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S 4 TODD MAURER.PE 3 (70�E a 2<,Rp ?r,• ,{11L' e , 3/13/23 23-22(rev.00) LAKE OSWEGON OR 97035 ure_62@no m i.cam ENGINEEMINOLLc A:us.1v�� 0 C.wYToo-J Calculation&Details r^ , ,r- The Remodel Group Office Remodel Ec ,! , 9570 SW Tigard St. Tigard,Or Ref.2019 OSSC,ASCE 7-16,Drawings by The Remodel Group PG Calculation& Sketches\Details 1-7 -s CITY ON TIGARD, • - REVIEWiD FOR CODE COMPLIANCR Approved OTC: [ ] . Permit #: tu ? c�110 Address: 95- o T;5�rq) S J Suite #: Dattl �'-9— 1St % g,, PE ,.>> +REGON ' OOOBER*kZ ft, w FRNST �' EXPIRATION DATE: 12/31/24 I By Todd Maurer P.E. Or Lic No. 81862PE Exp. 12/31/2024 3175 Edgemont Rd Lake Grove,OR 97035 MBL(707)975-2410 tmaurer_62@hotmail.com ©'P &1 U P z3—z.z 2/4- StoPrz: G(1a41t t'-L-( RStb1-A, rz. v.94-u 941144 oJPrz_ (2 mil$ c. .1 l.� (-, t '�" 12- w o vz E w. NS. 41 — N TV',' R.o 5 SeA}w. S1;) ►-Lh R-�C�1- �3 G - 4-m't E7 SPIk = 1(o.(s 2x,4 a 2. 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Project Title: 4\ ' , A Engineer: Project ID: Project Descr: Wood Beam Project File:23-13.ec6 LIC#:KW-06016726,Build:20.22.12.28 TM Engineering LLC (c)ENERCALC INC 1983-2022 - DESCRIPTION: RB.01 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2600 psi Ebend-xx 2000ksi Fc-Prll 2510 psi Eminbend-xx 1016.535ksi Wood Species : iLevel Truss Joist / Fc-Perp 750 psi Wood Grade : MicroLam LVL 2.0 E �/ Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b b D(0.142)L(0.047)S(0.19) b b I 3-1.75x9.25 Span=16.60 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.1420, L=0.0470, S=0.190 , Tributary Width= 1.0 ft,(RF&CEILING LDS) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.592 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 3-1.75x9.25 V Section used for this span 3-1.75x9.25 fb:Actual = 1,832.96psi fv:Actual = 77.66 psi F'b = 3,097.74 psi F'v = 327.75 'psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.300ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.471 in Ratio= 422>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.824 in Ratio= 241>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.323 0.129 0.90 1.00 1.00 1.00 1.036 1.00 1.00 1.00 4.89 784.0 2,424.3 1.08 33.2 256.5 +D+L 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.387 0.155 1.00 1.00 1.00 1.00 1.036 1.00 1.00 1.00 6.51 1,043.5 2,693.7 1.43 44.2 285.0 _ +D+S 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.592 0.237 1.15 1.00 1.00 1.00 1.036 1.00 1.00 1.00 11.44 1,833.0 3,097.7 2.51 77.7 327.8 +D+0.750L 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 _ Length=16.60 ft 1 0.291 0.116 1.25 1.00 1.00 1.00 1.036 1.00 1.00 1.00 6.11 978.6 3,367.1 1.34 41.5 356.3 +D+0.750L+0.750S 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.570 0.228 1.15 1.00 1.00 1.00 1.036 1.00 1.00 1.00 11.01 1,765.3 3,097.7 2.42 74.8 327.8 Project Title: ' - • A Engineer: Project ID: Project Descr: Wood Beam Project File:23-13.ec6 LIC#:KW-06016726,Build:20.22.12.28 TM Engineering LLC (c)ENERCALC INC 1983-2022 - DESCRIPTION: RB.01 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CL.x CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.109 0.044 1.60 1.00 1.00 1.00 1.036 1.00 1.00 1.00 2.93 470.4 4,309.9 0.65 19.9 456.