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Specifications e 360.635.6611 %IVAN' P O I N T OFFICE COPY 601 Main Street#400 Vancouver,WA 98660 ENGINEERING Btcz02l-6c26i STRUCTURAL CALCULATIONS Zoomcare Lab 11956 SW Garden Place Tigard, Oregon 97223 _it, G '` ,iFss RECEIVED i13PE Iz MAR 7 ZOn •'EGO, ' CITY OF TIGARC �'�,o , Zo\���� BUILDING DIVISION Fp N F\SG EXPIRES: 12-31-2023 ©7 : ''-A - Prepared for: Scott Edwards Architecture, LLC 2525 East Burnside Street Portland, Oregon 97214 • December 03, 2021 21419 i, 360.635.6611 601 Main Street #400 lii N, # Vancouver, WA 98660 E \ GINEERING TABLE OF CONTENTS Section Description A Design Criteria B Gravity Design C Lateral Design 360.635.6611 gip; iy 601 Main Street#400 I I T Vancouver,WA 98660 ENGINEERING DESIGN CRITERIA SECTION A NARRATIVE Waypoint Engineering was retained in limited capacity to perform the following work for this project including: • Structural analysis of RTU vertical and lateral force resisting systems. • Gravity analysis including beams and anticipated pre-manufactured roof joist reactions. REFERENCES • 2019 Oregon Structural Specialty Code (OSSC) • ASCE/SEI 7-16 American Society of Civil Engineers, ASCE Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE) 360.635.6611 �� Ay INT 601 Main Street#400 Vancouver, WA 98660 ENGINEERING GRAVITY DESIGN DATA Roof Dead Load: Roof 15 psf Roof Live Load (Reducible Per ASCE 4.8.2): Minimum Roof: 20 psf Roof Snow Load: Ground Snow Load, Pg: 35 psf (ASCE 7.2) Flat-Roof Snow Load, Pf: 25 psf (ASCE 7.3) Snow Exposure Factor, Ce: 1.0 (ASCE Table 7.3-1) Importance Factor, Is: 1.0 (ASCE Table 1.5-2) Thermal Factor, Ct: 1.0 (ASCE Table 7.3-2) Slope Factor, Cs: 1.0 (ASCE 7.4 And Table 7.4-1) Deflection Limits: Roof Live Load L/240 Roof Snow or Wind Load L/240 Roof Dead and Live Load L/180 Floor Live Load L/360 Floor Dead and Live Load L/240 WIND DESIGN DATA Basic Design Wind Speed, V: 98 Mph (IBC 1609.3.1) Nominal Design Wind Speed, Vasd =Vv/0.6: 76 Mph (IBC Equation 16-33) Risk Category: II (ASCE Table 1.5-1) Wind Exposure: Surface Roughness B (ASCE 26.7.2) • (N/S And E/W Directions) Exposure B (ASCE 26.7.3) (N/S And E/W Directions) External Pressure Coefficients, GCr: 1.9 (ASCE Section 29.4.1) SEISMIC DESIGN DATA Risk Category: II (ASCE Table 1.5-1) Seismic Importance Factor, Ie: 1.00 (ASCE Table 1.5-2) Mapped Spectral Response Acceleration Parameters, Ss/S1: 0.864/0.395 Site Class: D - Stiff Soil (ASCE 20.3 And Table 20.3-1) Design Spectral Response Acceleration Parameter, Sds: 0.691 Seismic Design Category: D (ASCE 11.6) Response Modification Coefficient, Rp: 6.0 (ASCE Table 13.6-1) Response Amplification Factor, ap: 2.5 (ASCE Table 13.6-1) Analysis Procedure Used: Seismic Demands on Nonstructural Components (ASCE 13.3) 360.635.6611 N T 601 Main Street#400 Vancouver, WA 98660 E \ GINEER NG GRAVITY DESIGN SECTION B • • DATE: 12 03 2021 AYP : I N T / /202 PROJECT: 21419 - Zoomcare Lab DESIGN: TS ENGINEERING SUBJECT: Gravity Map PAGE: m H m W 4xr- w w © k I P� A., teOAP., r 4x8 I B4 \--(E)4x14 JST AT 98"OC MAX,TYP J1 EXISTING ROOF i BEAM (B2) 4x 4x8 z fra i ai x� i c�F�O� is or. `er,,, ` 0�a-, 6,; © 4x8 EXISTING ROOF cl BEAM (B1) I JW w w A -.!', F,W2 1 I \-PTU�13 B3 I OEXIS TING ROOF FRAMING PLAN Project Title: Zoomcare Lab Waypoint Engineering Engineer: TS AY 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGI \ _ ERING360.635.6611 Pri:tea: 3 DEC 2021, 2.43PM • Wood Beam Project File:21419-Gravity.ec6 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Framing Under Worst Case RTU-3 (J1) 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+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.01875)Lr(0.025)S(0.03125) b 8 b b b '.. D(0.096) b d b b b 4x8 Span=9.