENGINEERING INC. Ph: (503) 810-8309 RECEIVED Email: pwuengineering@comcast.net JUL 2 7 2017 Partial Lateral Structural Analysis Calculations Only: CITY OF TI<.GARD Job #: SUN1785 BUILDING DIVISION Date: 7/03/17 Client: Suntel Design Inc. Project: Elm Lot 23 Annand Hills, Tigard, OR ' PROA-.. 194?iPF lir Ave„ EGON 4 22 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. R ---*PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Elm Partial Lateral Engineering for front wall 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. Ilki� MFRS �' Direction 0 End Zones 2a im. -- W4 Tjg°°' ____----41° Rs 10 -- Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a = .10*30' =3' or for h =26' a = .4(h) _ .4(26') =10.4' a =3' controls a must be larger than .04(30') = 1.2' and 3' Therefore: 2a = 6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per 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 = 15 psf Floor Dead load = 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load= 12 psf l. Wind per ASCE 7 ---,PWU ENGINEERING INC. Project Elm `� Direction Side to Side 3s Gust Roof Least -/".'- Speed Exp. Angle A W(ft) hAvG(ft) 95mph B 39.8 1.00 30.0 26.0 10:12 �, •c -Rs a= 3.0 ft Dfec'°n End Zones iii -�.• A 16.1 psf ora = 10.4 ft B 11.1 psf Check 10psf min and a> 1.2 ft j �RS Dlrectlon C 12.9 psf load across all and a> 3.0 ft 2a- D 8.9 psf zones. Endz°nes 2a 6.0 ft Note End zone may occur a any corner of the building. WR L(ft) 6.0 38.0 6.0 hA(ft) 4.0 9.0 hg (ft) 6.0 he (ft) 9.0 hp(ft) 2.0 W(plf) 0.0 130.7 133.4 144.9 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 134.4 plf 10psf min load: 106.4 plf 100 0w fi Y f Governing value: 134.4 plf o.o :<.>. ..,.... .. :. fs , W2 L(ft) 6.0 38.0 6.0 hA(ft) 10.0 10.0 hB (ft) he (ft) 10.0 hp(ft) W(plf) 0.0 161.0 128.5 161.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 22 AVG 136.3 plf 10psf min load: 100.0 plf 100.o . , F " 7 a Governing value: 136.3 plf _ °Y 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 W #DIV/0! �.o 1 AVG 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! s 0.0 , PWU Engineering Inc.©2014,Software v0.09,12/01/14 1 1 L �o 1////7( �II 11111111111.11!\ o I �i-s- l it i 1 II' 111ai'fi; P. Ili 1" i 21 Pr411111::.i 1==31 - d r I Y` 1%,,,,ii , ousis=6-70- - ,o - Io AI 1 `" 1 1 II J L 1 - at C-1 L 1 L 1I I 1 17,i : 7-72-3 tr ji l� N gam_( II ♦ �' f I 11 III /11! J i1• b a Q b s d g c o a• ///t : 1 \ 'lllillllll� Ik , / _ % , ._, lig t 1 hi 1 1: pi I Seismic & Governing Values - `c„PWU ENGINEERING INC. Project Elm `V Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= Cs*W Design CS = (Sps)/(1.4R/le) Category R SDS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 15psf 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= (15+5+3) * 50.0 ft 30.0 ft 34.50 k 8.00 ft W2= (15+5+3+4) * 50.0 ft 30.0 ft 40.50 k 9.00 ft W1 = (15+5+3+4) * 0.00 k Total W: 75.00 k Total V: 6.26 k Vertical Distribution of