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8238 8.361 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.756 2.756 Max Upward from Load Combinations 2.756 2.756 Max Upward from Load Cases 1.577 1.577 D Only 1.179 1.179 +D+L 1.569 1.569 +D+S 2.756 2.756 +D+0.750L 1.471 1.471 +D+0.750L+0.7505 2.654 2.654 +0.60D 0.707 0.707 L Only 0.390 0.390 S Only 1.577 1.577 �4 . ' ,' messrE PH(707)975-2410 3175 EDGE11ONT RD LAKE OSWECO,OR 97035 tmeurer_520hotmail.eom NGD 1CCEG DIGLLCMIRES ENV 1/24I STAGGER THE LVL SPLICE SLOPE CUT AT 4' O.C. IF LVL IS NOT TO FIT ROOF FULL LENGTH SHEATHING 2"TYP j-j T �,P�16" O.C. TYP-+ LVL 1.75XDEPTH 2.0E SCREW WITH SDWS .220"0 16" 0.C. 3.0"LG FOR (2) PLY 5.0"LG FOR (3) PLY LVL BUILT UP BEAM SCALE N.T.S. DETAIL SHEET D1 of , 19'-3" / / R t, \ \ il , ILI - 10'-4" G1C4t-1t41-) V..11 xt-S f � .., 20 'LVS24" \ Ir o I I }- - - -1{ I 0— l i- - 1 refrigerator y - 34'-2" I r+GXg125 2,0E 1 y�- zo K62ItCh@ SFtl < 72.'. �DN • • a, / • L } „, ,'' = c Bath roil 32 SF C3-) S`C DS V co 1'-6" 2'-0" un / t(- -1 1 a 4 1 . 1+67 i_lelo WPr1-2.- 17) SI .,_ Estima SiiReo Yi-V. '--Z,k l r `'I ` l 99 S I ',�_ Lk.h 1 Ll2Ari.....1 L.- -/ /7 A lefix tv''pc) —Q -1t_ --___v ID f2—e-xxe- r 10'-91/ T WWt%14I 1) 1 - First Floor 1/4 1/4" = 1'-0" 11? i The Remodel Group New Office T.H.E. REMODEL GROUP c�=,"-4-n e-A - .ri l..,r3.» e- ,-�z *et .�, 4 k TODD MAURER PE p�J WWW IIIII�JJIIII�k5 EDGE 0 i RD E osweco OR ei� � - ra s r`' y ,7 S � t C NONC C G3NOLLc 9::', 2 ` 273 p Calculation&Details The Remodel Group Office Remodel 9570 SW Tigard St. Tigard, Or Ref.2019 OSSC,ASCE 7-16,Drawings by The Remodel Group PG Calculation& Sketches\Details 1-7 ft,05) PROFF 8._> PE N I REGON OOO BER\2 ti ,- F�NST 10� EXPIRATION DATE: 12/31/24 1 By Todd Maurer P.E. Or Lic No. 81862PE Exp. 12/31/2024 3175 Edgemont Rd Lake Grove,OR 97035 MBL(707)975-2410 tmaurer_62@hotmail.com t2 .M©T L &t, u p ZS- ZZ Z/q.. ~S-4-eP `mow TS 9r -C'i�-71hn-c) t L RCS t f4 .i�� 4 (.� Z""L'i sr- 'c fit- w a YLE. 1.1-t� fl ca.©a ce-'S. 4) 1 — M 5-ka R.ao SI14+4► Slap pii ..t.h (2-ac, - SP1Pt.a= 4 r-icr.vo 1OtS1-s ► ZK4 E' Z o.c.. 101 SST LA)S 2..1�. t.►ff W 9.. ©o 131.41 V2 o o G�e.t C.1�-c C� � �lo = /)/Z = Ropf- LAD 5 c.t_ = 10sr x cp.S s P S2 = Zp ?SP it ir `,0 pt i.©S 1 L = S P SV- x a). L V = S r, A}}Pi-c S-DL 1 2 ?O = \tzp 4 ;?'— 4y-4- 1" i �S' 1_V L C3) \. )k 7— 'a 2,3-Z�Z ' �©o p ti�L•-� A-U-0%Q Pre MO -?r .s o rz,5 1, p o Psi l,G ILA -4-to. .11 z . sF] 4t ‘ 1 USTI- lie 4 X 10 rf "tt, -' P '�'b '4t..t..t1 t tit AK)I.- r-�0 - Q - ,Agrt_ v-r c e-L.T4 I I /if Project Title: Engineer: ` Project ID: Project Descr: Wood Beam Project File:23-13.ec6 LIC#:KW-06016726,Build:20.22.12.28 TM Engineering LLC (c)ENERCALC INC 1983-2022 . DESCRIPTION: RB.01 CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2600 psi Ebend-xx 2000 ksi Fc-Prll 2510 psi Eminbend-xx 1016.535ksi Wood Species : iLevel Truss Joist /v Fc-Perp 750 psi Wood Grade : MicroLam LVL 2.0 E y Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b b D(0.142)L(0.047)S(0.19) b I 3-1.75x9.25 141 Span=16.60 ft I • Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.1420, L=0.0470, S=0.190 , Tributary Width= 1.0 ft,(RF&CEILING LDS) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.592 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 3-1.75x9.25 � Section used for this span 3-1.75x9.25 fb:Actual = 1,832.96 psi fv:Actual = 77.66 psi F'b = 3,097.74 psi F'v = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.300ft Location of maximum on span = 0.000ft 1 Span#where maximum occurs = Span#1 Span#where maximum occurs .= Span#1 Maximum Deflection Max Downward Transient Deflection 0.471 in Ratio= 422>=360 Span:1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.824 in Ratio= 241>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.323 0.129 0.90 1.00 1.00 1.00 1.036 1.00 1.00 1.00 4.89 784.0 2,424.3 1.08 33.2 256.5 +D+L 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.387 0.155 1.00 1.00 1.00 1.00 1.036 1.00 1.00 1.00 6.51 1,043.5 2,693.7 1.43 44.2 285.0 +D+S 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.592 0.237 1.15 1.00 1.00 1.00 1.036 1.00 1.00 1.00 11.44 1,833.0 3,097.7 2.51 77.7 327.8 +D+0.750L 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.291 0.116 1.25 1.00 1.00 1.00 1.036 1.00 1.00 1.00 6.11 978.6 3,367.1 1.34 41.5 356.3 +D+0.750L+0.7505 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.570 0.228 1.15 1.00 1.00 1.00 1.036 1.00 1.00 1.00 11.01 1,765.3 3,097.7 2.42 74.8 327.8 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:23-13.ec6 LIC#:KW-06016726,Build:20.22.12.28 TM Engineering LLC (c)ENERCALC INC 1983-2022 . DESCRIPTION: RB.01 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=16.60 ft 1 0.109 0.044 1.60 1.00 1.00 1.00 1.036 1.00 1.00 1.00 2.93 470.4 4,309.9 0.65 19.9 456.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8238 8.361 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.756 2.756 Max Upward from Load Combinations 2.756 2.756 Max Upward from Load Cases 1.577 1.577 D Only 1.179 1.179 +D+L 1.569 1.569 +D+S 2.756 2.756 +D+0.750L 1.471 1.471 +D+0.750L+0.7505 2.654 2.654 +0.60D 0.707 0.707 L Only 0.390 0.390 S Only 1.577 1.577 e,„ maa9PEc PH (707)975-2410 3175 EDGEMOHT RD LAKE OSWEGO.OR 97035 * 4=' w�trna 620hott aR.eom ENGOINEE Q IGLLC 'PORESERn 31/24I STAGGER THE LVL SPLICE SLOPE CUT AT 4' O.C. IF LVL IS NOT TO FIT ROOF FULL LENGTH SHEATHING 2"TYP r 6" 16" O.C. TYPTYP LVL 1.75XDEPTH 2.0E SCREW WITH SDWS .220"0 ® 16" O.C. 3.0"LG FOR (2) PLY 5.0"LG FOR (3) PLY LVL BUILT UP BEAM SCALE:H.T.S. D ETAI L SHEET D1 GF 19'-3" t/ i \ \ I r ILI I I\ 6' ...1 1,1 1--1 h ' 1-ca‘"F.-- (' +4 tie' yvl 10'-4" G�Gu-vh z-5 r /I, 2.K CQ 2J 0.C., g1�Y�'LV S2i - r I— -- I or- I I — J i Q.(t' 1 (,3 L\jL + cji i - efrigerato 1 )�-cxc i 2.J 2.oE - y�- _— 34'-2,� r DN Kitchen 62SF �' • "--.). 1 I--1 1 1 r r 6 i ________5/ r-'' '''.' c Bathroo 32SF 1 C.3� S'i'D5 i V Li. 1'-6" 2'-0" ' .- N4 __ L 2 , '1-��Lw W '�- ' 1 liVeo T' 7-41.tk.1 I-' I Estim; 99 S - '.> borri.N.F, 1 La-Au.)l___ 1 uc� n PC' —13 \ /f L { Lu H A 10'-91/ / First Floor W N O 1/4" = 1'-0" N tt Irritt The Remodel Group - New Office T.H.E. REMODEL GROUP ','*- -n e-..tr_"I --rft r..-, 'ea.1is-, e....-r- -T^Z ` /A *n (.... .. ....