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads i Uniform Load : D =0.0960 , Tributary Width = 1.0 ft, (RTU Weight) Uniform Load : D =0.0150, Lr= 0.020, S = 0.0250 ksf, Tributary Width = 1.250 ft, (Roof Load) f DESIGN SUMMARY ` 614 Maximum Bending Stress Ratio = o.4ta 1 Maximum Shear Stress Ratio = 0,197 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 549.75psi fv:Actual = 30.09 psi Fb:Allowable = 1,330.88psi Fv:Allowable = 153.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 4.834ft Location of maximum on span = 9.067 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 2713>=240 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.207 in Ratio= 559>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a { Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+3 1 0.2072 4.869 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS I _ Load Combination Support 1 Support 2 Overall MAXimum 0.732 0.732 Overall MINimum 0.151 0.151 D Only 0.581 0.581 +D+Lr 0.702 0.702 +D+S 0.732 0.732 +D+0.750Lr 0.672 0.672 +D+0.7505 0.695 0.695 +0.60D 0.349 0.349 Lr Only 0.121 0.121 Project Title: Zoomcare Lab , Waypoint Engineering Engineer: TS AY P 0 I Ni Z 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: E N G I N E E R I \ G360.635.6611 Printed 3 DEC 2021, 2:43PM Wood Beam Project File:21419-Gravity.ec6 • LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Framing Under Worst Case RTU-3 (J1) Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 S Only 0.151 0.151 Project Title: Zoomcare Lab Waypoint Engineering Engineer: TS Ay P , INT yp g g g. 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGINEEING360.635.6611 Printed: 3 DEC 2021, 2:43PM Wood Beam Project File:21419-Gravity.ec6 1 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Framing Support Under Worst Case RTU-3 (J2) 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+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.581)Lr(0.121)S(0.151) D(0.1775) o b b 4x8 .gym Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D=0.5810, Lr=0.1210, S =0.1510 k @ 4.0 ft, (RTU Point Load) Uniform Load : D= 0.1775 , Tributary Width = 1.0 ft, (RTU-3 Weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.772 1 Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,027.74psi fv:Actual = 54.13 psi Fb:Allowable = 1,330.88psi Fv:Allowable = 153.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 4956>=240 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.211 in Ratio= 454>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.2113 4.029 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.098 1.098 Overall MINimum 0.076 0.076 D Only 1.022 1.022 +D+Lr 1.083 1.083 +D+S 1.098 1.098 • +D+0.750Lr 1.068 1.068 +D+0.750S 1.079 1.079 +0.60D 0.613 0.613 Lr Only 0.061 0.061 Project Title: Zoomcare Lab p to'N N Waypoint Engineering Engineer: TS I 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGINEERING360.635.6611 Printed: 3 DEC 2021, 2:43PM Wood Beam Project File:21419-Gravity.ec6 • LIC# KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Framing Support Under Worst Case RTU-3 (J2) Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 S Only 0.076 0.076 Project Title: Zoomcare Lab 4YP0 INT Waypoint Engineering Engineer: TS 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGINEERING360.635.6611 Printed. 