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Plans (2)
.1si)l7 x(77 / 57 7c-c S62 e24 7r,- Pacffiumber & TRUSS COMPANY *1 *SHEAF 10515 SW ALLEN BLVD. *REFER TO STRU( BEAVERTON, OR (506) 858-9663 MOVE JOI PL17-237 CUSTOMER: WESTWOOD LEVEL: MAIN FLOOR PLAN # : 2884 A/B G.R. PAGE # 1 OF 2 PLAN NAME: DESIGNER ERIC D. LOT# 3 & 5 MANGOLD DESIGN DATE: 06/29/2017 SQ FT: 2884 PAC.LBR.REV. ARCH PLAN DATE. 06/27/2017 PAC.LBR.REV. REV. PAC.LBR.REV. REV. OFFICE COPY Main Floor Products PIotID Length Product Plies Net Qty J1 30-00-00 9 1/2" RFPI-20 1 6 J2 28-00-00 9 1/2" RFPI-20 1 8 J3 26-00-00 9 1/2" RFPI-20 1 1 J4 24-00-00 9 1/2" RFPI-20 1 2 J5 20-00-00 9 1/2" RFPI-20 1 1 J6 18-00-00 9 1/2" RFPI-20 1 2 J7 14-00-00 9 1/2" RFPI-20 1 4 B1 10-00-00 1.5 RigidLam LVL 1-3/4 x 9-1/2 1 1 B2 4-00-00 1.5 RigidLam LVL 1-3/4 x 9-1/2 1 2 B3 2-00-00 1.5 RigidLam LVL 1-3/4 x 9-1/2 1 2 R2 20-00-00 (1.5) 1-3/4 x 9-1/2 LVL RIM 1 9 BK1 4-00-00 9 1/2" RFPI-20 1 20 BK3 4-00-00 1.5 RigidLam LVL 1-3/4 x 9-1/2 1 20 Connector Summary PIotID Qty Manuf Product Supported MtI H1 4 USP HHUS5.50/10 1.5 RigidLam LVL 1-3/4 x 9-1/2 PacilkiLumber & TRUSS COMPANY *ALL BEAM SIZES *SHEAR BLOCKING PLP 10515 SW ALLEN BLVD. *REFER TO STRUCTURAL PLAN F( BEAVERTON, OR RE (506) 858-9663 MOVE JOISTS +1- A PL17-237 CUSTOMER: WESTWOOD LEVEL: UPPER FLOOR PLAN#: 2884 A/B G.R. PAGE# 2 OF 2 PLAN NAME: DESIGNER ERIC D. LOT#3&5 MANGOLD DESIGN DATE:06/29/2017 SQ FT: 2884 PAC.LBR.REV. ARCH PLAN DATE.06/27/2017 PAC.LBR.REV. REV. PAC.LBR.REV. REV. Upper Floor Products PlotID Length Product Plies Net Qty J1 28-00-00 11 7/8" RFPI-20 1 8 J2 24-00-00 11 7/8" RFPI-20 1 11 J3 18-00-00 11 7/8" RFPI-20 1 13 J4 12-00-00 11 7/8" RFPI-20 1 11 J5 10-00-00 11 7/8" RFPI-20 1 30 J6 6-00-00 11 7/8" RFPI-20 1 21 B1 20-00-00 5 1/2" x 13 1/2" Glulam (1.8E 24F-V4 DF/DF) 1 1 B2 20-00-00 5 1/2" x 18" Glulam (1.8E 24F-V4 DF/DF) 1 1 B3 12-00-00 5 1/2" x 18" Glulam (1.8E 24F-V8 DF/DF) 1 1 B4 12-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 1 B5 2-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 1 B6 12-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B7 6-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B8 18-00-00 5-1/2 X 11-7/8 BIG BEAM 1 1 B9 16-00-00 5-1/2 X 11-7/8 BIG BEAM 1 2 B10 12-00-00 5-1/2 X 11-7/8 BIG BEAM 1 2 B11 10-00-00 BB02 1 1 B12 6-00-00 5-1/2 X 11-7/8 BIG BEAM 1 1 R1 16-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 8 BK2 3-00-00 11 7/8" RFPI-20 1 8 BK4 3-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 36 Connector Summary PIotID Qty Manuf Product Supported MtI H1 2 USP HD17112 1.5 RigidLam LVL 1-3/4 x 11-7/8 H2 1 USP HD412 2.0 RigidLam LVL 3-1/2 x 11-7/8 H3 2 SIMP. HHUS5.50/10 5-1/2 X 11-7/8 BIG BEAM H4 1 USP PHXU55118 offset TF R 5-1/2 X 11-7/8 BIG BEAM H5 106 USP TH017118 11 7/8" RFPI-20 , .. ...,___..,.... rii Roseburg ' 1 6-29-17 a Beam 2016.113.1 r r Materials Database Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam 1 611 4 ® 9 9 0 ® 911 12 2680 Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wail DFL Plate(625psi) 5.500" 1.750" 314# -13# 2 6'11.250" Wall DFL Plate(625psi) 3.500" 3.500" 993# -- 3 16' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1209# 4 26' 8.000" Wall DFL Plate(625psi) 1.750" 1.750" 440# -- Max'snwn Load Case Reactions Used for applying point loads(of One loads to*saying membra Lire Dead 1 2589(129M 58M(2800 2 78 3pif) 207'9(104p0f) 3 9379(4880) 2729(138p1f) 4 3475(173910 939(47ptf) Design spans e' 6.825" 9' 9.000' 9'10.875" Product: 9 1/2" RFPI-20 24.