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Specifications (136) 5-r2ot� - 002.c2 -,PWU ENGINEERING INC. O l �Z CJLV14i,, Ph: (503) 810-8309 Email: pwuengineering@comcast.net Partial Lateral Structural Analysis Calculations Only: Job #: SUN1786 Date: 7/20/17 Client: Suntel Design Inc. Project: Cedar, Lot 25 Annand Hill, Tigard, OR R JUL 2 7 2017 CII'r t..r €ttiiARD BUILDING DIVISION tc6. PROF w 194 tPE,r. EGON v22 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. iPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Cedar 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 =27' approximately. ----S,...110.. liki QRS Direction 11110End Zones ".-4a_____-------... 11111°.°- 11144 rrrwFl3s 10 Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*30' =3.0' or for h =27' a= .4(h) = .4(27')= 10.8' a =3.0' controls a must be larger than .04(30') = 1.2' and 3' Therefore: 2a =6.0' 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 __ C`„PWU ENGINEERING INC. Project Cedar `v Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvG(ft) 95mph B 39.8 1.00 30.0 27.0 1%---"4„, 10:12NM,R: \--1 `v � ee a= 3.0 ft DdioniiiEnd Zones WOOA 16.1 psf ora= 10.8 ft B 11.1 psf Check 10psf min and a> 1.2 ft t10l e'FctRs Direion C 12.9 psf load across all and a> 3.0 ft 2eir End Zones D 8.9 psf zones. 2a 6.0 ft Note:End zone may occur at any corner of the bottling. WR L(ft) 6.0 19.0 14.0 6.0 hA(ft) 4.0 8.5 hB(ft) 7.0 he (ft) 8.5 8.5 hp(ft) 3.0 W(plf) 141.8 135.8 109.2 136.9 0.0 0.0 0.0 0.0 0.0 0.0 150.0 WR AVG 128.5 plf 100.0 - 10psf min load: 101.0 plf 50.0 Governing value: 128.5 plf 0.0 W2 L(ft) 6.0 19.0 14.0 6.0 hA(ft) 9.5 9.5 ha(ft) he(ft) 9.5 9.5 hp(ft) W(plf) 153.0 122.1 122.1 153.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 130.3 plf 10psf min load: 95.0 plf 100.0 Governing value: 130.3 plf 0.0 Wi L(ft) hA(ft) he(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 6 iii -t 1 !! 1 ki -6 4'4 41 I 1: ? it 4i 4F 41 1 I I 1911u�� ,ilig I (I I11Iu lip II Iill V���-, 4-��- �� '411 1 ,!,11111,1101;,, 1 i� 11�0 iplili. 01 ,%,N,;111, i ill i II , „ 1 ,, t„,al ,, 01 ,1 Iri11 ' 1 III1 II l;1lh111 � li1 l I 1 1 1 ,,I, IIiI II I� 1 1, I '1!,1 1 11,1, !1 \ , 1l ` III IIl� j MI 11111�1' 1111�1 1 1 ,1I11 :. 111111 1 '111 11 111 V 11 11 0 I''1 .; iilj iiiHiiif I! I 1@ i II t 114;1 � -� —11 Q� � � a 11 h' P iii 4511'l it t X. - tiff I I I 5 plt. ,>n‘ I -b751=1--t-11.77- .1� ►. 4 ' 1 t ff. !s s I I s // HI H 1111111 ,111 111111111111111111111111 . a,4. I I 10 . 