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Prepared by: Michael Puntney,PE, SE August 22,RECEN sEP l 9 2.011 Structural Design Calculations o licv u El Jefe Restaurant Equipment Bracing and Anchorage TI J LD NG DIVISION Adrienne Barrows, Scott Edwards Architecture LLP I�1�C,2oZ2— De fir? 0 Client Information Project Site(s) Adrienne Barrows 11636 SW Pacific Hwy Scott Edwards Architecture LLP Tigard, OR 97223 2525 E. Burnside St. 45.438239, -122.753927 Portland, OR 97214 abarrows@sealip.com Endorsement ,00U C T UR4 cp PROFESS \D 0,ciNEF �O Prepared By: 25 Michael Puntney, PE, SE August 22, 2022 "�<Y as qF4 WARD 08 23.22 EXPIRES 12/31/22 Sh #1 of 19 • Scope To provide structural calculations for the addition of two hanging hoods and an adjacent hood related panel to be hung from the roof framing above the kitchen as well as two exhaust fans and a Make Up Air Unit (MAU), both of which will sit on top of the existing roof. The purpose of the calculations herein will be to determine whether the existing roof framing is adequate for the new loads, as well as to provide seismic bracing and anchorage for the new units as required by the 2019 OSSC. Please note that all as-built data and equipment specifications were provided by the Client and/or the - Owner as well as surmised by the Structural Engineer during a visit to the site and a thorough review of the provided schematic drawings/preliminary permit documents. Any elements not specifically referenced in these calculations are outside of the structural scope of work and should be completed by - others. References 1. 2019 Oregon Structural Specialty Code(2019 OSSC) a. 2018 International Building Code(IBC)with Oregon Amendments 2. ASCE/SEI 7-16,Minimum Design Loads for Buildings and Other Structures,American Society of Civil Engineers(ASCE) 3. 2018 National Design Specification for Wood Construction,ANSI/AWC (NDS) 4. 2015 Special Design Provisions for Wind and Seismic ANSI/AWC(SDPWS) 5. 22014 Building Code Requirements for Structural Concrete,ACI 318-14, and Commentary(ACI) 6. 2017 Manual of Steel Construction, l 5th Edition, American Institute of Steel Construction(AISC) 7. Proprietary information from Manufacturer 8. Drawings and other design data provided by client Table of Contents Cover Sheet 1 TOC and References 2 Schematic Roof Layout and Info 3 ATC Seismic 4 Enercalc Seismic Demands 6 Gravity Analysis/Design Checks . 7 Lateral Analysis/Design Checks 9 Sh #2 �; +mot , {?"—� { f # I 11 { { [ ! L4. { ! y t / �{ f ..1 iq tyro f c4 w ''3 1 CJ� y‘l i4 C1A`S i Tt CLA I 4 R jw,1t.' 3 r ! .„...._.,. ..A.t et e 1 t(i ItAr vy. y A t A 011 7-N1311 z1: , I I t 11 11 V S‘4c- $t - 1.4114I7 } 1 I 1 ill 11 1 I ' ty 11 1i 1 1 tIAj ,' j t\ s q 1 i 4 1 1 M sti 4-31;, Its 1 Lam(4,- tt 1 1 l[ , Mt 11 ., 1 It0III E 1 11 ' 1 l' 11 lie! 1 11 ik 1 M i tiers/ LArLi 5ha 3 • Hazards by Location Search Information Address: 11636 SW Pacific Hwy, Tigard, OR 97223, USA \I r wnIJv r 232 ft 0-1 Coordinates: 45.43823889999999, -122.7539265 ###�1 of 17ki�C .9h eva#ion: 232 ft A;1r Fora Grr. E Timestamp: 2022-08-22T06:10:15.330Zf Hazard Type: Seismic S err Can Reference ASCE7-16 Document: Map data©2022 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.868 MCER ground motion (period=0.2s) Si 0.395 MCER ground motion (period=1.0s) SMS 1.042 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.694 Numeric seismic design value at 0.2s SA SD1 "null Numeric seismic design value at 1.0s SA * See Section 11.4.8 ‘,..Additional information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv "null Site amplification factor at 1.0s CRs 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.394 MCEG peak ground acceleration Sh #4 • FPGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration TL 16 Long-period transition period (s) SsRT 0.868 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.978 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) Si RT 0.395 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.456 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Si D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Sh #5 Project Title: . • Engineer: Project ID: Project Descr: ASCE Seismic Demands on Nonstructural Components 1 Project File:2022-0112 El Jefe Roof Units.ec6 LIC#:KW-06013373,Build:20.22.7.25 MWP Structural (c)ENERCALC INC 19$3-2022 Seismic Demands on Nonstructural Components per ASCE 7-16 Section 13.3.1 and 13.4.1 h = 12.0 ft S DS = 0.6940 Description : MAU RTU aP = 2.50 WP= 670.0 z = 12.0Oft Rp = 6.00 I P = 1.00 z/h:Actual = 1.00 z/h Design = 1.00 Fp Upper Limit = 743.97 Fp Calc'd :Components= 232.49 Fp DESIGN : Components = 232.49 Fp Lower Limit = 139.49 Connections= 232.49 Connections = 232,49 Description : Hood 1 aP = 1.00 W P= 665.0 z = 9.00 ft R P = 1.50 I P = 1.00 z/h:Actual = 0.75 z/h Design = 0.75 Fp Upper Limit = 738.42 Fp Calc'd :Components= 307.67 Fp DESIGN : Components = 307.67 Fp Lower Limit = 138.45 Connections= 307.67Connections = -- - - 307.67 Description : Hood 2 -- aP = 1.00 W p= 467.0 z = 9.00 ft R P = 1.50 I P = 1.00 z/h:Actual = 0.75 z/h Design = 0.75 Fp Upper Limit = 518.56 Fp Calc'd :Components= 216.07 Fp DESIGN : Components = 216.07 Fp Lower Limit = 97.23 Connections= 216.07 Connections = 216.07 Description : Fan#1 aP = 1.00 W p= 158.0 z = 12.00 ft RP = 1.50 I P = 1.00 z/h:Actual = 1.00 z/h Design = 1.00 Fp Upper Limit = 175.44 Fp Calc'd :Components= 87.72 Fp DESIGN : Components = 87.72 Fp Lower Limit = 32.90 Connections= 87.72 Connections = 87.72 Description : Fan#2 aP = 1.00 W P= 92.0( z = 12.00ft RP = 1.50 I P = 1.00 z/h:Actual = 1.00 z/h Design = 1.00 Fp Upper Limit = 102.16 Fp Calc'd :Components= 51.08 Fp DESIGN : Components = 51.08 Fp Lower Limit = 19.15 Connections= 51.08 Connections = 51.08 Description : Wall Cabinet aP = 1.00 W P= 340.0 z = 9.00ft RP = 1.50 I P = 1.00 z/h:Actual = 0.75 z/h Design = 0.75 Fp Upper Limit = 377.54 Fp Calc'd :Components= 157.31 Fp DESIGN : Components = 157.31 Fp Lower Limit = 70.79 Connections= 157.31 Connections = 157.31 a P : Component amplification factor, Table 13.5-1 or Table 13.6-1 Fp-Calc'd : Calculated Fp, Eq(13.3-1),Same units as Wp W P : Component operating weight Z Height of point of attachment Fp-Upper : Upper Limit on Fp, Eq(13.3-2),(Same units as R P : Component response modification factor(Table 13.5-1 or Table Fp Lower Lower Limit on Fp, Eq(13.3-3),Same units as I P : Component importance factor(Section 13.1.3) Fp-Design Fp for design purposes, Same units as Wp Sh #6 ( (__ ,►ic.