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design knits maximum unbraced length to 7.00'on the bottom chord Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 929.'# 2820.'# 32% 22.14' Odd Spans D+L Negative Moment 1145.'# 2820.'# 40% 16.69' Adjacent 2 D+L Negative Unbrcd 7412# 870.'# 85% 16.69 Odd Spans D+L Shear 631.# 1220.# 51% 16.69' Adjacent 2 D+L End Reaction 440.# 910.# 48% 26.67' Odd Spans D+L Int.Reaction 1209.# 1775.# 68% 16.69' Adjacent 2 D+L TL Deflection 0.0826" 0.3302" L/999+ 22.14' Odd Spans D+L LL Deflection 0.0683" 0.2477" L1999+ 22.14' Odd Spans L �a Control: Neg.Untraced DOLs: Live=100% Snah==115% Rod=125% Wind=180% SIMPSON All poducL Simon nebademedcsottheir rem v" °ted"V•ON"°" Eric Duncan �frrrft . PACIFIC LUMBER&TRUSS Copyright(C)2016 by Simpson Shong-TI.Company Inc ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 ••F'u ng isdehnnd an when the member,door loll,beam or glides shown on this drawing meets applicable dedgn criteria for Lolls,Loading Conditions,and Spans listed on this 503-793-8366 ktl et The deygn mod be reviewed by a quelled designer or design professional as required for approval.This design mimes product Installation according to the manufacturer's ymcific Mason tiRoseburg 38pm A Forest Pmducts Company 1 of 1 CS Beam 201611.31 lenBeamEngine 2016 9.0 3 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, 1J360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: BeamI Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 12 1.50" 196 0 Wird Point(PLF) Top 12' 1.500 0 100 Uve Point(PLF) Top 12' 1.50" 75 50 Snow 1 / Q� 1178 a 6 0 / 0 l 121 8 Bearings and Reactions Input Nin Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.7501 392# -- 315# -- 2 11' 7.500" Wall DFL Plate(625psi) 5.500" 1.750" 645# -- 843# -- Maximum Load Case Reactions Used for applying point loads(or line loads)lemur/Mg members Live Snow Mind Dead 1 308IY(231plt) -3#(-20) -1014-701) 84#(e3PIO 2 335#(251p1f) 1046(78010 273#(20991f) 3000(23261F) Design spans 11' 6.825" 0' 6.000'(right cant) Product: 11 718" RFPI-20 16.0" 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 1106.'# 3640.'# 30% 5.85' Odd Spans D+L Negative Moment 2424 5824.'# 4% 11.62 Total Load D+0.75(L+S+W) Shear 409.# 1420.# 28% 11.61' Total Load D+L Cant.Shear,Rt 499.# 2272# 21% 11.62 Total Load D+0.75(L+S+W) End Reaction 645.# 1420.# 45% 11.62 Total Load D+L TL Deflection 0.0920" 0.3851" L/999+ 5.86 Odd Spans D+L LL Deflection 0.0747' 0.2888" L1999+ 5.85' Odd Spans L TL Defl.,Rt. -0.0100" 2U999+ 12.12 Odd Spans D+L LL Deli.,Rt. -0.0084" 2U999+ 12.12 Odd Spans L Control: Max End React. DOLS: Live=100% Snow=115% Roof=125% Wind=160% Right cantilever allowable shear is for joist only SIMPSON I„'r+ a-�c0 ti., ,r a ,,_1 u t ti .zi>s Eric Duncan g frits PACIFIC LUMBER&TRUSS 1• r �m l v l ,, r rrc II ,1 I w.-r BEAVERTON,OREGON 97005 1 1:.4 3 i1 ilennan o9 Wh n ,,,,t,nt,,V+.. 