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Specifications (43) PWU ENGINEERING INC. 4l.SL 5'\tic c•C.,�r\CA k-k1\‘ et- Ph: (503) 810-8309 Email: pwuengineering@comcast.net RF COVED Partial Lateral Structural Analysis Calculations Only: Job #: SUN17112 NOV 21 2017 Date: 8/10/17 CITY TIGARD Client: Suntel Design Inc. Project: Birch BU1LD1NG DIVISION Lot 29 Annand Heights, Tigard, OR �� O �� G1Ne 444 <ce194211E4 4 r ~EGON , 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 Birch 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. Illk MFRS Direction 114 End Zones ' 2a rW4 , � _mss ` moi' is 10 1 (- RS Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*28' =2.8' or for h =26' a= .4(h) = .4(26')= 10.4' 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: 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 Line Loads PWU ENGINEERING INC. Project Birch `v 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 = 1.94 k LTOTAL = 16.5 ft v = 1.94 k / 16.5 ft = 118 plf Type A Wall h = 9.0 ft LWORST = 9.0 ft MOT = 118 plf * 9.0 ft * 9.0 ft = 9.55 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (9.0ft)2 / 2 * 0.6 = 6.27 kft + (0lb * 0.0ft) + (Olb * 0.0 ft) = 0.00 kft + 6.27kft = 6.27kft T = (9.55kft - 6.27kft) / 9.0 ft = 0.36 k + 0.00 k = 0.36 k No hd req'd See FTAO Calc 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 = 3.23 k LTOTAL = 6.3 ft v = 3.23 k / 6.3 ft = 517 plf Type B WaII h = 9.0 ft LWORST = 3.3 ft MOT = 517 plf * 9.0 ft * 3.3 ft = 15.12 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.3ft)2 / 2 * 0.6 = 0.44 kft + (0Ib * 00ft) + (500 Ib * 2.5ft) = 1.25 kft + 0.44 kft = 1.69kft T = (15.12kft - 1.69kft) / 3.3 ft = 4.13 k + 0.00 k = 4.13 k I Use type 2 hd h = 5.3 ft LWORST = 1.5ft MOT = 517 plf * 5.3 ft * 1.5 ft = 4.07 kft MR = (15 psf * 3.0 ft + 12 psf * 5.3 ft) * (1.5ft)2 / 2 * 0.6 = 0.07 kft + (0lb * 00ft) + (0lb * 0.0ft). = 0.00 kft + 0.07 kft = 0.07kft T = (4.07kft - 0.07kft) / 1.5 ft = 2.67 k + 0.00 k = 2.67 k Use type 12 hd v OWEAR BRACE PANELS AT O SHEAR LRE I DESIGNED PRESCRIPTIVELY BY OTHER/ / 0 PANELS AT L DE81Ci•ED PRESCRIPT Y BY OTHER a © 11 Ela go Wit J 1 / o _: 6 _. Al " B1_S. E OF FT•I ENTIRE WALL ELEV WALL SEGMENT TO EE 6HEATHED Q USE CS72 COIL STRAP AGR066 ENTIRE LENGTH CP 61#ARILALL PER DET "Cr 10/64 POR PTAO METHOD PARTIAL LATERAL DEAKIN 16 FOR FRONT ELEVATION OF HOUSE ONLY. ALL OTHER SHEARWALL BRACE PANELS NYE BY OTHER UPPER FLOOR PARTIAL LATERAL PLAN •..• 0 SHEAR BRACE PANELS AT 0 SHEAR LIE I DESIGNED / PRP-am:v.71%m.y sy OTHER 0 1 0- 1 o'71 1 1 1 ilifl 1 i ill • • • • %EAR ERACEPANB-5•AT . • • ' i 1 co e im.....7il ..4.:...• I,$ Fr 1• • • . i i• • • t/ ,'i.--L . • •- \ 04f irk I 71 Va. • sW,..,Cr-Az ' 41-'74,Ea NOA-V, V°. LSTA24 STRAP PRIM LOW ROOF am IST mem To - 'V' • HOUSE TOP PL maim • STRAP ABOUT END OP 5M E , •HEADER OYER TOP OP SARASE PIER,PCUR SEM MOLL UP 801.114LL WEIGHT DEEMER TOP OP 6TEM PARTIAL.LATERAL DESIGN wALL AND corral OP IS PCR PRCNT ELEVATION HEADER IS -3 MAX OP HOUSE GILT. AU. PER DETAIL II/64 OR SHEARWALL BRACE PANELS AFE DY OMER MAIN FLOOR PARTIAL LATERAL PLAN ...„.--CL DIM.PER HOLDS WN SCHEDULE, Ve•II-O• f necen TM 1 A CT nno 1 Ili AA I 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, 156" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Sw26675 5=5730 1 5%6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB%X24 =57 0 5=5730 1546" 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MINSTE(NOTEMWAL6.)L 8 SSTB3MIN STE4(NOTEMWALL 6.) Sw==63957615, Sw==73158710, 1y8„ 8 HDU11 -SDS2.5 (1)6x 9535 6865 PAB8-36, 10" min PAB8-36, 10"min S=16435, S=16435, 1 3/„ 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 retaining footing. 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. 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 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 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 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 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 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 @ 1z"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" 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. i