3 DEC 2021, 2.43PM 1 Wood Beam Project File:21419-Gravity.ec6 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam (B1) 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.3)Lr(0.4)S(0.5) b b b b 5.125x19.5 Span=24.0ft r Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D= 0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =20.0 ft, (Roof Load) DESIGN SUMMARY \, Desi 4n OK . Maximum Bending Stress Ratio = 0,842 1 Maximum Shear Stress Ratio = 0.422 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb:Actual = 2,185.72 psi fv:Actual = 128.55 psi Fb:Allowable = 2,594.33 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.659 in Ratio= 437>=240 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 1.082 in Ratio= 266>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.0823 12.088 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.860 9.860 Overall MINimum 6.000 6.000 D Only 3.860 3.860 +D+Lr 8.660 8.660 +D+S 9.860 9.860 +D+0.750Lr 7.460 7.460 +D+0.7505 8.360 8.360 +0.60D 2.316 2.316 Lr Only 4.800 4.800 S Only 6.000 6.000 Project Title: Zoomcare Lab ' ,,, ', ‘, Ay p te: I NT Waypoint Engineering Engineer: TS ' ,, 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGINEERING360.635.6611 Printed 3 DEC 2021, 2;43PM • Wood Beam Project File:21419-Gravity.ec6 LIC# KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam (B2) 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(3.86)Lr(4.8)S(6) D(0.3)Lr(0.4)S(0.5) D(0.3)Lr(0.4)S(0.5) b b b b b b b b m '.. • 5.125x24 5.125x24 Span=33.667 ft Span=8.0 ft N Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width=20.0 ft, (Roof Load) Load for Span Number 2 Uniform Load : D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width =20.0 ft, (Roof Load) Point Load : D= 3.860, Lr=4.80, S=6.0 k @ 8.0 ft, (Existing Roof Beam) DESIGN SUMMARY : ` Design O Maximum Bending Stress Ratio = 0.931: 1 Maximum Shear Stress Ratio = 0.620 : 1 Section used for this span 5.125x24 Section used for this span 5.125x24 fb:Actual = 2,569.10psi fv:Actual = 188.90 psi Fb:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 1.881 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.646 in Ratio= 625>=240 Span:2:S Only Max Upward Transient Deflection -0.008 in Ratio= 23110>=240 Span:2:S Only Max Downward Total Deflection 1.073 in Ratio= 376>=180 Span:2:+D+S Max Upward Total Deflection -0.015 in Ratio= 12778>=180 Span:2:+D+S Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.0731 14.671 0.0000 0.000 +D+S 2 0.1689 8.000 +D+S -0.0150 1.430 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.787 33.517 • Overall MINimum 6.516 20.318 D Only 4.271 13.200 +D+Lr 9.484 29.454 +D+S 10.787 33.517 Project Title: Zoomcare Lab P ,yam Waypoint Engineering Engineer: TS iB I NJ 601 Main Street#400 Project ID: 21419 —} Vancouver,WA 98660 Project Descr: ENGINEEING 360.635.6611 Printed: 3 DEC 2021, 2:43PM Wood Beam Project File:21419-Gravity.ec6 . LIC# KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam (B2) Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr 8.181 25.390 +D+0.7505 9.158 28.438 +0.60D 2.563 7.920 Lr Only 5.213 16.254 S Only 6.516 20.318 Project Title: Zoomcare Lab iAyP k Waypoint Engineering Engineer: TS 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: E \ GINEERING360.635.6611 Printed: 3 DEC 2021, 2.43PM • Wood Beam Project File:21419-Gravity.ec6 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam With New RTU (B3) 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • D(0.1275) b b b b b D(0.3)Lr(0.4)S(0.5) b b b b C 5.125x19.5 Span=24.