1..01,uia-.r ( °aft.tiz J 1144 1 r lu.ls t( I,lr Inv.t dt(i u r,I 11-:t-'xEll U ,a.100,,ata Spans gated on Cl, A03-793_8368 44 the dean:rug nP suY,+A...I i,r J,i i51,G9M antAtja,of nckg 1}n e.x6ncl.tk le 3 IO r u.1ppnlvet 71,in dn.y,a.Ztit pu.t,,.st Ii 1011 IIU/'O'_Lutui R,l to ale manufaoWlefs •-• spetlfica"una 6-29-17 Roseburg 2:21pm W. A Forest Products Compm 1 of 1 CS Beam 201611.3.1 IonBeamtigine 2016.9.03 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U360 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 21' 2.75" 196 0 Wind Point(PLF) Top 21' 2.75" 0 100 Live -�-- 15 10 12 0 1010 8 28 9 4 'ons Bearin sand Reacts 9 input Mn Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 450# -• 94# - 2 15'10.750" Wall DFL Plate(625psi) 3.500" 3.500" 1253# - 513# - 3 26' 9.250" Wall DFL Plate(625psi) 5.500" 1.750" 357# - 219# - Maximun Load Case Reactions Used for applying point loons{o(line loads)to crying members Live Wind Dead 1 3551(287p8) -1 (- 94#(7f pr) 2 9015(6780) 181#(121p1f) 3524/(264p1f) 3 2525(189p1f) 113N(85p1f) 1058(790t) Design spans 15 8125" 10' 5.875' Product: 11 7/8" RFPI-20 16.0" 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 1457.'# 3640.'# 40% 6.49' Odd Spans D+L Negative Moment 1763.W 3640.'# 48% 15.9' Total Load D+L Shear 655.# 1420.# 46% 15.89' Total Load D+L End Reaction 450.# 1316.# 34% 0' Odd Spans D+L Int.Reaction 1253.# 1935.# 64% 15.9' Total Load D+L TL Deflection 0.1785' 0.5226" L/999+ 7.27 Odd Spans D+L LLDe lection 0.1494" 0.3915' L/999+ 7.27' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snonr--115% Roof=125% Wind=180% SIMPSON All product Ramming trademark,ortheir respective owners Eric Duncan Strong.TLa° Copyright(c)MS by Simpson Strong-lie Company Inc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSS BEAVERTON,OREGON 97005 "Pasting Is defined as when the member,loorjolet beam orgirdet shown on this drewtng meets applicable deign edteta Tor Loads.Loading Condtionc and Spans Iliad on this 503-793-8368 eheal lM deign mud be reviewed by a qualified designer or deign proresional as required for approval.This deign aaalmes product Installation according to the menufactmels specifications. 6-29-17 ti Roseburg 2:22pm A Forest Products Company 1 of 1 CS Beam 2016.11.3.1 IdnBeam&ngate 2016.9.03 MatetiabDatabase 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/360 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 17 9.50" 196 0 Wind Point(PLF) Top 17 9.50" 0 100 Live 1e 2 12 0 7 1 0 Cif 23 3 12 t Bearings and Reactions Input Min Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 457# -- 102# 2 16' 2.750" Wall DFL Plate(625psi) 3.500" 3.500" 1265# — 597# -- 3 23' 3.750" Wall DFL Plate(625psi) 3.500" 1.750" 191# -155# 69# - Maxhnum Load Case Reactions Used for apptyt g point loads(online toads)to carrying mambas Live Wind Dead 1 355/42680f) -4#(-3plt) 102#(77p1f) 2 887#(685pif) 2191/(1840f) 37B11(283p(f) 3 -177#(-132p1() 47#(38pIf) 22#(1601f) Design spans 16' 1.875" 6'10.375" Product: 11 7/8" RFPI-20 16.0" 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 1508.'# 3640.'# 41% 6.54' Odd Spans D+L Negative Moment 1752.'# 3640.'# 48% 16.23' Total Load D+L Shear 668.# 1420.# 47% 16.22' Total Load D+L End Reaction 457.# 950.# 48% 0' Odd Spans D+L Int.Reaction 1265.# 1935.