Loading...
Specifications (6) c O c \- t CA-. —.PWU ENGINEERING INC. ° FVFIVFD Ph: (503) 810-8309 Email: pwuengineering@comcast.net APR 2 4 2018 en"Y i i A D Partial Lateral Structural Analysis Calculations Only: I s�l6 PI �r 9V SIO Job #: SUN17109 Date: 8/09/17 Client: Suntel Design Inc. Project: Birch Lot 28 Annand Heights, Tigard, OR `. D PROj c L Ne . carr 9421 PE y 4 4 1 I-EGON AY/ NINO' Expires: 06/30/2Q18 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. 111110 ;-..-07. .-100.X. C NhlVFRS Direction itigEnd Zones ii_...000010.11.1......Le‘ ---1?;a.....„------, 01111111111 labe*iv ilk �.` MVFRS t p0 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: Dl 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 Birch Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 95mph B 39.8 1.00 28.0 26.0 11111, 10:12 MWFRS a= 2.8 ft DYeLnn saiEnd Zana ���• A 16.1 psf ora= 10.4 ft . B 11.1 psf Check 10psf min and a> 1.1 ft / RS Directfm C 12.9 psf load across all and a> 3.0 ft z� End Zones D 8.9 psf zones. 2a 6.0 ft Nie:Ertl zone may occur at any corner of the bulltling_ WR L(ft) 6.0 29.5 6.0 2.0 hA(ft) 9.0 9.0 4.0 hB(ft) 4.0 9.0 he (ft) 9.0 hp(ft) 2.0 - W(plf) 0.0 144.9 133.4 189.1 163.9 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 144.0 plf 10psf min load: 110.9 plf 100.0 Governing value: 144.0 plf 0.0 - W2 L(ft) 6.0,1 29.5 6.0 2.0 hA(ft) 9.5 9.5 5.0 hB(ft) he (ft) 9.5 hp(ft) W(plf) 0.0 153.0 122.1 153.0 80.5 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 128.7 plf 10psf min load: 92.9 plf 100.0 Governing value: 128.7 plf 0.0 WI L(ft) hA(ft) hB(ft) he (ft) hp(ft) W(pif) 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 PVVU Engineering Inc.©2014,Software v0.10,7/05/16 �', II'' 1 ,1Ell II.' 11, II 13, IA HE 0 il' !III I III I ' I1'i' 'i4 4igiø ; 1 Ili! 1111 m Iii sti '-\ I '',',,• I, I r i:j :I, , . li �'l''�' .414 .I CM.NI* 0 y 1 , , I I', 11111111 1`I"i !iiwiiiimI Adi i'IEI��I' 111 111 i1 Si1111111111 ._.. •._ ,H1'II t`i I SII AI lithit, ll Il . IIIIIIIIIIIIIII i i. I 1. iv tk T. f It '1H4 as ait 1 „P /1 •► a u """7- X11 111 11 i,i I II III' , I �11 1i I II jj :1 III L11 1 1 1 r IIII II IIIIIIIIii ill 1 Ili 1 1I II I ; I �I �,1 It I,1 II Ili 11 III I� { ILII III IIIA I ISI I I iI11 X11 I I' I I�l�III � ( ( II II 1 ,,I I �,,� , VIII Ill ill I III I' � �II��� i����,�� ll '� IIII ��IIII �1 u, 11 I I``I I,' ill h 1 i t rI III 11 Ali i-� (I lf Ililllll I II ,1i III [ I ,II IIII �� III II „ 1 II II,I�'II III�I Illi II I 11 1 I - J IIII I IIII III' Ili I'l III 111 �I ----- , Ii IIII ,I II IIID II '� I� III, I I IIII II l 11 I � I I t ,I II III IIlli �I �I O Olt ; I } !} s / 5. I / . i ,tat ail a! . as mmm 1 I Seismic & Governing Values PWU ENGINEERING INC. Project Birch 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: 17psf Floor Dead Load: 15psf V=1 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) * 43.0 ft 28.0 ft 30.10 k 8.00 ft W2= (15+5+3+4) * 41.0 ft 28.0 ft 31.00 k 9.00 ft W, = (15+5+3+4) * 0.00 k Total W: 61.10 k Total V: 5.10 k Vertical Distribution of Seismic Forces Fx= C„*V Cvx= (Wxhxk)/(EWihik) Wx hxk Wx*hxk Wx*hxk EWihik Cu), WR*hRk= 30.10 k 17.00 511.7 C„R= 511.7 790.7 0.647 W2*h2k= 31.00 k 9.00 279.0 C„2= 279.0 790.7 0.353 = 0.00 k 0.00 0.0 Co = 0.0 790.7 0.000 EWihik= 790.7 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= 76.8 plf+ 0.0 plf= 76.8 plf < 144.0 plf Wind Governs F2= 43.9 plf+ 76.8 plf= 120.7 plf < 272.7 plf Wind Governs F1 _ #DIV/0! 