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D =0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width =20.0 ft, (Roof Load) Uniform Load : D=0.1275 k/ft, Extent= 17.0-->>22.0 ft, Tributary Width = 1.0 ft, (New RTU) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.863 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb:Actual = 2,239.02psi fv:Actual = 136.32 psi Fb:Allowable = 2,594.33 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.175ft Location of maximum on span = 22.423 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.659 in Ratio= 437>=240 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 1.112 in Ratio= 259>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.1119 12.088 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.979 10.378 Overall MINimum 6.000 6.000 D Only 3.979 4.378 +D+Lr 8.779 9.178 +D+S 9.979 10.378 • +D+0.750Lr 7.579 7.978 +D+0.750S 8.479 8.878 +0.60D 2.388 2.627 Lr Only 4.800 4.800 ADDITIONAL RTU LOADING ON THE EXISTING BEAM INCREASED THE DCR OF THE EXISTING BEAM BY 2.1%, THUS EXISTING BEAM IS ADEQUATE TO SUPPORT ADDITIONAL LOAD. Project Title: Zoomcare Lab ©V�/"� 1 Waypoint Engineering Engineer: TS 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGINEERING 360.635.6611 Printed: 3 DEC 2021, 2:43PM Wood Beam Project File:21419-Gravity.ec6 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam With New RTU (B3) Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 S Only 6.000 6.000 Project Title: Zoomcare Lab •,‘„, Ay p INT Waypoint Engineering Engineer: TS 601 Main Street#400 Project ID: 21419 • Vancouver,WA 98660 Project Descr: ENGINEERING 360.635.6611 Printed. 3 DEC 2021, 2 43PM [ WOOd Beam Project File:21419-Gravity.ec6 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam with New RTU (B4) 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.225) a a a a a D(4.378)Lr(4.8)S(6) D(0.3)Lr(0.4)S(0.5) D(0.3)Lr(0.4)S(0.5) a a a a a • • 5.125x24 5.125x24 Span=33.667 ft Span=8.0 ft •F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =20.0 ft, (Roof Load) Uniform Load : D=0.2250 k/ft, Extent=27.667-->>32.667 ft, Tributary Width = 1.0 ft, (New RTU) Load for Span Number 2 Uniform Load : D=0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =20.0 ft, (Roof Load) Point Load : D=4.378, Lr=4.80, S=6.0 k @ 8.0 ft, (B3) DESIGN SUMMARY '‘,Design OK Maximum Bending Stress Ratio = 0.967: 1 Maximum Shear Stress Ratio = 0.657 : 1 Section used for this span 5.125x24 Section used for this span 5.125x24 fb:Actual = 2,670.17psi fv:Actual = 200.27 psi Fb:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 1.881 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.646 in Ratio= 625>=240 Span:2:S Only Max Upward Transient Deflection -0.008 in Ratio= 23110>=240 Span:2:S Only Max Downward Total Deflection 1.070 in Ratio= 377>=180 Span:2:+D+S Max Upward Total Deflection -0.012 in Ratio= 15626>=180 Span:2:+D+S Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.0700 14.671 0.0000 0.000 - +D+S 2 0.1963 8.000 +D+S -0.0123 1.251 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.781 35.167 Overall MINimum 6.516 20.318 D Only 4.265 14.849 +D+Lr 9.478 31.103 ADDITIONAL RTU LOADING ON THE EXISTING BEAM INCREASED THE DCR OF THE EXISTING BEAM BY 3.6%, THUS EXISTING BEAM IS ADEQUATE TO SUPPORT ADDITIONAL LOAD. Project Title: Zoomcare Lab fit° N Waypoint Engineering Engineer: TS a r-vi A�� I 601 Main Street#400 Project ID: 21419 Vancouver,WA 98660 Project Descr: ENGINEERING 360.635.6611 Printed: 3 DEC 2021, 2:43PM Wood Beam Project File:21419-Gravity.ec6 LIC#:KW-06015354,Build:20.21.10.4 Waypoint Engineering,Inc. (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Roof Beam with New RTU (B4) Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S 10.781 35.167 +D+0.750Lr 8.174 27.040 +D+0.750S 9.152 30.087 +0.60D 2.559 8.909 Lr Only 5.213 16.254 S Only 6.516 20.318 . . Le . pr. , Li r 1252.41 1 1547.71 1 (252.41 UNIT ETECTRICAi 34:4 464. ,24iii ..2:424, 1,4,'4m .52617R 02 GRAVITY 101144 ' 1 ' CNARACTERISTICS 18 : 55 X Y Z. (81.11 ' : ' 1 , ..., 4055 8241040/060130 . 200.4230-1-60 : 140 42:56 62 1,5 12:5 22.13/161 576.4:15,5/111 388,3 15-11/161 396 5 M.0 1411 lilt 4611LF-/N)A301040/0601(1/3)6 206/239.1, 208/230.3-60'' 342 H5 .0. 