•-) (')L i ?opt(1'+o,$)/ 4.11 141.3 Wit Z5tf(7 )`31.3(P 1� ,x71 I ',A(/( 6-nAkj *Z : (Fjit'Tu @ ;:i:3' 1',o„ b��l� tm,k (3` A y, (4 1131 CrIT 11 Ku( For us C1 . PA � ��* �� VA.," (i�� ? (pirwA tkisr.1 i 1 Z..,37- I. C7-- yc s 0/111A41 Z � �a3 r.vZq 1� v ,w i� .Sf L-t1.o it) N. Gktz l i/li IV Nei id if,0/7 /,Zj IV sail L ___ __ __1 ' (4) jec;itit./c,c44 /cc,' :5,./fiav sy* (A. 05) 1,4 0 e.44" 1-, Co/elti" ttlit ___ II 1 to., I, 1 90 of SS SI ----F--,t, ..5. . L.414 Z.)4 0 7p# 60 d Pc.:1 on rr Sat. Ofe 4-I / /..,/ / Ilk (1/al c,..,_) Al I%IC-41 G Terra.,I"AT --- - 4 ..4, tAd ,si-7,_,./ PICOO pick 5 7.44a. a 411 AeS_j > 2s4 4/7 LI terirf .4 111000 14-I k9/fg,,tv,4(5 4rif r Ct76 r — 0 10(x)fiS ... , / --, 116., 0 I IN AQ., Otuts,51-/ A-T" Dr*4 1%2,14010-11 0 eptt L i'44 kite' (t) pi lartft....if---, 1 SI cfc. j:Iime azyci• PP—) ipp / . ‘'‘)'` ,.., jipsc' sc.S' 3,4ft.(t titi7441 64 P" tAlt)r-AAr (0=.6stAly T.: (,:?0,E, 14,1tire,i +......._____ th., Fto = ieco /Ai- eir`pli 0. ii ti i .044 iiric I(jr( CAe al I d- 0 itGiL. (fec.41,, 5) LA1 ' 35,4i9 ese , _ , VC 3001` /4, _ 3a7 1.0.,/4.te 41 41e,„1.$ 1 I LOM -frkir$INP-15., P4 A'f *111/4,-ztelVii• i - 15.3 / 116a./.4_ - f; W(/h- (As. t. - Ipt,4,..1 tit L•rti F:p' .,.. t/q3 ph i eiki (i) 4-A-ttr ,../ ) -• S'--1-13 z 3q7- ICi/111.' k..„4 . --.'1.,r0,f irfa.` 114- il&e,1-.15 l'4"' Co Actin J J — kj -,K nt9,„),4- °k ilt+.tt . frli5vmv-Ltrr 51Act. cs,41 0- ►y, �1,f1 J.1iA GIYM:tr.1.7 ,As t� s) ! Pei l i".4.4(Y" 4'4 Atar,le• lovi "Lf, Vs L '/s t f -rw.c roc!: 4I Qt./V(44. I s„YT. al)" 6/( :14-&-e. bittc,',if-- 1.s . rr ',/ 6 ► (I C( ' rs,.'..Tr 1' -c -41,is c . 't'"-c. 14Ait LA,,st,, -4' 5 by as i 6 ' imits1 1 folt":111:11kr 340 11) re wrs L o— b 0ttG5 as Asa, latichu ;AI Li i, 11. .4,,+,t k,.r�wat of f / !Anti Mils • Spwt As w/ - tAAbet& 44At is 1A0,1a Alt iys Ve to pu�Its Cep zillesr._._ r-s�ecna+•. . brvu qr up --f--f (z1 li l i)A4 I I baitt to3, SKI 6111! 51311 Project Title: Engineer: Project ID: Project Descr: Project File:2022-0112 El Jefe Roof Units.ec6 General Beam Analysis (c)ENERCALC INC 1983-2022 LIC#:KW-06013373,Build:20.22.7.25 MWP Structural DESCRIPTION: Original Configuration#1 General Beam Properties _ Elastic Modulus 29,000.0 ksi Moment of Inertia = 100.0 inA4 Span#1 Span Length = 32.0 ft Area= 10.0 in^2 D(0.056) a 0 3 o D(0.04)Lr(0.04)S(0.05) a o ° }C Span= 32.0 ft F ........_.....___...___....__......_. ................ ...... Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D= 0.040, Lr=0.040, S=0.050 k/ft, Tributary Width= 1.0 ft Uniform Load : D=0.0560 kift, Extent= 5.0--»9.0 ft, Tributary Width = 1.0 ft, (RTU) DESIGN SUMMARY 1.615 k Load Combindinnnation 12.317 k-ft Maximum Shear= Maximum B = +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Location of maximum on span 15.520 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.410 in 936 Max Upward Transient Deflection 0.005 in 73750 Max Downward Total Deflection 0.794 in 483 Max Upward Total Deflection 0.004 in 103779 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope 12 32 12.32 1.62 Dsgn.L= 32.00 ft 1 D Only 5.93 0.82 Dsgn.L= 32.00 ft 1 5.93 +D+Lr 11.04 11.04 1.46 Dsgn.L= 32.00 ft 1 +D+S Dsgn. L= 32.00 ft 1 12.32 12.32 1.62 +D+0.750Lr 9 76 1.30 Dsgn.L= 32.00 ft 1 9.76 +D+0.750S 10.72 10.72 1.42 Dsgn.L= 32.00 ft 1 +0.60D- Dsgn.L= 32.00 ft 1 3.56 3.56 0.49 Overall Maximum Deflections - Max. +"Defl Location in Span - Load Combination Span Max."