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Plans (12)
7 7 7 <S w 43GtCJC C/ 5 7o) 45'-0" 11-1" 21'-11 1/2" I 1T-0 1/2" I 5'-0" 4 R.2 � 1; Ui O) V CO OD V O) On W N .- I I 1 I I I I I I I I /N� . et. - D A i 1 1 ! V ■iiiiipp■ . b OW , , AJ1 b OD 1 ti C2 (3) ■ • • 37 " OD j'2(iI) m ;I Milliiil _ ______ l• , 6 y r 1 1 6; 1 _ �.I ,.2' NJ . . AJ1.4./i '/ I 1 I I I I , I I I I \ .1 —• N co 40, CT CA V CO CO V OD On W N --. N -+ 1.7-6.1 3T-6" I 5'-0" 45.-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMITH 06/29/15 ONLY TRUSS CALCULATIONS AND MI PROJECT TITLE. REVISION-I ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER �am ` um ber 17504-JT SMITH-PLAN 2523-ELEV A INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 2523 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' s, All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 6715 SW Asi- UO3 0 ST 1I GA RD I 0R LOT 4 J2 UPPER 7-10-15 I ��Roseburg 9:24am A Forest Products Company 1 of 1 CS Bcam 4.12.3.5 kmBeamEnginc 4.12.5.1 Materials Database 1518 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous t: Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 350 0 Wind Point(PLF) Top 0' 0.00" 50 34 Roof Point(PLF) Top 0' 0.00" 0 100 Live % I �.a -_T, .m., �_.m ..,, m.,,�-, .n,< a __ _ --m . . .. , 1T 1 60 2060 / 0 22 0 0 Bearings and Reactions Input Min Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 1' 6.000" Wall DFL Plate(625psi) 5.500" 3.500" 748# -- 954# -- 2 22' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 512# -- 412# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Wind Dead 1 465#(465p1f) 54#(54p1f) 376#(376p1f) 283#(283p1f) 2 402#(402plf) -3#(-3plf) -25#(-25p1f) 110#(110plf) Design spans 1' 6.000"(left cant) 20' 1.375" Product: 11 7/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2523.# 4315.# 58% 11.56' Even Spans D+L Negative Moment 740.# 6904.# 10% 1.5' Total Load D+W Shear 536.# 1480.# 36% 1.5' Total Load D+L Cant.Shear,Lt 502.# 2368.# 21% 1.49' Total Load D+W End Reaction 512.# 1480.# 34% 22' Even Spans D+L Int.Reaction 748.# 2350.# 31% 1.5' Total Load D+L TL Deflection 0.5083" 1.0057" L/474 11.56' Even Spans D+L LL Deflection 0.4111" 0.5029" L/587 11.56' Even Spans L TL Defl.,Lt. -0.1075" 2L/334 0' Even Spans D+L LL Defl.,Lt. -0.0906" 20397 0' Even Spans L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON - EWP MANAGER Strong.Tte Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor Joist,beam or girder,shown on this drawing meets applicable design critena for Loads,Loading Conditions,and Spans listed on this sheet The design BEAVE RTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications 503-858-9663 LaT1- • HORN CONSULTING ENGINEERS LLC Digitally signed by Dave Horn , DN:en,-Dave Horn, Structural Calculations: o=Horn Consulting t�p�I I. I Engineers,ou, i� email=dave @hornce.co Project: JTS-15-17 m,c=n5 Date: 6/15/15 Date:,2045-07'006 J// ,2:2145-6PW Project: New House: N a 02015 Lot 1 9775 SW Ashwood Street Tigard, OR 2523_EL_A_GR_2 CAR likt D46, G0t viSiON Subject Sheet#'s Lateral Loads L1 — L5 Framing Fl — F5 Footings FTG-1 P ' IN. �, J�� 51319. E 'p v cc / t_ 2F; h,t Oq412 /D J. N�� Expires: 6-30-1 7 The following calculations are for lateral v■irtd and seismic engineering and gravity loading of the beams and columns All retaining wall designs should be verified by the gcotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accurae�. The engineerma represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed.or implied).with respect to the means and methods of construction workmanship or the actual materials used in cons/met kin Horn Consulting Engineers shall have no obligation of liability.whether arising in contract(including warran■I.Tort(including active.passive.or imputed negligence) or otherwise. for loss or use.revenue or profit.or for any other incidental or consequential damage. t'1P{I I'. , 5, 211 t ;j 0129 ,l\ I; ,.ki+�i; P.I sI ,..11 5', ,'r '57219 5,i' 892 5-■ 2 • 1 .I ti; I I- E • HORN CONSULTING ENGINEERS LLC New House: 2523 Elevation A Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 23' approximately. • • MWFRS Direction End Zones a4'4 RS Direction 2a ' End Zones Note:End zone may occur at any corner of the building. a = .10*38' = 3.8' orforh = 23' a = .4(h) = .4(23') = 9.2' a must be larger than .04(38') = 1.5' or 3' a = 3.8' controls Therefore: 2a = 8.0' see Fig 6-2 ASCE 7, and Figure above. CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 5 03.892.5782• E MAIL: DAVE FIURNCE.COM L2 E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 Sips= .72, R = 6.5, W= weight of structure V = [1.2Sos/(R x1.4)] W V= .095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Floor Dead load = 12 psf Seismic in Front to Back: Wr= [.095(39')(15+6+4)] = 92.6plf < 104.2plf therefore, wind governs. W2 = [.095(39')(12+12+8)] + 92.6plf= 211.2plf< 237.2plf therefore, wind governs. Seismic in Side to Side: Wr= [.095(38')(15+6+4)] = 90.3plf ' W2 = [.095(39')(12+12+8)] = 118.6plf Wr2 = [.095(10.5')(15+6+4)] = 24.9plf Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5782• E MAIL: DAVE@HORNCE.COM L3 E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Grid Line A Grid Line 1 P = (0.1042) klf x 19' = 2.0k PW = (0.1072) klf x 18.5' = 2.0k V= P/(34)' = 58p1f Type A Wall PS = (0.0903) klf x 18.5' = 1.7k Mot = 6.5kft V = PW/ (22)' = 90plf Type A Wall Mr= 13.4kft No HD Req'd Mot = 2.2kft Mr= 1.3kft Grid Line B T = 0.3k No HD Req'd P = (0.1042) klf x 19' = 2.0k V = P/(37)' = 54plf Type A Wall Grid Line 3 Mot = 15.8kft PW= (0.1072) klf x 21' = 2.3k Mr= 75.2kft No HD Req'd PS = (0.0903) klf x 21' = 1.9k V = PW/ (23)' = 98pff Type A Wall Mot = 2.2kft Mr = 1.2kft T = 0.4k No HD Req'd 2"d Floor Diaphragm: Grid Line A Grid Line 1 P = (0.133) klf x 15.5' + 2.0k = 4.1k PH,_ (0.1302)(8.5')+(0.0905)(5') + 2.0k= 3.6k V= P/(37)' = 111 plf Type A Wall PS = (0.1186)(8.5)+(0.0249)(5') + 1.7k = 2.8k Mot = 36.9kft V = PW/ (11.25)' = 316plf Type A Wall Mr= 75.2kft No HD Req'd Mot = 9.3kft Mr= 1.6kft Grid Line B T = 2.4k + 0.3k = 2.7k Type 1 HD P = (0.133) klf x 22.5' +2.0k= 5.0k V = P/ (15.75)' = 318p1f Type A Wall Grid Line 2 Mot = 21.4kft Pw,= (0.1302) klf x 18.5' = 2.4k Mr = 5.3kft PS = (0.1186) klf x 18.5' = 2.2k T = 2.2k Type 1 HD V = PW/ (11.5)' = 210plf Type A Wall Mot = 21.7kft Mr= 16.5kft T= 0.5k No HD Req'd Grid Line 3 PW= (0.1302) klf x 11.5' + 2.3k = 3.8k PS = (0.1186) klf x 11.5' + 1.9k = 3.3k V= Pw/ (7.5)' = 506plf Type B Wall Mot =4.6kft Mr = 0.7kft T = 2.6k Type 1 HD Check Sill Plate Ps = (0.0903)(21')+(0.1186)(11.5') = 3.3k/7.5' 435p1f 3x Sill Req'd CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5782• E MAIL: DAVE @HORNCE.COM . , ' SCe• -4' (ZO MPH &xP- 3 3-Sec 4,14.:r = t'° A= 21..'I C' 20.5 • 6/11 12 IA AVG- r 23•"d ,i9 ZAI 0 4.y1)Zi :: : , „� iiir■ �'' i ......______..._.. .... •BATT9 AT i ;� _ __ _ 24.OS. 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