44,148 .! 22-13/16,5/9.4 15-5116 388.1 15-11116 491.6 2-3/4 46VL:-/NIA36106D/0961(1/5/0 2061230-1. 208a70-5-60 576 .115.4 46-1:8 1'12 !22-13/1117 579.4 15.5/16 383,3 18-516 422.3 . ' 169.91 0 1 RETURN I .111. 1 SUPPLT i 0 :4671.(-10A31060/090160 469-3-60 6 ' 140 . 7]15 0: 30 148 1'11 2213/16:59.4'15-5/16-168.9 16.5/8 422.3: ....„--....-- -...... „.„.... tli 1 '42 CORNER 64115HT 0460 UNITS :VOLTAGE' ,, 1 '"OPTIONAL j 11-68,:','=-''.8-1,„„!1 4' OPTIONAL 1 5 , CA 2 Il RETURN 10,.,,,,,, AW:!..,)A2,!,P,,,,650 18084230 49.5,22.5.68.6,25.6 18.1 44.1.11.5 4‘35 13.15/16 i 11 tiq /925:0:1- --iri-... ...1-, A' ,. 1- 14816.1441A301040/06011316)0 i206/219 51,1,23.3 66.4 1 31.1:02.5:46.5:11 0 54.3 0 1404.81 ., MN&2;2( .41,4, , 11 OP EN1 Nu,, , I i firplItt) i I 0 gAINIA-011.8141060/090113/5,0 :2861280!66.4:15,6 i 75.2 1 34.1 111.7 51.2'131 1. 3 446484.2614384060/090161 : 410 56.4,25.6 1 75.2!31.1.121 /I 55.3 1136.51 82.0 1 k7,,r,514'pc, ____j 1 r3.,,,, 140TE, MAIXA,,J16, itiN1zWN ALL'AC'ORI INSTALLED REOUNE0=ARAN=TO COIADDIELE MAIL 's.' t/ INCHES INN) I OUTDOOR COIL 6-1' ',q7_,..7„.4,, A. ../ i 181.01 TOP OF UNIT .14 1355.61 ri71-3 .1e7:- '1.g.1 ---- •• -1 i DUCT SIDE OF UNIT SIDE OPPOSITE DUCTS 2 (50.81 .14 1155,61 44. 414) BOTTOM OF UNIT I/O 112.I/ r- , '', -fl'll".,=5:0,, 4- 1-, 1 6 FLUE PANEL 36 1714.41 4e1 '.. * ''' ' -- ..1 NM.RECEDED CLEARANCES. t'4 1:2 / it \., ra , f BETWEEN UNITS. POWER ENTRY SIDE 42 11068,83 -.. UNIT AND UNGROUNDED SURFACES. POWER ENTRY SIDE 36 INCHES INN1 (914.03 ' . UNIT AND BLOCK OR CONCRETE MALLS AND OTHER INDOOR C011 , TOP VIEW 1-6,1010005 COIL GROUNDED SURFACES.POWER ENTRY SIDE 42 11666.61 A. REWIRED CLEAR/BCE ECG OFERATION MD SERVICED I 10111' D 36 AP.COIL ACCESS SIDE lams 164611 thl 1914.01 CN POWER ENTRY SIF .42 11066.81 !EXCEPT FOR NEC REQUIREMENTS) UNIT 10P 48[1219.21 SIDE OPPOSITE DUCTS 36 1914.0) DUCT PANEL ,I2 1304.8.1* AMINIMUN DISTANCES:IF Olt IS PLACED LESS THAN 12 1304.81 IRON WALL 31-7716 ,-"- - 14 v. SYSTEM.THEN SYSTEM PERFORMANCE MAYBE CONPROMISED. ',C) 098.51 125.41- ri-----7 1114.31 -4 °INCISIONS IN II ARE IN KM LOUVER PANEL ' i , , 1 • --ELECTRICAL . I I , ACCESS PANEL 1 1 LOUVER PANEL : . LOUVER PANEL : : - ',NIVEA PAN,..1 1 : , . 1. . , g.! , . • , 1.118'128.61 DIA, 4.1,, - i•i i'1 -.1 ° •••=1 POWER WRY \ L.,41 ',.......,,,,,,,,,....,,,,,,...4 I k,.....6.- ,6,--. ,,, .4 -41( 1 : 1 1.118 2/8" 122.21 DIA. NOLE-----.. , r . . , . 1 1 i - 1. 1 I j1123.81 CONTROL ENTRY ',..,, 1 1.---- -,... . . , : . I SUPPLY, RETURN i 1 g C-614- i -, i -1 DUCT 1. 1 I 1 1 19.15/16 1 • 1403.21 1 OPENING; I OPENING ' 1 , ' -• 3.5/8 1 i • ,',1‘, .1 i.e, , (506.41 . 15-5/8 t ,, .• • 192,11 [ 14-5416 .14 1163.61 . 1196.91 ' 1 % .••' i i . I. • / 106 " . , (258.8I , 6 . . 6-1/16 ( , 1 . 'V ”"---\---, f 1(> r--1-1 o h.0, ,..0-0 1 , -,,- , o o g , i i ..„1 I t --r ...,.......- . . L \ .f. i ! : .... -3tIS , , I i COMPRESSOR \--BLOWER i 4.13/16'-''... '' , , i.32s.41 . -., PANEL 1 1524,07 '''- 1/2' (12.71 N.11.1 14.86 i g F 5?-5/6 ,- 2-1116- GAS AIRY-..,, 3-3,18 .4 628,1 152.41 ' ! 01618 238151T 11224.01 1250 81 (549.31 1250.81 5145 115 3'4 P, X 3/85 13 -4'i•Oii.13 LEFT SIDE VIEW FRONT VIEW 146.01 RIGHT SIDE VIEW REAR VIEW 48V1.5001 91 i 3.0 > (e, A 01 ro 48VL-A 1 aax ACCESSORY DIMENSIONS 3/ `' a�`/ location lines moxaasa>w as. ... easepan RVAC unit i HVAC unit ,,�`G C .V • ? `* base rails basepan .1 / ,, ''„ ��,,, i( ^- Sealing ' "`«1,1 ,,,.K,. ^.. Gasket 'rr' -Rootcurb t. "1. r 1 F H Anchor screw"' .v-Wood neileM Flashing held '-'11 '*'''',� auppbed t, '�..„..--v Rootcurb' `� "`+ // f ��'• Insulation / �``��`^*ti // Roofing material a r'""`(fleld supplied) !.""