120.7 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 �PWU ENGINEERING INC. Project Birch 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 * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 6.27 kft = 6.27 kft 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 Wall 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 + (0 lb * 0.0 ft) + (500 lb * 2.5 ft) = 1.25 kft + 0.44 kft = 1.69 kft T = (15.12kft - 1.69kft) / 3.3 ft = 4.13 k + 0.00 k = 4.13 k ] Use type 2 hd h = 5.3 ft LWORST = 1.5 ft 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 * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.07 kft = 0.07 kft T = (4.07kft - 0.07kft) / 1.5 ft = 2.67 k + 0.00 k = 2.67 k Use type 12 hd Force Transfer Around Opening (FTAO) �PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L1 = 3.8 ft L0= 6.0 ft L2= 3.8 ft V= 0.89 k VA= -22 plf VD= 175 plf vF= -22 plf hu= 1.0 ft 4- 4-- F1 = 0.52k F2= 0.52 k ve= 118 plf vG= 118 plf h0= 5.0 ft F1 = 0.52 k F2= 0.52 k hL= 2.0 ft v0= -22 plf vE= 175 plf vH = -22 plf T H = 0.52k H = 0.52k H=I ( 0.89k * 8.0ft) / 13.5ft= I 0.52 k H:W Ratios 5.O ft : 3.8 ft = 1.3 : 1 vh= 0.89k/ 7.5 ft= 118 plf 5.Oft : 3.8ft = 1.3 : 1 v,= 0.52 k/ 3.0 ft= 175 plf Use: Type A Wall F= 175p1f* 6.00ft= 1.05k F1 = ( 1.05k* 3.8 ft)/ 7.5 ft= 0.52 k F2= ( 1.05 k* 3.8 ft)/ 7.5 ft= 0.52 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.Oft) * (13.5 ft)^2 * 0.6/2 ] + ( 0.0ft *5001b) = 6.89 kft T= 0.52kft- (6.89kft / 13.5ft) = 0.01 k +0.00k= 0.01 k, No hd req'd o oSHEAR BRACE PANELS AT o SHEAR LINE I DESKPED PRESCRIPTIVELY BY OTHER o II I �I El 1 \ { S , 1,tr______4R L D PANELS AT E519ED PRESCRIPTI Y BY OTHER , a m o j$�y�1- �1r 1 •S-U S1 - m mEIN � - U- ai 1 m - l s tHip momMk\ UP © 1 u �A , e E a T OF PT•.1 ENTIRE WALL ELEv WALL SEGMENT TO DE SHEATHED USE 0622 COIL STRAP Atk ACROSS ENTIRE LIENGTH OF BHEAJUALL PER DET 10164 FOR PTAO METHOD PARTIAL LATERAL DESIGN 16 FOR PROM ELEYATIOU OF HOUSE 01.1.7. ALL OTHER SHEARLLNLL BRACE PANELS ARE BY OTHER. UPPER FLOOR PARTIAL LATERAL PLAN 400-0` .4 O SHEAR BRACE PANELS Al O B SHEAR LRE I DES IED PRESCRIPTIVELY BY OTHER O , '-I ir• 41,11 1 ,- . a_.m ,_1 Q , 1 2 V. oi a _iu_ . ;;§ . • • • SHEAR BRACE PANELS AT . . . .SHEAR.LNE 2 DESIGNED . . . .( W r .PRESCRIPnvELY ST OTHER 0_to,.. m e E ,' ' ' ini mph 7......... i It 41.4. r4441 u '_•� V LSTA34 STRAP FROM LOW ROGR DM OTHER TO NY _ -.�..____ - .1 NOUSE TOP PL.,CENTER - STRAP ABOUT END Q CM OVER TOP OP GARAGE PIER PIR STEM WALL UP SO WALL NEKI4T PARTIAL LATERAL DES&i BETWEEN TOP OP STEM cc 18 POR PRCNT ELEVATION WALL AND aortal M X HEADER 18 W5 MAX OP ERS ONLY. ALL PER DETAIL IL84 PANELS L ARE BY BRACE PANELB ARE DT OTHER MAIN FLOOR PARTIAL LATERAL PLAN CL DIM.PER HOLDOWN SCHEDULE, IL'•I'-O' nccrn m I ACT rnn n uI 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%6" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 =57305, =57 0, 156" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB%X24 w=667°' w=66 0, 1%6" 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 (NB34 (NOTE 6.) S=6395, S=7315, 1 y8„ 8 MIN STEMWALOTE6.)L 8 SSTMIN STEMWALL w=7615 w=8710 PAB8-36, 10" min PAB8-36, 10" min S=16435, S=16435, 13/11 8 HDU11 -SDS2.5 (1 )6x 9535 6865 embed into bottom embed into bottom w=17080 w=17080 1 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. Watch 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 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 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 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 6" 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 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"xx" 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.