-"Defl Location in Span Load Combination +D+S 1 0.7944 16.000 0.0000 0.000 _ Support notation: Far left is#' Values in KIPS Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 1.615 1.489 Overall MINimum D Only 0.815 0.689 +D+Lr 1.455 1.329 +D+S 1.615 1.489 +D+0.750Lr 1.295 1.169 +D+0.750S 1.415 1.289 +0.60D 0.489 0.413 Sh #13 Project Title: - ' Engineer: Project ID: Project Descr: General Beam Analysis Project File:2022-0112 El Jefe Roof Unitsec6' LIC#:KW-06013373,Build:20.22.7.25 MWP Structural (c)ENERCALC INC 1983-2022 DESCRIPTION: Original Configuration #2 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 32.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 D(0.035) ° D(0.025)Lrf0.025)-0S(0.0 f3) a a d a Span=32.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0250, Lr=0.0250, S=0.03130 k/ft, Tributary Width = 1.0 ft Uniform Load : D=0.0350 kift, Extent= 12.0-->> 18.80 ft, Tributary Width= 1.0 ft, (RTU) DESIGN SUMMARY Maximum Bending= .._ _. 8.903 k-ft Maximum Shear= 1.024 Load Combination +D+S +D+S k Load Combination Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 15.840 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.257 in 1496 Max Upward Transient Deflection 0.003 in 118001 Max Downward Total Deflection 0.557 in 689 Max Upward Total Deflection 0.003 in 136176 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 32.00 ft 1 8.90 8.90 D Only 1.02 Dsgn. L= 32.00 ft 1 4.90 4.90 +D+Lr 0.52 Dsgn. L= 32.00 ft 1 8.10 8.10 +D+S 0.92 Dsgn. L= 32.00 ft 1 8.90 8.90 +D+0.750Lr 1.02 Dsgn. L= 32.00 ft 1 7.30 7.30 +D+0.7505 0.82 Dsgn. L= 32.00 ft 1 7.90 790 +0.60D0.90 Dsgn. L= 32.00 ft 1 2.94 2.94 0.31 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.5570 16.000 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.024 1.015 Overall MINimum D Only 0.523 0.515 +D+Lr 0.923 0.915 +D+S 1.024 1.015 +D+0.750Lr 0.823 0.815 +0+0.7505 0.899 0.890 +0.60D 0.314 0.309 Sh #14 Project Title: Engineer: Project ID: Project Descr: Project File:2022-0112 El Jefe Roof Units.ec6 General Beam Analysis (c)ENERCALC INC 1983-2022 LIC#:KW-06013373,Build:20.22.7.25 MWP Structural DESCRIPTION: New Config#1 .General Beam Properties - Elastic Modulus 29,000.0 ksi Moment of Inertia = 100.0 in^4 Span#1 Span Length = 32.0 ft Area= 10.0 in^2 D(0.142) D(0.142) i. D(0A25)Lr(0.025)S(0.0313) o X Span=32.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.0250, Lr=0.0250, S=0.03130 k/ft, Tributary Width = 1.0 ft Point Load : D=0.1420 k @ 5.0 ft Point Load : D= 0.1420 k @ 0.250 ft DESIGN SUMMARY 7.584 k-ft, Maximum Shear= 1.162 k Load Combination MaximumBending= +D+S Load Combination +D+S . Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 15.520 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.257 in 1496 Max Upward Transient Deflection 0.003 in 118001 Max Downward Total Deflection 0.0020.490 in in 1698484 Max Upward Total Deflection :...._........................................................ Maximum Forces &Stresses for Load Combinations Summa of Moment Values (k-ft) Shear Values (k) Load Combination Max Stress Ratios ry Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope 7 58 7 58 1.16 Dsgn. L= 32.00 ft 1 D Only 3.58 3.58 0.66 Dsgn.L= 32.00 ft 1 +D+Lr 6.78 6.78 1.06 Dsgn.L= 32.00 ft 1 +D+S 7 58 1.16 Dsgn.L= 32.00 ft 1 7.58 +D+0.750Lr 5 98 5 98 0.96 - Dsgn.L= 32.00 ft 1 - +D+0.750S 6 58 6 58 1.04 Dsgn.L= 32.00 ft 1 +0.60D 2.15 2.15 0.40 Dsgn.L= 32.00 ft 1 Overall Maximum Deflections Max."