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Specifications (137) vv`S1-'2.j)l� - 66 21 5 :. -OPWU ENGINEERING INC. `V Ph: (503) 810-8309 109-iq 5W A'AV\&4- \4--1, J a Email: pwuengineering@comcast.net Partial Lateral Structural Analysis Calculations Only: Job #: SUN 1787 Date: 7/10/17 RECEIVED Client: Suntel Design Inc. Project: Spruce JUL 2 7 2017 Lot 26 Annand Hills, Tigard, OR CITY OF TIGARD BUILDING DIVISION PRo � � , c;�• , G I N '„ sib cc, 19421PE4' r GON v2 \ ' '°WHIP 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. —OPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Spruce 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 =28' approximately. I% MFRS Direction iiiig End Zones iii . 1411 401' Wk. tor. ,40,04 ,:roti- itio. . ..„---- RS Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10*28' =2.8' or for h =28' a = .4(h) = .4(28') =11.2' a =2.8' controls a must be larger than .04(28') = 1.1' and 3' Therefore: 2a = 6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Di 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 Wind per ASCE 7PWU ENGINEERING INC. Project Spruce `VVV Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 95mph B 39.8 1.00 28.0 28.0 ' itillibilt011111111:-- 1111 10:12 r416, C bWFRS a= 2.8 ft Direction End Zones A 16.1 psf ora= 11.2 ft � B 11.1 psf Check 10psf min and a > 1.1 ft ', "0 �nrtwFRs Direction C 12.9 psf load across all and a > 3.0 ft 2a D 8.9 psf zones. Eads°nes 2a 6.0 ftNate'End zone may occur at any corner or the building. WR L (ft) 6.0 37.0 6.0 hA(ft) 4.0 4.0 hB (ft) 8.0 10.0 he (ft) 9.0 hp (ft) 2.0 W(plf) 0.0 152.8 133.4 0.0 174.9 0.0 0.0 0.0 0.0 0.0 200.0 1 WR AVG 140.8 plf 10psf min load: 114.9 plf 100.0 Governing value:' 140.8 plf o.o W2 L(ft) 6.0 34.0 3.0 3.0 3.0 hA(ft) 10.0 5.5 10.0 5.5 hB (ft) he (ft) 10.0 4.5 hp(ft) W(plf) 0.0 161.0 128.5 146.4 161.0 88.6 0.0 0.0 0.0 0.0 200.0 - W2 AVG 133.1 plf 10psf min load: 97.2 plf 100.0 Governing value: 133.1 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 - WI AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! I 0.0 PWU Engineering Inc.©2014,Software v0.09,12/01/14 ff4 ♦ .�� 1I .tip pimp,. �1 r,,: .� , ,i i .!, !' 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Project Spruce 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 D 1 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) * 49.0 ft 26.0 ft 31.85 k 8.00 ft W2= (15+5+3+4) * 46.0 ft 26.0 ft 32.29 k 9.00 ft W1 _ (15+5+3+4) * 0.00 k Total W: 64.14 k Total V: 5.36 k Vertical Distribution of Seismic Forces Fx= C„*V Cvx = (Wxhxk)/WA/;[1,k) Wx hxk Wx*hxk Wx*hxk FWihik Cvx WR*hRk= 31.85 k 17.00 541.5 C„R= 541.5 832.1 0.651 W2*h2k= 32.29 k 9.00 290.6 C„2= 290.6 832.1 0.349 = 0.00 k 0.00 0.0 C„1=_ 0.0 832.1 0.000 EWihik= 832.1 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= 71.1 plf+ 0.0 plf= 71.1 plf < 140.8 plf Wind Governs F2= 40.7 plf+ 71.1 plf= 111.8 plf < 273.9 plf Wind Governs F, _ #DIV/0! 