1:& r 1 i 4 111 IIII II IIIIIIIA — i 1 C { II. _ IR I I hi iii:it li; 1 �a . Seismic & Governing Values `t„p�yU ENGINEERING INC. Project Cedar `V Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs= (SDs)/(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=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) * 45.0 ft 30.0 ft 33.75 k 8.00 ft W2= (15+5+3+4) * 45.0 ft 30.0 ft 36.45 k 9.00 ft W1 _ (15+5+3+4) * 0.00 k Total W: 70.20 k Total V: 5.86 k Vertical Distribution of Seismic Forces F,r= C„*V C(= (Wxhxk)/(EWihik) Wx hxk Wx*hxk Wx*hxk EWihik C+vx WR*hRk= 33.75 k 17.00 573.8 C„R= 573.8 901.8 0.636 W2*h2k= 36.45 k 9.00 328.1 C„2= 328.1 901.8 0.364 W1*h,k= 0.00 k 0.00 0.0 C„1 = 0.0 901.8 0.000 EWihik= 901.8 Check Seismic Front to Back vs Wind Front to Back direction brace panels are by other. Check Seismic Side to Side vs Wind Seismic Wind FR= 82.9 plf+ 0.0 plf= 82.9 plf < 128.5 plf Wind Governs F2= 47.4 plf+ 82.9 plf= 130.3 plf < 258.8 plf Wind Governs F� _ #DIV/0! 130.3 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 v0.10,7/05/16 Line Loads `c„PWU ENGINEERING INC. Project Cedar `v High Roof Diaphragm -Upper Floor Walls Line A Line B Brace Panels by other. Brace Panels by other. Line 1 Line 2 Brace Panels by other. Brace Panels by other. Line 3 P = 1.48 k LTOTAL = 10.5 ft v = 1.48 k / 10.5 ft = 141 plf Type A Wall See FTAO Calc No hd req'd Upper Floor/Low Roof Diaphragm -Main Floor Walls Line A Line B Brace Panels by other. Brace Panels by other. Line 1 Line 2 Brace Panels by other. Brace Panels by other. Line 3 P = 3.11 k I LTOTAL = 4.O ft v = 3.11 k / 4.0 ft = 777 plf Type D WaII See FTAO Calc Use type 2 hd Force Transfer Around Opening (FTAO) ---" pwu ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L1 = 2.3 ft L0= 6.0 ft L2 = 2.3 ft V= 0.63k vA= -74 plf vp= 161 plf vF= -74 plf hu = 1.0 ft 4- = 0.48 k - = 0.48k F2= 0.48k vB= 141 plf vG= 141 plf he= 5.0 ft F� = 0.48k F2 = 0.48 k - - h = 2.O ft vc = -74 plf vE= 161 plf vH= -74 plf H = 0.48k H = 0.48k H=1 ( 0.63k * 8.0ft ) / 10.5ft= 0.48 k H:W Ratios 5.Oft : 2.3ft = 2.2 : 1 vh = 0.63k/ 4.5ft= 141 plf 5.O ft : 2.3 ft = 2.2 : 1 v„= 0.48 k/ 3.0 ft= 161 plf Use: Type A Wall F = 161 plf* 6.00ft= 0.97k F1 = ( 0.97k* 2.3ft)/ 4.5ft= 0.48k F2 = ( 0.97 k* 2.3ft)/ 4.5 ft= 0.48 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.Oft) * (10.5 ft)^2 * 0.6/2 ] + ( 12.0 ft *5001b) = 10.17 kft T= 0.48 kft- ( 10.17 kft / 10.5 ft) = 0.00 k +0.00k= 0.00 kl No hd req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 ---� L� = 2.0 ft Lo= 2.0 ft L2= 2.0 ft V= 3.11k vA= 311 plf vp= 933 plf vF= 311 plf hu = 1.0 ft F� = 0.93k F2 = 0.93 k vB= 778 plf vG= 778 plf 110= 4.O ft F� = 0.93k F2= 0.93 k -+ -> h�= 4.0ft vc= 311 plf vE= 933 plf vH = 311 plf H = 4.67k H = 4.67k H= ( 3.11 k * 9.0 ft) /6.O ft= I 4.67 k H:W Ratios 4.Oft : 2.Oft = 2.0 : 1 vh = 3.11 k/ 4.0 ft= 778 plf 4.0 ft : 2.0 ft = 2.0 : 1 v„= 4.67 k/ 5.0 ft= 933 plf Use: Type D Wall F= 933 plf* 2.00 ft= I 1.87 k F1 = ( 1.87k* 2.Oft)/ 4.Oft= 0.93k F2= ( 1.87 k* 2.O ft)/ 4.O ft= 0.93 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= 4.67 kft- (4.81 kft /6.0ft) = 3.86k +0.00k= 3.86 kI Use type 2 hd O O SWEAR BRACE PANELS AT SWEAR LME I BY OTHER O I_ f ti Lm I IU a TWER _ 3IR 5 S�BRACE PN1EL8 l3pS LUE Y 3Y TAR , MN. W ® j 4.