# 65% 16.23' Total Load D+L 1 TL Deflection 0.1917" 0.5385' L/999+ 7.34' Odd Spans D+L LL Deflection0.1521" 0.4039" L/999+ 7.34' Odd Spans L Controi: Max Int.React. DOLs: Livep100% Sno =115% Roof=125% Wind=160% _ ` SIMPSON All pronames we badamadteof their respective owners `---"- duct Eric Duncan Strottgx(fr` PACIFIC LUMBER&TRUSS copyright(cl 2016 by Simpson stmngdle Company Inc ALL RIGHTS ftl=seaveo. BEAVERTON,OREGON 97005 'Taming ladefined aswseien the member,floor fold.beam or glides shown on thls droving meats applicable dedgn cdteds for Loads)Loading Conditions,and Spans tided on this sheet.The design mud be reviewed by a qualified designer or design peofeedonsl-required foreppmvel.Thlsdedgn assumespmduet installation accosting to the mem,fectumer's ��793-�36$ pacification. N6-29-17 Roseburg 2:16pm A Forest Products Company 1 of 1 CS Beam 2016.113.1 lcmBeamEngme 2016.9.0.3 MalerialsDstahaae 1SS8 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, 0360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: BeamI 16 7 4 y 1674 Bearings and Reactions Location input Mn Gravity Gravity Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 568# -- 2 16' 7.250" Wall DFL Plate(625psi) 2.500" 1.750" 568# -- Maximum Load Case Reactions Used for applying point loads(or One Toads)to cawing menden Live Dead 1 4371/(328p1t) 131#(9ep1f) 2 437#(328p1f) 131#(98p1f) Design spans 18' 4.750" Product: 11 7/8" RFPI-20 16.0" 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 2330.'# 3640.'# 64% 8.27' Total Load D+L Shear 568.# 1420.# 40% 0' Total Load D+L End Reaction 568.# 950.# 59% 0' Total Load D+L TL Deflection 0.3574" 0.5465" 0550 8.27' Total Load D+L LL Deflection 0.2749" 0.4099" L/715 8,27' Total Load L Control: LL Deflection DOLs: Live=100% Snonm115% Roof=125% Wind=180% SIMPSON All product names are Vademaks of their respective owner Eric Duncan Stns PACIFIC LUMBER&TRUSS Ti'' Copyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 1's,¢nq id defined CO who)the womb..., n u1 i DAatif a gotIe,4,50 un1110 It,w1,711 Al ip,i1 Arlo:I, Afl,PI I. Aldr.: -i It t i x kl Spans tided all this 503793 8368 Ul.itr1 1n0 d0911n 15,5 119 110061 l y 1 llOnlilll l IkIl2.+ rr,.lo6yr_p,.I0r£ill.bl 11 frq l..,d'Clant M1., xxl f.,�rxl x;...n <•060101„Ir i ll M 1 0, `ec.,mull',,to the manufactonf6 i/VJ'r.7J'VJCA specification& o FOR OFFICE USE ONLY—SITE ADDRESS: / S�/ �Li SW 6kkd9/7-7. This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 111 . Transmittal Letter T!c;A Et n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: -o✓Ul DATE RECEIVED: DEPT: BUILDING DIVISION �` FROM: /1'laff t )--/1 C '' r�, to ;�,�; COMPANY: Ll}e S74 IN 002 Ii c -e , tic PHONE: q 7_ 1 - c A f 5 GI g By: RE: I rl 7 '( Stay 6gal/.'1' t�1';t 2o ( �- a0Y7/ (Sit ess) 'ermit Number) 610/ lo 11 ( roject name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: C• i ies: Description: Additional set(s) of plans. 1/1) Revisions: Cross section(s) and details. ,,` Wall bracing and/or lateral analysis. Floor/roof framing. V✓ Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: 0l/i%r -/00p) s/ /, 619 7 y 0 it l(_'ki A-T- rotPte( 1-uian o2c /t FOR OFFI USE ONLY Routed to Permit Technic'.: Date: ti.. -• 2, J Initials: 4 Fees Due: lYiYea/ E No Fee Description: Amount Due: I H r P) c�, r-,,,--•-ry $ 1} ----l. $ $ $ Special :Instructi Re rinserm it(per PE): ❑ Yes No ❑ Done Applicant Notified: c- — Date: -//,L( r" Initials: le I:\Building\Forms\TransmittalLetter-Revisions 061316.doc