Seismic Forces FX= Cv*V Cvx= (WXhxk)/(IWihik) WX hXk WX*hxk WX*hxk EWihik CvX WR*hRk= 34.50 k 17.00 586.5 CAR= 586.5 951.0 0.617 W2*h2k= 40.50 k 9.00 364.5 Cv2= 364.5 951.0 0.383 W1*h1k= 0.00 k 0.00 0.0 C„1 = 0.0 951.0 0.000 EW;hik= 951.0 Check Seismic Front to Back vs Wind Front to Back direction brace panels are prescriptively designed by other. Check Seismic Side to Side vs Wind Seismic Wind FR= 77.3 plf+ 0.0 plf= 77.3 plf < 134.4 plf Wind Governs F2= 48.0 plf+ 77.3 plf= 125.3 plf < 270.7 plf Wind Governs F1 = #DIV/0! 125.3 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.09,12/01/14 Line Loads �PWU ENGINEERING INC. Project Elm High Roof Diaphragm -Upper Floor Walls Line A Brace panels designed prescriptively by other. Line B Brace panels designed prescriptively by other. Line 1 Brace panels designed prescriptively by other. Line 2 Brace panels designed prescriptively by other. Line 3 P = 1.34 k LTOTAL = 6.0 ft v = 1.34 k / 6.0 ft = 224 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A Brace panels designed prescriptively by other. Line B Brace panels designed prescriptively by other. Line 1 Brace panels designed prescriptively by other. Line 2 Brace panels designed prescriptively by other. Line 3 P = 3.18 k LTOTAL = 4.0 ft v = 3.18 k / 4.0 ft = 796 plf Type F Wall See FTAO Calc Use type 2 hd - PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 L1 = 3.0 ft Lo= 6.5 ft L2= 3.0 ft V= 1.34 k vA= -86 plf vo= 286 plf vF= -86 plf hu = 1.0 ft 4- F1 F1 = 0.93 k F2 = 0.93 k vB= 223 plf vG= 223 plf h0= 5.0 ft F� = 0.93 k F2 = 0.93 k -> -* h�= 2.0 ft vo= -86 plf vE = 286 plf vH = -86 plf 1' H = 0.86k H = 0.86k H= ( 1.34 k * 8.0 ft ) / 12.5 ft= 0.86 k H:W Ratios 5.O ft : 3.O ft = 1.7 : 1 vh = 1.34 k/ 6.0 ft= 223 plf 5.0 ft : 3.0 ft = 1.7 : 1 vv = 0.86 k/ 3.0 ft= 286 plf Use: Type A Wall F = 286 plf* 6.50 ft= 1.86 k F1 = ( 1.86k* 3.Oft )/ 6.Oft= 0.93k F2 = ( 1.86 k* 3.O ft ) / 6.0 ft= 0.93 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR = [( 15psf* 2ft + 12psf* 8.Oft) * (12.5 ft)^2 *0.6/2 ] + ( 12.0 ft *5001b) = 11.91 kft T= 0.86 kft- ( 11.91 kft / 12.5 ft) = 0.00 k +0.00k= 0.00 kI No hd req'd --‹- Force Transfer Around Opening (FTAO) Pwu ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L1 = 2.0 ft Lo= 2.0 ft L2= 2.0 ft V= 3.18 k vA= 318 plf vp= 954 plf vF= 318 plf hu = 1.0 ft F� = 0.95 k F2= 0.95 k vB= 795 plf vG= 795 plf ho= 4.0 ft F� = 0.95k F2 = 0.95k hL= 4.0 ft vo = 318 plf vE = 954 plf vH = 318 plf y H = 4.77k H = 4.77k H= ( 3.18k * 9.0 ft) /6.0 ft= 4.77k H:WRatios 4.O ft : 2.O ft = 2.0 : 1 vh = 3.18 k/ 4.0 ft= 795 plf 4.0 ft : 2.0 ft = 2.0 : 1 v„= 4.77 k/ 5.0 ft= 954 plf Use: Type F Wall F = 954 plf* 2.00 ft= 1.91 k F1 = ( 1.91 k* 2.Oft) / 4.Oft = 0.95k F2 = ( 1.91 k* 2.0 ft) / 4.0 ft= 0.95 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR = [( 15psf* 4 ft+ 12psf* 9.O ft) * (6.0 ft)^2 * 0.6/2 ] + ( 6.0ft *5001b) = 4.81 kft T= 4.77 kft- (4.81 kft /6.0ft) = 