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Specifications Prepared by: Michael Puntney, PE, SE OFFICE COPY August 22,2022 Structural Design Calculations RECEIVED El Jefe Restaurant Equipment Bracing and Anchorage SEP 12 2022 Adrienne Barrows, Scott Edwards Architecture LLP CITY OF TIGARD BUILDING DIVISION 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@seallp.com Endorsement ��v ED �'►�OFFv Prepared By: cP 25. � Michael Puntney, PE, SE August 22, 2022 741 .�� -j' 08. 96 WARD �v 08.23.22 EXPIRES 12/31/22 uy 2022— 0OZ21 $( 63(0 iJJ PAUFIG f-EWY 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, 15th 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 This is a beta release of the new ATC Hazards by Location t;+lelas€te, Please contact us with feedback, 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, CITC Hazards by Location Search Information / '(/ Fii 4 iff$%E// �r r al %fl %iF� f 1 Address: 11636 SW Pacific Hwy,Tigard, OR 97223, USA awa i ,G V"aniA ctuver yfiri , fff, y�f �� la) 232ft . e Coordinates: 45.43823889999999, -122.7539265 "" r > ref/ i� � ��` Ian as' '�rfier,�-.ao f; :4o l�: t fi r . h #1 O f 1 7 Hillsboroo s " #osr/', Gresham z, evation: 232 ft r 91r iFirf� � `�t ��',.. Timestamp: 2022-08-22T06:10:15.330Z Hazard Type: Seismic � 1 Gov f Reference ASCE7-16 or to�, G yr Jfi it;ri Document: Map���� � data©2022 oogle 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) S1 RT 0.395 Probabilistic risk-targeted ground motion(1.0s) Si UH 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) k 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. 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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 Proiect ne: -0112 8 slefe Rtgg Urits-ec6 tlC#:KW-06013373,Build:20.22.7.25 MWP Structural (c)ENERCALC INC 1983-2022 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 a = 2.50 W P= 670.0 z = 12.00ft R p = 6.00 I F = 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= 307.67 Connections = 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 = 12.00ft 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 WP= 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 = 9.00 ft R P = 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 F : 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 Ext6rl Itoar Torn. 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Beam Analysis Fie:2a22-01 2 Et Jefe Rod Utits.e:6 L1C#:KW-06013373,Build:20.22.7.25 MWP Structural DESCRIPTION: Original Configuration #1 (c)ENERCALC INC 1983-2022 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 32.0 ft Area= 10.0 inn2 Moment of Inertia = 100.0 inA4 b p(04)56), a X o D(0.04)Lr(06.04)S(0.05) b _...._. __. ()1 Span=32.0ft 7 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 k/ft, Extent= 5.0-->>9.0 ft, Tributary Width = 1.0 ft, (RTU) DESIGN SUMMARY Maximum Bending = 12.317k-ft Maximum Shear= Load Combination +D+S Load Combination + +S k D 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 Dsgn.L= 32.00 ft 1 12.32 12.32 D Only 1.62 - Dsgn. L= 32.00 ft 1 5.93 5.93 +D+Lr 0.82 Dsgn. L= 32.00 ft 1 11.04 11.04 +D+S 1.46 Dsgn. L= 32.00 ft 1 12.32 12.32 +D+0.750Lr 1.62 Dsgn. L= 32.00 ft 1 9.76 9.76 +D+0.7505 1.30 Dsgn.L= 32.00 ft 1 10.72 10.72 +0.60D 1.42 Dsgn. L= 32.00 ft 1 3.56 3.56 0.49 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7944 16.000 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.615 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+0.7505 1.415 1.289 +0.60D 0.489 0.413 Sh #13 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis ProjectFile: O1.12 El . LIC#:KW-06013373,Build:20.22.7.25 MWP Structural DESCRIPTION: Original Configuration #2 (c)ENERCALC INC 1983-2022 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 inn 4 D(0.035) ', D(0.925)Lr(0.025),S(0.03'f3) d Span=32.0 ft 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 klft, Extent= 12.0-->> 18.80 ft, Tributary Width= 1.0 ft, (RTU) DESIGN SUMMARY Maximum Bending = 8.903 k-ft Maximum Shear= 1.024 S Spank Load Combination +D+S Load Combination + + #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+0.750S 0.82 Dsgn. L= 32.00 ft 1 7.90 7.90 +0.60D 0.90 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 +D+S Max."+°Defl Location in Span 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 -+D+0.750S 0.899 0.890 +0.60D 0.314 0.309 Sh #14 Project Title: Engineer: Project ID: Project Descr: General Beam m Analysis ProjectFie:2022-0112Et, 1-IC#:KW-06013373,Build:20.22.7.25 MWP Structural DESCRIPTION: New Config#1 (c)ENERCALC INC 1983-2022 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 in^4 D(O.142) D(0.142) .. _._ _..... _.. _. .... } I X D(0.025)Lr(0.025)S(0.0313) Span=32.0 ft 1. Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.0250, Lr=0.0250, S=0.03130 klft, 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 Maximum Bending = 7.584 k-ft Maximum Shear= 1.162 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 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 0.490 in 784 Max Upward Total Deflection 0.002 in 169848 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 7.58 7.58 D Only 1.16 Dsgn.L= 32.00 ft 1 3.58 3.58 0.66 - +D+Lr Dsgn. L= 32.00 ft 1 6.78 6.78 +D+S 1.06 Dsgn.L= 32.00 ft 1 7.58 7.58 +D+0.750Lr 1.16 Dsgn. L= 32.00 ft 1 5.98 5.98 +D+0.750S 0.96 Dsgn. L= 32.00 ft 1 6.58 6.58 +0.60D 1.04 Dsgn.L= 32.00 ft 1 2.15 2.15 0.40 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+S 1 0.4896 16.000 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 -Overall MAXimum 1.162 0.924 Overall MINimum D Only 0.661 0.423 +D+Lr 1.061 0.823 +D+S 1.162 0.924 S h #1 5 +D+0.750Lr 0.961 0.723 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Prefect Fde:2022-0112 El Jefe Roof Units ec6 tIC#:KW-06013373,Build:20.22.7.25 MWP Structural J DESCRIPTION: New Config#2 (c)ENERCALC INC 1983-2022 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 inn 4 D(0.117) D(0.117) _... _.. __.. lI D(0.024) a ° b °D(0.025 Lr 0.025 S 0.0313) o 1 Span=32.0 ft 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= 8.347 k-ft Maximum Shear= Load Combination 1.210 k +D+S Load Combination +D+S Span#where maximum occurs Span# 1 Span#where maximum occurs Location of maximum on span Span# 1 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 D Only 1.21 Dsgn. L= 32.00 ft 1 o +D+Lr 4.39 4.39 0.71 Dsgn.L= 32.00 ft 1 7.55 7.55 +D+S 1.11 Dsgn. L= 32.00 ft 1 8.35 8.35 +D+0.750Lr 1.21 Dsgn. L= 32.00 ft 1 6.75 6.75 +D+0.750S 1.01 Dsgn.L= 32.00 ft 1 7.35 7.35 +0.60D 1.08 Dsgn. L= 32.00 ft 1 2.63 2.63 Overall Maximum Deflections 0.43 Load Combination Span Max. "-"Defl Location in Span Load Combination +D+S Max."+"Defl Location in Span 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 Prc4ectRe:2022-0112 El LC#: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 inn2 Moment of Inertia = n 100.0 in 4 D(0.117) D9 17) _... _ _.. _.... _._. _... _ } D(0.03) D(0.025)Lr 0.025)S 0_1)313)° o ' 0 y � Span=32.0 ft 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=0.1170k@5.0ft 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 Load Combination +D+S Load Combination +D+ k S Span#where maximum occurs Span# 1 Span#where maximum occurs Location of maximum on span Span# 1 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 Dsgn. L= 32.00 ft 1 8.65 8.65 D Only 1.23 Dsgn. L= 32.00 ft 1 4.65 4.65 +D+Lr 0.73 Dsgn.L= 32.00 ft 1 7.84 7.84 +D+S 1.13 Dsgn.L= 32.00 ft 1 8.65 8.65 +D+0.750Lr 1.23 Dsgn. L= 32.00 ft 1 7.04 +D+0.7505 7.04 1.03 Dsgn. L= 32.00 ft 1 7.65 +0.60D 7.65 1.11 Dsgn. L= 32.00 ft 1 2.79 2.79 0.44 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination +D+S Max."+^Defl Location in Span 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: jWood Beam Project F :2022 1 2 Ex „lee Roof Units.ec8 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 Load Combination ASCE 7-16 Fb+ 1,000.0 psi E:Modulus of Elasticity Fb- 1,000.0 psi Ebend-xx 1,700.0 ksi 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 Beam BracingFt 675.0 psi Density is Fully Braced against lateral-torsional buckling 31.210pcf : Beam D(0.2)E(0.352) 4x4 L Span=2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D=0.20, E=0.3520k@ 1.0 ft DESIGN SUMMARY Design Maximum Bending Stress Ratio 0.156 1 Maximum Shear Stress Ratio OKSection used for this span 4x4 Section used for this span 0.095 1 fb:Actual = 374.82 si 4x4 Fb:Allowable = p fv:Actual = 27.33 psi 2,400.00psi Fv:Allowable Load Combination +D+0.70E = 288.00 psi Location of maximum on span = Load Combination +D+0.70E 1.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Maximum Deflection Span#1 Max Downward Transient Deflection 0.005 in Ratio= Max Upward Transient Deflection 5005>_300 Span: 1 :E Only Max Downward Total Deflection 0 in Ratio= 0<360 n/a Max Upward Total Deflection 0.006 in Ratio= 3946>=180 Span: 1 :+D+0.70E 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios - Segment Length Span# M V Cd CFN C i Cr Cm C C Moment Values Shear Values D Only t L M fb F'b V fv F'v 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 12.224 0 162.00 +0.60D 1.500 1.00 1.00 1.00 1.00 1.00 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 77.335 288.00 +D+0,70E 1.500 1.00 1.00 1.00 1.00 1.00 Length=2.0 ft 1 0.156 0.095 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.20 0.00 8.00 +D+0.5250E 0.22 374.82 2400.00 0.22 27.33 288.00 1.500 1.00 1.00 1.00 1.00 1.00 Length=2.0 ft 1 0.135 0.082 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.19 3.50 8.00 +0.60D+0.70E1.500 1.00 1.00 1.00 1.00 1.00 0.19 323.10 2400.00 0.19 23.56 288.00 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 Beam Project Re:20224112 Et Jefe Roof units. L. LIC#:KW-06013373,Build:20.22.7.25 MWP Structural (c)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 2 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 +0.600+0.70E 0.183 0.183 E Only 0.176 0.176 Sh #19