�,„, ,. field supplied `"^�.,ti� �„ " Cant strip .,'^,, "^``" aew supplied / "�, / �/ �` fft SMALUCOMMON CURB °D9i3 > •Provided with tootcurbp±' CO Cf A09090 ROOF CURB DETAIL r"•' / B."---,./ ' ,,� SMALL 1 SUPPLY BASE �_i 1 AIR UNIT .1.--'-'-,,,.,, /' mob. /f/F A H f""' LARGE /4'' RETURN BASE AIR UNIT ''''''''''''''"'-,,„,,''''' ''''' '' ,'---,,,,';,ty \'41 - UNIT PLACEMENT ON COMMON CURB A09094 LARGE CURB A09415 SMALL OR LARGE BASE UNIT A09414 UNIT CATALOG A B(small/Common B(large C D E F SIZE NUMBER IN. base) * base IN. IN. IN IN IN (mm) IN.(mm) (mm) IN.(mm) IN.(mm)* (mm) '(mm) (mm) , (mm) , 11 i 7-. .... small CPRFCURBOIOA00 € or 14) - 10(254) • ; (22) : 30.6(778) Large CPRFCURBO11AO0 I 47.8 (356) 14(356) 16(406) (1214) 2.7(69) ;46.1 (1170) CPRFCURB012AOO (279) Large , .._.. --. .... .. 14(356) 4316) 42.2(1072) CPRFCURB013A00 • 14 (356) I *Part Numbers CPRCURB010A00 and CPRCURB011A00 can be used on both small and large basepan units.The cross supports must be located based on whether the unit is a small basepan or a large basepan. NOTES: 1. Roof curb must be set up for unit being installed. 2. Seal strip must be applied,as required,to unit being installed. 3. Roof curb is made of 16-gauge steel. 4. Attach ductwork to curb(flanges of duct rest on curb). 5. Insulated panels:1-in.(25.4 rem)thick fiberglass 1 lb.density. 11 ROSES r --t - �,y UNITED 1 D e0i 1w1 tM1S JOCURMI six`PAfHEtiR PE CAM7ER CAxE04IlOR E UNIT OUTDOOR ! X x �+C,T tRIMOGIES if)::4 n xM is N6L11A1D 111.ix1 Litir E6xwTidl iNA1 ME i 'E •MER�RAIfnrz"P�i'i[ Oir.AR[ail 1-121;:11"ICENTER OX5APEIN Ix{NES.DIMENSIONS �_ LOLL TYPE _ 'ii//CARR7EAu �sExlS ntpr 0[DlttlosEO a tlSEO•Isxoui uMi[x -1 KRntKE6 CgiRKI.AREiN N[tIiNETERS. ?t9 318 36 3/8 t5 T/8 roeAsmM<asir OF GRAVITY ( "LC 0T RFPF [[253E 11251 I (a011 • ^ ^� ^� - �^�^ ���� 3,41110,DIRECTION Of AIR FLOW 110261 _,,, CONNECTION SIZES %i� B 2 112• f641 DIA POWER• •1 d A 1 37a' [351 97A FIELD POKER SUPPLY HOLE SUPPLY KNOCKOUT• i• ECONOMIZER FOOD • C 1 3/4' [511 DIA GAUGE ACCESS PLUG_ (OPTIONAL) 20-3/4 !' • 15267 D 718.1221 DIA FIELD CONTROL WIRING MOLE E 13/4'-Il NPT CONDENSATE DRAIN • • 1F (3/4,14 OPT GAS CONNECTION .,, l _ G 2' [DII DIA POWER SUPPLY RRGCR OUT + - 1 ) 36.31a ii2iiR THRU-THE•BASE CHART (FIELD INST) , t/ L 19251 • A; t� l I RETURN AIR K IHESE ROLES AEOU[REO FOR USE WITH ACCY BITS: H � 1 --� aW._ � pUA CRBTNPWROO2A01:GAS THRU CURB FILTER ACCESS POOLS ;. - - - 1 CRIMPWR00001: GAS TARO BASEPAN ITL1(1L•LESS! { � �<.' ._ r.. — z: 6 THREADED WIRE REO•D HOLE MAO i E ALT.' CONDUIT SIZE USE SIZES iNA% 1 ( CONDENSATE 7 r CONDENSER ¢ f' DRAIN OPENING N 1/2 ACC I/8 [22 21 R 7 • COIL '�l Pf IN BASEPAN 28-3/4 37.5/8 /0-1/8 ,+//1�/ 'A\`)' 17311 [9557 It0271 .KEN, % tl2 21V 7/8 (22 21 Lwd �% INDOOR COIL %� - ''W -SEE MU SUPPLY 1 1Ar (002,004) :PENER 1 3// 144.41 , dp ACCESS PANEL A Y-,r� THE BASE D 6•v1 SUPPLY 16 1 _,.,�4v�, �y'1,-,' CHART ; 11591 AIR I+ (0041 311•FPT L GAS 1 311• 144.4I (�] m_.- .�� -�.� AI >•+ j Is Ui2] i s M .0_1 v (0021 PROVIDES 3/l'FPT TXRU CURB us.0 ""' -: _ --0017 11611 j1y 13551 12791 I FLANGE A FITTING HOLE SIZE: 2 E50 S7 '(y"/l ,a, ,, W. "" �` - THUU THE BASE CHART (FIOP) .. I—5.. -^1 31 FOR THRU•7NENLYEPAN'FACTORY OPROVI o f° BACK � -- 2§ EtB--- '--fiUE , [837 FIIi INGS FOR ONLY% T, i I ARE PROVIDED. �• 11511 HOOD FOR BELOW LISTED N00EL5. AFIELD �sA 77 11601 L3561 1 �. SUPPLIED 1/2'ADAPTER 15 REWIRED (,) to TOP ++ BETWEEN BASE PAN FITTING AND GAS VALVE i — - --4-5/6 [321[1181 F -- _ 1122518 : G I ---•ELECOR[[AL 1 •.1 j LICAIONCT '.1 LOCATION ACCESS , E STDE 1 A € CONDENSATE CA CONDENSER B. x GRAIN COIL D s FILTER-1 Wy 1 I t € INDOOR BLOWER f � ,+I OPTIONAL FACTORY ACCESS 28 318 -^-[ _ INSTALLED FP201 K DISCOIINECT OR HACK OPTIONAL-- U1IS SUPPLY AIR E RETURN 9•T18 ( INSTALLED 6^-� 1251.501 I - 1 j s [ CONVENIENCE I. s P ANGLE 5.311 O531a - 1 26 $ OUTLET HANDLE I !