+"Defl Location in Span Load Combination Span Max.""Defl Location in Span Load Combination +D+S 1 0.4896 16.000 0.0000 0.000 Support notation: Far left is#' Values in KIPS Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 1.162 0.924 Overall MINimum D Only 0.661 0.423 +D+Lr 1.061 0.823 +D+S 1.162 0.924 Sh #15 +D+0.750Lr 0.961 0.723 Project Title: ' Engineer: Project ID: Project Descr: General,Beam Analysis Project File:2022-0112 El Jefe Roof Units:ec6 LIC# KW-06013373,Build:20.22.7.25 MWP Structural (c)ENERCALC INC 1983-2022 DESCRIPTION: New Config#2 General Beam Properties Elastic Modulus 29,000.0 ksi - Sp an#1 Span Length = 32.0 ft Area= 10.0 in^2 Moment of Inertia = inA4 in 4 D(0.117) D(0.117 i1 D(0.024) a ` a D(0.0''25)Lr(0 025)S(0.0313) v b Cl Span=32.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0250, Lr=0.0250, S=0,03130 k/ft, Tributary Width = 1.0 ft Uniform Load : D=0.0240 k/ft, Extent= 8.0--» 14.0 ft, Tributary Width = 1.0 ft, (RTU) Point Load : D=0.1170 k @ 0.250 ft, (Hood#2) Point Load : D= 0.1170 k @ 5.0 ft DESIGN SUMMARY Maximum Bending . . ... _ = 8.347k-ft Maximum Shear= 1.210 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span# 1 Span#where maximum occurs Span#1 Location of maximum on span 14.720 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.257 in 1496 Max Upward Transient Deflection 0.003 in 118001 Max Downward Total Deflection 0.535 in 717 Max Upward Total Deflection 0.003 in 143278 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 32.00 ft 1 8.35 8.35 1.21 D Only I] Dsgn. L= 32.00 ft 1 4.39 4.39 0.71 +D+Lr Dsgn. L= 32.00 ft 1 7.55 7.55 1.11 +D+S Dsgn. L= 32.00 ft 1 8.35 8.35 1.21 _+D+0.750Lr Dsgn.L= 32.00 ft 1 6.75 6.75 1.01 +D+0.750S Dsgn. L= 32.00 ft 1 7.35 7.35 1.08 +0.60D Dsgn. L= 32.00 ft 1 2.63 2.63 0.43 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+^Defl Location in Span +D+5 1 0.5354 15.840 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.210 0.969 Overall MINimum D Only 0.709 0.469 Sh #16 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:2022-0112 El Jefe Roof Units.ec6 LIC#:KW-06013373,Build:20.22.7.25 MWP Structural (c)ENERCALC INC 1983-2022 DESCRIPTION: New Config#3 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 32.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 inA4 D(0.117) b D(0:62,J1 1b1 it D(0.03) ' D(0.025)Lr(0.025)S(00313) a o a X I Span=320 ft I .............___............___.......___ Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.0250, Lr=0.0250, S=0.03130 k/ft, Tributary Width = 1.0 ft Uniform Load : D =0.030 k/ft, Extent= 18.0--»24.0 ft, Tributary Width = 1.0 ft, (RTU) Point Load : D=0.1170 k @ 0.250 ft, (Hood#2) Point Load : D= 0.1170 k @ 5.0 ft Uniform Load : D=0.0240 k/ft, Extent= 3.0-->>5.580 ft, Tributary Width = 1.0 ft, (RTU) DESIGN SUMMARY . ........_ Maximum Bending= 8.647 k-ft Maximum Shear= 1.231 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Location of maximum on span 16.640 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.257 in 1496 Max Upward Transient Deflection 0.003 in 118001 Max Downward Total Deflection 0.558 in 688 Max Upward Total Deflection 0.003 in 132288 ........