Loading...
Specifications (128) �PWU 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. MFRS kit Direction 111111 End Zones io...#1111°\ '21 - 2e _ WO 10:0044' 44111 t----(11VVFRS 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: 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 Cedar `% 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 g�` 10-01 t� 10:12 %� '�C� c ATNFRS a = 3.0 ft Direction kg d Z� �'�.� A 16.1 psf ora = 10.8 ft -40, `/a B 11.1 psf Check 10psf min and a> 1.2 ft A�/ Il AANFRS C 12.9 psf load across all and a> 3.0 ft 2a.<,;:-.----' Direction D 8.9 psf zones. End Zones 2a 6.0 ft Nde:End zone may occur at any corner of the building. WR L (ft) 6.0 19.0 14.0 6.0 hA (ft) 4.0 8.5 h8 (ft) 7.0 he (ft) 8.5 8.5 hD (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 o.o W2 L(ft) 6.0 19.0 14.0 6.0 hA(ft) 9.5 9.5 hB (ft) he (ft) 9.5 9.5 hD (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 r 'I'4~- :,1. . Governing value: 130.3 plf 0.0 W1 L(ft) hA(ft) hp (ft) he (ft) hD(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 -i W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! o.o PWU Engineering Inc.©2014,Software v0.10,7/05/16 15 is 9tJ 11 Ii iI \\‘',./, I 01 I;11,11114 I ILIli I111'I' al � 111ilili I�i t IIi cilli 'i, l i 1l,1 I' l�lll'i (i lid'I1 '' lill '' ail k 0I�;�, 111111 1 a ; illi 1 ill;! Ali l r / ! r / 0 43 , V il 1,e 40 /P r \ , r / / ig i 1 ii111 -e- )1411; 1$ fii 5 ii_ 0 r 'r' I,i � f , L________4...._-___T___ rirl/ I I E, - r 1 Ea I I ,F 1 I 1E. F — _ 1.aersist,2 -------.6--MI- . LI:7—. airk:‘:;! r. ,II c, r„'.4''7t1. ate, ._ s-r. am 1a flI p t¢ Ili I 2/1 ia.IMMMMI-EER r� iiI1iIIIII 111 14 I 'hi � S X _ IIIIIIIIIII1111111` -� � o L \ Seismic & Governing Values ` PWU 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 SDS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf I V=11 0.0835*W I 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 Fx= Cv*V Cvx= (Wxhxk)I(FWihik) Wx hxk Wx*hxk Wx*hxk FWillik C'vx WR*hRk= 33.75 k 17.00 573.8 CvR= 573.8 901.8 0.636 Wz*h2k= 36.45 k 9.00 328.1 Cv2 = 328.1 901.8 0.364 W1*h1k= 0.00 k 0.00 0.0 Cv1 = 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 F1 = #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 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 I LTOTAL = 10.5 ft I 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 LTOTAL = 4.0 ft I v = 3.11 k / 4.0 ft = 777 plf Type D Wall 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 Lo= 6.0 ft L2= 2.3 ft V= 0.63 k VA= -74 plf vp= 161 plf vF= -74 plf hu = 1.0 ft F1 = 0.48 k F2= 0.48 k vB= 141 plf vG= 141 plf h0= 5.Oft F1 = 0.48k F2= 0.48k hL= 2.0 ft vc= -74 plf vE= 161 plf vH = -74 plf Jl T H = 0.48k H = 0.48k H= ( 0.63k * 8.0ft) / 10.5ft= 0.48 k H:W Ratios 5.Oft : 2.3ft = 2.2 : 1 vh = 0.63 k/ 4.5 ft= 141 plf 5.0 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)/ 4.5ft= 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� = 2.0ft 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 ho= 4.0 ft F� = 0.93 k F2 = 0.93 k h�= 4.0 ft vo = 311 plf vE= 933 plf vH= 311 plf T H = 4.67k H = 4.67k H= ( 3.11 k * 9.0 ft) /6.Oft= 4.67k1 H:WRatios 4.Oft : 2.0 ft = 2.0 : 1 vh = 3.11 k/ 4.O ft= 778p1f 4.O ft : 2.O ft =2.0 : 1 v„= 4.67 k/ 5.0 ft= 933 plf Use: Type D Wall F = 933 plf* 2.00 ft= 1.87 k F1 = ( 1.87k* 2.Oft)/ 4.Oft= 0.93k F2= ( 1.87 k* 2.0 ft)/ 4.0 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 ] + (6.0 ft *5001b) = 4.81 kft T= 4.67 kft- (4.81 kft /6.0ft) = 3.86 k +0.00k= 3.86 k) Use type 2 hd O O SHEAR BRACE PANELS AT / SHEAR LME I BY OTHER / o L I Q J j p�m a SI oHER f Wd &HEM BRACEANELS $ EL_ ,ALME2TOTE F© ., T r- TAIR MCI.uil I 87 I C3 4 L -1- 7 EXTE T OF FTAO , ' X. 0 EMIRS WALL ELEV /WAL SEGMENT/ 3'-0' TO EE SHEATHED off IZ'_O'. / / ENTIRE WALL ELEV USE ACROSS E colt&TRAP a EXTENT OF FTA° TO BE SHEATHED FSHEA EMIRS ER DETGTH USE 0822 COIL&TRAP OF BFEAR FIA PER DET WALL SEGMENT ACROSS ENTIRE LENGTH 10/84 FOR FTA°METHOD / / OF BHEARJIALL PER DET PARTIAL LATERAL DESIGN 18 a 10184 FOR FTAO METHOD FOR FRONT ELEVATION OF HOUSE ONLY. ALL OTHER 814EAR144LL MACE PANELS.ARE DESIGNED PRESCRIPTIVELY EY OTHER UPPER FLOOR PARTIAL LATERAL PLAN I Al I InPTAII c, AK= r-i IT AT .. O O SHEAR BRACE PANELS AT .L SHEAR LINE I BY OTIER / / 0 . . . . . 7 . . . . . . .D. . . li. it. 1 L TYPE a 5 am IFPp a a FLOOR . . . . SHEAR LINE 2 BY.OTWERT . ��ESS 0 ! SIMPSON ST6236 STRAP m BEIREEN BEAMS DY OTHER Q AT FRONT EDGE OF STAIR FTAO ��� SPLICE OVER TG WALL,CENTER STRAP 1 WALL ,ABOUT END of(BEAM. IANSFER gor., r-i lu PROVIDE FLOOR SHTG EDGE NAILING TO FULL OFF O LENGTH,1 d• 1S AT CC.MNI.FIELD. _ _.__ _ _ , LENGTH, B•• T PROVIDE FLOOR SHTG � EDGE NAILTG TO FULL BAILED OFF C I . !=1 IN LENGTH OF BLKGLINE mi FIELD. ;' a B .O. !SEAM,1Od•6C.MT. SIMPBON 6T6236 STRAP '-` © E FROM B BEAM DY OTHER, 11 TO T LTE E BEAM, • USE CENTER STRAP ABOUT • ACRDE END CP BK 8A'IP60N 6T6736 STRAP , ENTIRE WALL ELEV TO BE BREATHED F FROM BM TO RIMCENTERED USE 0622 COIL STRAP DESIGN , PARTIAL LATERAL DESIGN IS ABM.END B, ACROSS ENTIRE LENGTH NT FOR FROELEVATION OP HOUSE OF BHEARU4LL PER PET ONLY. ALL OTHER 8HEARUALL9 0/64 FOR FTAO METHOD BRACE PANELS ARE DESIGNED PRESCRIPTIVELY BY OTHER MAIN FLOOR PARTIAL LATERAL PLAN IEDUE ARE MINIMUM 4F••I REFER TO VERTICAL /—CL DIM.PER HOLDOWN SCHEDULE, TIVE POST CRITERIA. ,( REFER TO LAST COLUMN 'RF(1164-RV RTI-IFR k 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, 1i6" _ w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 =57 0, =57 0, 1%6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 W-6670' 5=5730' 154611 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTS=6395, S=7315, 1 y„ 8 MINB28 STEMWAL(NOTE6.)L 8 MINSSTB34 STEMWALL(NOTE6.) w=7615 w=8710 8 HDU11-SDS2.5 (1 )6x 9535 6865 PAB8-36, 10" min PAB8-36, 10" min S=16435, S=16435, 13/p" embed into bottom embed into bottom w=17080 w=17080 8 of 32" min width of 32" min width S=16435, S=16435, g II HDU14-SDS2.5 (1)6x 14445 10350 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 287/8" minimum embedment depth. r - HSCHEDULE S E A R WA L L (a-n) SEE NATE(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 @ 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 s" 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 6"OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 52" o/c (m) 16d @ 12" 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"x%" 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.