111.8 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 Loadsc`„pWU ENGINEERING INC. Project Spruce `v High Roof Diaphragm -Upper Floor Walls Line A Line B Brace panels designed prescriptively by other. Brace panels designed prescriptively by other. Line 1 Line 2 Brace panels designed prescriptively by other. Brace panels designed prescriptively by other. Line 3 P = 1.83 k I ( LTOTAL = 9.3 ft I Iv = 1.83 k / 9.3 ft = 198 plf (Type B Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A Line B Brace panels designed prescriptively by other. Brace panels designed prescriptively by other. Line 1 Brace panels designed prescriptively by other. Line 3 P = 3.36 k LTOTAL = 7.5 ft v = 3.36 k / 7.5 ft = 448 plf Type B Wall h = 9.0 ft LWORST = 3.8 ft MOT = 448 plf * 9.0 ft * 3.8 ft = 15.13 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.8ft)2 / 2 * 0.6 = 0.58 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.58 kft = 0.58 kft T = (15.13kft - 0.58kft) / 3.8 ft = 3.88 k + 0.00 k = 3.88 k Use type 2 hd Garage area designed in rotation. Line 2 P = 9.87 k LTOTAL = 17.0 ft v = 9.87 k / 17.0 ft = 581 plf Type C Wall h = 9.0 ft LWORST = 17.0 ft MOT = 581 plf * 9.0 ft * 17.0 ft = 88.86 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (17.0ft)2 / 2 * 0.6 = 11.96 kft + (0lb * 0.0 ft) + , (500lb * 17.0 ft) = 8.50 kft + 11.96 kft = 20.46 kft T = (88.86kft - 20.46kft) / 17.0 ft = 4.02 k + 0.00 k = 4.02 k Use type 2 hd Line A Side of Garage Torsion force equals [(1.83k*26')+(133p1f*23'*2372 11(18') =4.60k P = 4.60 k LTOTAL = 21.0 ft v = 4.60 k / 21.0 ft = 219 plf Type A Wall h = 9.0 ft LWORST = 21.0 ft MoT = 219 plf * 9.0 ft * 21.0 ft = 41.40 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (21.0ft)2 / 2 * 0.6 = 30.16 kft + (0 lb * 0.0 ft) + (500 lb * 21.0 ft) = 10.50 kft + 30.16 kft = 40.66 kft T = (41.40kft - 40.66kft) / 21.0 ft = 0.04 k + 0.00 k = 0.04 k No hd req'd Line B Side of Garage Torsion force equals [(1.83k*26')+(133p1f*23'2372 ]/(18') =4.60k P = 4.60 k LTOTAL = 19.3 ft v = 4.60 k / 19.3 ft = 239 plf Type A Wall h = 9.0 ft LWORST = 19.3 ft MoT = 239 plf * 9.0 ft * 19.3 ft = 41.40 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (19.3ft)2 / 2 * 0.6 = 28.68 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 28.68 kft = 28.68 kft T = (41.40kft - 28.68kft) / 19.3 ft = 0.66 k + 0.00 k = 0.66 k No hd req'd Force Transfer Around Opening (FTAO) - PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L1 = 5.0 ft La= 6.5ft L2= 4.3 ft V= 1.89k vA= -21 plf vp= 320 plf vF= -21 plf hu = 1.0 ft F� = 1.12k F2= 0.96k vB= 204 plf vG= 204 plf h0= 5.0 ft F� = 1.12k F2= 0.96 k h�= 2.0 ft vo= -21 plf vE= 320 plf vH= -21 plf I T H = 0.96k H = 0.96k H= ( 1.89k * 8.0ft) / 15.8ft= 0.96 k H:W Ratios 5.Oft : 5.Oft = 1.0 : 1 vh = 1.89 k/ 9.3 ft= 204 plf 5.0 ft : 4.3 ft = 1.2 : 1 v„= 0.96 k/ 3.0 ft= 320 plf Use: Type B Wall F = 320 plf* 6.50 ft= 2.08 k F1 = ( 2.08k* 5.Oft)/ 9.3ft= 1.12k F2= ( 2.08 k* 4.3 ft )/ 9.3 ft= 0.96 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.O ft) * (15.8 ft)^2 *0.6/2 ] + ( 13.0ft *5001b) = 15.88 kft T= 0.96 kft- ( 15.88 kft / 15.8 ft) = 0.00 k +0.00k= 0.00 kl No hd req'd OSHEAR BRACE PANELS AT O SHEAR LIRE I BY OTHER / 0 i \ aW _IL 1 EL i a� J SHEAR PANELS Al %0 SHEAR ttE 2 BY OTHER 0_m �S�S 101 o C q 1 n , o , . 7Ir U I ENTIRE WALL ELEV /4,_4•I,I ,`_TO BE SHEATHED USE 0837 COIL STRAP / 16'-10' ACROSS ENTIRE LENGTH EXTENT OF FTAO OF E4-EARWALL PER DET WALL SEGMENT II/E3 FOR FTAO METHOD / . PARTIAL LATERAL DESIGN IS FOR FRONT ELEVATION OF HOUSE ONLY. ALL OTHER SHIEARLLALL BRACE PANELS ARE BY OTHER UPPER FLOOR PARTIAL LATERAL PLAN 0 SEAR BRACE PANELS AT 0 %EAR LE I BY OTHER . \ IT - a W to ...,6 IL ID `I \ r f .f • to C) T _ SHEARWALLb AND rr-o•• • • • • • • •=-- • . . . . . . . . ...r. . . • • -- ;* WOLDCUNS REQD CN AA&• • • ---' % GARAGE SIDE MALLS FOR TOR/316N FORCE • • .e . SEE DETAIL 3/85 FOR '.. DESIGNED IN MmarATION , ,, . . INIMUM FOUNDATION ri DIMENSION REQUIREMENT. . . . . 45,L7. FOR SIMPSON STRCNGWALL ANCHORAGE . ir EXTEND GARAGE 1-EADER OVER . i=w1 I TOP OF GARAGE PIER PER DET 1/$3. I ry USE sh5d2.GL HEADER MIN. P h... Et .. . . N • • '1/1 AW - LARGER HEADER SIZE IS SHOWN OR .EZ.-- 'WA! if VERTICAL FRAMING PLAN BY OTHER, - li LA '' 9, S . • " . •allif ... .!= RGER SIZE TAKES PRECEDENC.E. 1 - 1 LSTAIS STRAP F .RC51 , 1 f . , LSTAIE STRAP FROM ROOF BEAM ST OTHER b ROOF BEAM BY OTHER TO HOUSE TOP PL, . TO HOUSE TOP PL, CENTER STRAP ABCUT CENTER STRAP ABOUT END CF BEAM END OF BEAM SHEATH ENTIRE FACE FRONT GARAGE WALL 18 NOT OF CRIPPLE WALL USED AS A SHEARWALL. FOR ABOVE HEADER w/El' ADDED REDUNDANCY AND PARTIAL LATERAL DESIGN TYPE SI-TTG AS REQ'D SAFETY,USE SITIPSCN SLUSB12x8 IS FOR MGM'ELEVATION STRCNGWALL,SEE DETAIL VW OF HOUSE ONLY. ALL OTHER SHEARWALL BRACE PANELS AI RE Sr OTHER M4IN FLOOR P,4RTI4L LATERAL PLAN v...1._0. . . ., HOLDOWN SCHEDULE 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, 1 j6„ w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 W=66 0, S=57 0' 1 16" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB5/8X24 Sw16670 Sw-6670, 1546" 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 1%, 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10" min PAB8-36, 10"min S=16435, S=16435, 1 y8„ 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 WAL 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 is" 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 6"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 HGA1OKT @ 8" o/c 1010 1414 H 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 52" o/c (m) 16d @ 4 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"x114" 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.