3.97 k +0.00k= 3.97 k) Use type 2 hd O O SHEAR BRACE PANELS Al / SHEAR LME I BY OT1ER / 0 1 I IIU) IL 0_ILm 0_m a _ aa '� r d a5SHEA.R�3RACE PANELS Ai I© C'IG' LME jZ BYOTHER ,i, Elms I7 1 IR IRL ■ w/ r r-1 a !, �� Ss �, a I \<1.,.1...r., \ t O PARTIAL LATERAL DESIGN b / IS FOR FRONT ELEVATION 13'-0" / TO WALL ELEV LLBE OF HOUSE ONLY. AEXTENT OF FTAO TO BE SI-BATHED OTHER 814EARWALL BRACE WALL SEGMENT USE CSW COIL STRAP PANELS ARE DESIGNED / / ACROSS ENTIRE LENGTH PRESCRIPTIVELY BY A OF re LL PER METHODDET UPPER FLOOR PARTIAL LA ERAL PLAN ,Q a SHEAR BRACE PANELS AT O SHEAR Lrt•E I BY OTHER O a . . 1 1 .- a J J d m "SHEAR BRACE PANELS AT ;a m a m s' SHEAR. . B. . . . . . . . . 2 �J IX. PJ Ll I. BMPSQJ 8T6236 STRAP ' BETWEEN FLOOR JOISTS'BY ' ' ' 1= PROVIDE FLOOR ENTG • OTHER AT FRONT EDGE OF ••� EDGE NAILING TO RLL STAIR OPENING WHERE . . I -• LENGTH OF JOIST AT STAIR JOISTS SPLICE EVER I OPENt .10e1•6.OG.MN. BEARING• WALL,CENTER r J r. S.TRAP.ABOUT END CF JST. . . SH PROVIDE FLOOR TG EDGE NAILING TO FULL •L : LENGTH, •OF JOIST M O.C.LA•EMIN. m/ M BEAMIOd SPSON 8T6236 STRAP i n ''`TV i� O FROM BEAM BY R.TO CO FLOOR JOIST IN LINE a/ ABOUT END OF BM. . �i PARTIAL LATERAL DESIGN -. • IS FOR FRONT ELEVATION FROM OBM TO RIM.TO 8 -• _ _ . I. CF HOUSE ONLY. ALL FENTIRE WALL ELEV OTHER SHEARILL4LL BRACE ABOUT END OF BM UTO S BE SHEATHED PANELS ARE DESKIED AUSE CS*COIL STRAP PRESCRIPTIVELY BY © OF SHE ENTIRE LENGTH OF HRWALL PER DED OTHER VI. IO/63 FOR FTAO METHOD MAIN FLOOR PARTIAL LAV ERAL PLAN HL..I._o. 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, 15/6„ w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Sw=6675 w=66705, 154611 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w=66 0 w=66705 156„ 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 1 y8„ 8 MIN STEMWALL 8 MIN STEMWALL w=7615 w=8710 PAB8-36, 10"min PAB8-36, 10"min S=16435, S=16435, 3 „ 8 HDU11 -SDS2.5 (1)6x 9535 6865 embed into bottom embed into bottom w=17080 w=17080 1/8 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 287/8" minimum embedment depth. SHEARWALL 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 6" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 30" o/c 16d @ 4" o/c A35 @ 24"o/c 255 357 B 6" OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18" o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553 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 is" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2"o/c A35 @ 12" o/c 510 714 F 6" OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8" o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6"o/c 790 1106 G 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA1 OKT @ 8" o/c 1010 1414 H is" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 52"o/c (m) 16d @1:21" o/c (2)rows staggered HGA1 OKT @ 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'/a" 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.