� "� ti,..„ II d / [fA61 [6597 _.._.._: e•� 1 a I � I © - - -- - AIR •e a� 1"=::49 lil!b0 7-- 7 t 11 : ; 00; == • _ OUTSIDE S4/8 7 9'316 6.518 2•5/8 --{ 6.7I1 11771 " .." 3/8 1951 I238.521 I16a1 I651 [2141 [1601 _..._ 37•T18 ----- SJN [1121 --_ ,--' 115112 --- TIP 37 [9621 [1461 .01 CURB ____ [4101_ 15-7/8 --- - WIDTH 122381 110651 LEFT ii,SUPPLY *RETURN BAROMETRIC FRONT AIR AZR RELIEF RIGHT FLOW OILER wrt ONSIIIMx 48LC 07 SINGLE ZONE ELECTRICAL I 'E' I 48LC500391 I OF 2 7/11/14 5/8/13 COOLING WITH GAS HEAT C) XD 8 co En 6 .,. . UNITED 1.0.IN ill iI till DOClCNF II iII PROPERTY OF CARRIER CORPORATION SYI,,IKIOR Of 1aEEE MNIx65 W DOCURMTS1 �-. „.. ,..... TECHNOLOGIES S RACRAE RP {10 IS"On"Rldl THE ERPRESS CORDITION TIRRT IRE NOES ROE CORSTIIAIE Mt PIRTORWKE ON': STD UNIT CORNER CORNER CORNER CORNEA CARRIER cORtERTs ILL ROT RE DISttOSER OR RSfO RIIN01 uiR1EA UNIT OUTDOOR WE1GHi WEIGHT TA> _WEIGHT NB) ME IGNT 10!WEIGHT ND) C.G. 'uRl cwrw nasmlTCR cauu. ACCEPTANCE Of caxrR,RCT, j COILTYPE ..,..,.,.,.,,,.,.�...............„ .... ,_..�._......._..,, .:,.._, .. _ t LBS NG LDS NO. LBS NO LOS N6 LBS NG S T T 2 T .,i �"" "12801t ••STANDARD UNIT WEIGHT IS WITH LOW GAS HEAT AND WITHOUT PACKAGING. JBLC 07 �RTPf1032 I !i8 22i idi 20! 92i 286 130 137T tU!1 3A EtOW1�2J 3N[6Y91 2d 314[5277 FOR OTHER OPTIONS AND ACCESSORIES. REFER TO THE PRODUCT DATA CATALOG. CORNER A CORNER B p, f' tit nlV,I« I r ,. { (�` TIT IA @ .V.a.,ur, ,..d.,. .,,.a h ,.wRHro�Rcy,e. 4. CORNER D C� o CORNER C 1•+AI - x_......_.... _ TOP n ( y o '''''-'"'"'l ! CA eli 00 r.. _. o a ff FRONT ................. ....__��._.._�....,..... j SHEET DATE iNAERenEs 48LC 07 SINGLE ZONE ELECTRICAL Rc 20E2 7/11114 ,j 5/8/13 COOLING WITH GAS HEAT 48LC500391 g 0 0' 8 S • r4 t ROOF CURB NOTES: CONNECTOR PKG.ACC. GAS CONNECTION TYPE GAS FITTING POWER WIRING jIj.CONTROL WIRING ACCESSORY CONVENIENCE ACCESSORYN A 1.ROOFCURB ACCESSORY IS SHIPPED DISASSEMBLED. FITTING 1 FITTING y OUTLET WIRING CONNECTOR "-`"""'" 2ANSULATW PANELS:25.4[11 THK.POLYURETHANE FOAM,44.5[1-M41N DENSITY. ( - ' CRRPCURBg03A01 1 14 3.DIMENSIONS IN[(ARE IN MILLIMETERS. 1CRBTMPWRU02A01 1 THRU THE CURB 1 [35R( 4.ROOFCURB:18 GAGE STEEL. ' 5.ATTACH DUCTWORK TO CURB.(FLANGES OF DUCT REST ON CURB). € - 3N[191 NPT 11N E'[31.7]NPT 12[12.7)NPT 17[12.71 NPT CRRFCUR0504A01 [6101 I B.S�ERVgIC�E CLEARANCE 4 FEET ON EACH SIDE. 1 CRBTGPWRR04A01 I THRU THE BOTTOM I _._ ..., .�.,.. T.vu y DIRECTION OF AIR FLOW. 8.CONNECTOR PACKAGE CRBTMPWR002A01 IS FOR THRU-THE-CURB GAS TYPE PACKAGE CRBTMPWRO04A01 IS FOR THRU-THE-BOTTOM TYPE GAS CONNECTIONS. 1 ( [445] 46] �A� 3..... 5311T - [1358.9) 6 WC ( -4-1142' 14 MC 1-9--: [ ) [153.51 I 1 [290.01 P74.71 1 1 1 9-2 VC Nei 1 3}} - .......a....... 1 157.21 "(h° 12-12•(317.5)WIDE `✓ CI --- 1 INSULATED DECK PANELS 9.19194 18fi2061] IIEIIIIIIIIrm 9-15116[252A]WIDE r K^w �7] I INSULATED DECK PANEL �C//�A1791 44.4] �� o LA5 ^'4 3716' 0 "' 1106 DI j414 1-' SECTION THRU SIDE I 20-371• �t* 1 (( GAS SERVICE PLATE y,/'(513) 1 THRU THE CURB I I INSIDE ‘-' e rA 0 1 r ..I...,., T_ 4d DRILL HOLE I .. I I "YY...-SEE NOTE I2 V� 7.150.81 0 -2-378' "'71 ASSEMBLY(IF [g1) 1627.1] 813/4• REQUIRED) # f (2076.3) (SEE NOTE 88) `�,. .. 3ril [76.21 } 1513/169 1.. 1 RETURN AIRI 231116 VIEW�B" (401.Bf k SUPPLY AIR — OPENING 1 [685.8) N 1 3N- ?'^- OPENING CORNER DETAIL 19 ,...- liuni " RETURN MR .I44.SI f�l' 013M` $"--3117/32' ^^^i515/32 GASKET^. ^'"'UNIT off 'J [44.51 [800.91 [392.91 (SUPPLIED WITH CURB) - '� •A AIL(FIELD SUPPLIED) . 6'887.5] p�;�-" j E"� TYPICAL(4)SIDES .