_................-- Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope 1.23 Dsgn.L= 32.00 ft 1 8.65 8.65 D Only 0.73 - Dsgn.L= 32.00 ft 1 4.65 4.65 - +D+Lr 1.13 Dsgn.L= 32.00 ft 1 7.84 7.84 +D+S 1.23 - Dsgn.L= 32.00 ft 1 8.65 8.65 +D+0.750Lr 1.03 Dsgn.L= 32.00 ft 1 7.04 7.04 +D+0.750S 1.11 Dsgn.L= 32.00 ft 1 7.65 7.65 +0.60D 0.44 Dsgn.L= 32.00 ft 1 2.79 2.79 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.5578 16.160 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.231 1.046 Project Title: Engineer: Project ID: Project Descr: Wood BeamProject File:2022-0112 El Jefe Roof Units.ec6 LIC#:KW-06013373,Build:20.22.7.25 MWP Structural (c)ENERCALC INC 1983-2022 DESCRIPTION: 4x blocking CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 - Load Combination Set:ASCE 7-16 Material Properties - Analysis Method : Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,700.0ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling DO2)E0352) 4x4 ., 1 � 1 Span=2.0 ft Applied Loads Service loads entered. Load Factors will be appiled for calculations. Beam self weight NOT internally calculated and added Point Load : D=0.20, E =0.3520k@ 1.0 ft DESIGN SUMMARY : OK 'x; Maximum Bending Stress Ratio = (., xe. 1 Maximum Shear Stress Ratio = 0,095 : 1 Section used for this span 4x4 Section used for this span 4x4 1 fb:Actual = 374.82 psi fv:Actual = 27.33 psi Fb:Allowable = 2,400.00 psi Fv:Allowable = 288.00 psi Load Combination +D+0.70E Load Combination +D+0.70E Location of maximum on span = 1.000ft 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 0.005 in Ratio= 5005>=360 Span: 1 :E Only Max Upward Transient Deflection 0 in Ratio= <360 n/a Max Downward Total Deflection 0.006 in Ratio= :,.,',4S>=180 Span: 1 :+D+0.70E Max Upward Total Deflection 0 in Ratio= <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values - -- -STiearVTues--- Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00_ Length=2.0 ft 1 0.124 0.076 0.90 1..500 1.00 1.00 1.00 1.00 1.00 0.10 167.93 1350.00 0.10 12.24 162.00 +0.60D 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.042 0.026 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.06 100.76 2400.00 0.06 7.35 288.00- +D+0.70E 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.156 0.095 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.22 374.82 2400.00 0.22 27.33 288.00 +D+0.5250E 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.135 0.082 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.19 323.10 2400.00 0.19 23.56 288.00 +0.60D+0.70E 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.128 0.078 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.18 307.65 2400.00 0.18 22.43 288.00 Sh #18 Project Title: Engineer: Project ID: Project Descr: Wood • 12 El Jefe K oBea7m Project File:2022-013,Bui1d.20.22.7.25 MVVP Structural (c) Roof L ENERCALC INC 1983 2022 DESCRIPTION: 4x blocking Overall Maximum Deflections - Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.70E 1 0.0061 1.000 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support Overall MAXimum 0.223 0.223 Overall MINimum 0.176 0.176 D Only 0.100 0.100 +0.60D 0.060 0.060 +D+0.70E 0.223 0.223 +D+0.5250E 0.192 0.192 +0.60D+0.70E 0.183 0.183 E Only 0.176 0.176 Sh #19