-9 _bx L — 87 T OF FTA° \O ENTIRE WALL ELEV/ BEGFIENT/ 3'-O' TO SE SHEATHED USE C1322 COIL STRAP a 17'-0" ENTIRE WALL ELEV EXTENT OF PTA° TO EE 81•EATED ACROSS ENTIRE LENGTH WALL SEGMENT USE 0877 COIL STRAP OF SHEARWALL PER PET ACROSS ENTIRE LENGTH 10/84 FOR FTAO METHOD / e OF SHEARUALL PER PET PARTIAL LATERAL DESIGN 18 Q 10/84 FOR FTAO METHOD FOR FRONT ELEVATION OF HOUSE ONLY. ALL OTHER 81-1EARU4LL GRACE PANELS ARE DESIGNED PRESCRIPTIVELY IST OTHER UPPER FLOOR PARTIAL LATERAL PLAN I Al I fG1AIl 4 APP r'lI1 Al O O SHEAR BRACE PANELS AT I SHEAR LINE I BY OTHER 0 . . . . ! . . . .r . . .0. . . ii. hi. 1 1 TYPE a$ LL m IF a L ,Q, .SHEAR BRACE PANELS AT . I a FLOOR SHEAR LINE 2 BY.OTHER © S„ SETUSCN ST6236 STRAP DY BETWEEN BEAFD OTFIER Q AT FRONGNT EDGE BE OFEAt18 STAIR OPENRWER FIAT I g SPLICE OVER BEARING 1 WALL1= CENTER STRAP iANSFER —g A,aouT END CC BEAM. L Iwo ► I PROVIEDC#DENAILFLOOR ILL RNG TO FRULL 7 OFF 111 �' LENGTH OF BEAMS AT STAIR .HELD. OPENING,10c1•i•or,MM. PROVIDE FLOOR SWIG EDGE NAILMG TO RILL BAILED OFF -.. __G '[•._.1,41 LENGTH CF BLKG IN LINE•/ .FIELD. i. I T I BEAM,lod•6"OC.MIN. _L •o :II a SIMPSON ST6236 STRAP '"• '--i © E FROM BEAM DY OTHER. � TO BLKG IN LINE N/BEAM, A ``�� USE All. ��. �- E D CF BM ABOUT -''__ ENTIRE WALL ELEV SHEE SIMPSON 516236 STRAP , TO BE SI$ATF ST 0/84 F FROM BM TO RIM,CENTERED USE 0872 COIL STRAP PARTIAL LATERAL DESIGN IS ABOUT END 8M 9ACROSS ENTIRE LENGTH li FOR FRONT ELEVATION OF HOUSE CF SHEA/MALL PER PET ONLY. ALL OTHER&EARUALL 10/S4 FOR FTAO METHOD BRACE PANELS ARE DESIGNED PRESCRIPTIVELY BY OTHER MAIN FLOOR PARTIAL LATERAL PLAN IEDUE ARE MINIMUM V,•GI O' REFER TO VERTICAL „(—CL DIM.PER HOLDOWN SCHEDULE, TTIVE POST CRITERIA. REFER TO LAST COLUMN RF I1(1NF RV IITHFR 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 w-66705, S=57 0, 1%6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB5/8X24 w=66 0, w_6675' 1%6'1 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB2MIN ST8 (NOTEEMWALL 6.) 8 SSTB34MIN (NOTESTEMWALL 6.) Sw==63957615, Sw==73158710 8, 1 y8„ 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, g II footing. If at retainingfooting. If at retaining w=17080 w=17080 1/6 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 28/8" 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 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 16" 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 is 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 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" in Dia. A.B, @ 52" o/c (m) 16d @ 4 o/c (2)rows staggered HGA1OKT @ 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.