✓( 5 Ar( (FIELD SUPPLIED) -_ / -7)18' 4 2- / '/' l� 1 -^'"(FIELD: SR FLASHING .,.`� ,w 'I I SUPPLIED) �^' 4F� 1. HOOFING FELT SEE VIEW"B'f [.,[ " V /�(FIELD SUPPLIED) CERTIFIED DRAWING v ‘ I ANT STRIP 17% (FIELD SUPPLIED) ..... ....-- ..-...._-._ .._..� Ct l Mr[6S i I I.© [.._. , -ROOFlNGMATERIAL °""'"'"O EL E`E6Ea: PRODUCTION ? = 1 --- •I '"- (FIELD SUPPLIED) UNLESS OTHERWISE SPECIFIED iRN ra. " - ' TARO MOLE f/�1�\ I OMEYSIONS ARE N INCHES �... , gI. \� TTARO OL L Y 1 C TIXEMNCE90m �� �.�� � 1 ( am: I ''a:, :',ti. �[� ooa,Raw. i DEG zOEC 3„,, ANG YARPAI L MT e.�s.a'n..,.. MATERIAL f- t t- *- YmwTnAxwmmRVIROMA aR G CWPMDCB FIELD SUPPLIED `1 ENmNEERN0 RFW4iEYAH`4 [G1 �11gpTAR011 NIMBERTIT.E STIPP,AIR RETAIN AIR\ RIGID INSULATION ! 1029126 ,y a,` , , ( ) ! . AGE CURB ASY ROOF I a" ��' Ca F SIZE dUWOq EA REV / iL -.."':'.:1"4 16'67N WAS 6 7 iF 4 2 WAS 4 21yi6, 1.005,Y4102 DRAFTER CHECKER r 50HJ405012 I C 18 GA WAS 18 GA 15 13/16 WAS 15 15/161 NAIL 41227/3 MMC - 1067888 K1HT. MMC tyte/�, D i _ a EEi __.... C FIELD SUPPLIED WAS WITH CURB ....._ __.. �..., ................ _:�.,.,,,.....,. .... ,„ ........ .. ....._," 6URFAGE PHI LtFTJF11Rp1 I MODEL 9N7ER74V.USE ONLY) NFxib1UWN0 1 ACME DIBiMO �.REV REWBKN RECORD DATE B C/UCV APPV ECN NO. _ �m PORCH , NIA CO 43 W of.: 1 ) 0 6 LI t p,,„ -rtiVi o on i A. - , 0 TD UNIT CORNER CORNER [ CORNER CORNER , "(RP 'GT 6""" Wircorgita,v4.7rArdmargrmP1t ...rz,pmenrrultzrz TEGIGIOLOGIES .n &TENTS Intl NOT OE Ammo Re NSED IITIOwin UNIT S WEIGHT WEIGHT TM 1.8EIGHT 181 KIM lc} NEIGH(ID),,..,..,..„._ ..., C 6 milt ER SSW 'COPIONATION 1 EMILE CONSENT. LB91 KG LBS: NO_,S LITS: KG L LASI AG EDS,Lx6 x 1.--;377 Z 481.0 08 1004,728 426 183 1 415, 188 L 371 171 387 176 i 51 114481 / 838T___8518 EMI —81-1(4 I STANDARD UNIT WEIGHT IS WITH LOU GAS HEAT a 01TH08T PACKAGING 14 fOR OPTIONS a ACCESSORIES, REFER TO THE 7110DuCT DATA CATALOG. 1E0I491 II51I I 0 Ttl CORNER A CORNER HoquovAL ECONOMIZER 1 23-1/4 *e OOD ' I— v."--1 H MD 81 4111 4,0;;V..— i “rnoNoL) I, — I ' k41,4111 1V41,)11) _ , ____ i• w4iiii , v4,:•. ,, ,,,;""^"%1-',' Ilif e,"-::""''''. 1 i 4 4:;,-:' Aim m i 0,410»1 Q;,.411gre RETURN AIR Z Lk—TT:AR CA 401,1,41 I NO CI Iii itett,•)'F - 1 CA SUPPLY , All ; '''.cc.,z‘,,,.'-.':,:;:, , CORNER D ------1 CORNEL [,[ ,-,, TOP ' *0 = 41, = r„,„„----------,, oc ./ I , , .., - . g 51.115 t12981 . 1.3 D .... . . . . / 0 . 46-7/1C I Z I I I " 1:T , IITTS1 1 CA T' i 0 6:4, ,.. '#. . = TM` ‘:..., FRONT SUPPo RETURN A IR AIR HORIZONTAL ECONOMIZER .. SWINCENO 48LC 08 SINGLE ZONE ELECTRIC 1 ,[ 48LC500408 1 11/15/12 1 _ COOLING WITH GAS HEAT - I 0 g . . . . • . • • . . .) ,,,..,NOTES: ••,,,,,,, ,,,, ,m •�• v - _.. UNITED - P 0 KR ATOP I TRIP i400MWIIUTop,�ASS CAAOIMmMORTf a<iw xeaeWoacueMH. TECYSSIO ES VIR*COff IMCISR5WLLHOTO DISCLOSED ON PACOMMOVTI:W€ CO$5HiDIE IRIP6,,„ci, IEPA I.DIMENSIONS ARE IN INCHES,DIMENSIONS CARRIER tax I�PFORATA1HY NMRENCONSFAT. ; is EPtAxcA CIFCONRVOT IN 1 1 ARE IN MALLIMETERS. • 2. 61 CENTER or GRAVITY 3 DIRECTION OF AIR FLOW [1552) 113441 [ CONNECTION SIZES1 r S (2r(bat DIA POWER SUPPLY HOLE t ° S 1 ! D 71I'[221 DIA FIELD CONTROL WIRING HOLE 1 ECONOMIZER HOOD(VERTICAL) r' TE 7W0-POSITIONDAMPERHOOD E 3/4 I NPT CONDENSATE DRAIN 1 (VERTICAL AND NORIZON1 TAL i...i.20 F Mr 22 DMIR F FIELD CONVENIENCE OUI LET HOLE ......^ (OPTIONAL) """" e.`....-.................—_...__. I I t O 3M 14 NPT GAS CONNECTION . { 4071a �1 (1190j I 1Z-5/8 FILTER/ECONOMIZER ACCESS PANEL 4S. 't-=T'- .... ... [d21[ T --.- (DISPOSABLE FILTERS) EQUIRED FOR USE S( F STHRU•THE4LRSE CHARTTHE ( 'I - r RETURN AI , 1 CRH MPWR00E HOLES 6A00,006ACOMOTA00 A 441111 COMPRESSOR j CONDENSER . COIL 7 I t t ,, k ` VERTICAL 8 �- 26 RETURN1ACCESSORY THREADED WIRE REDO HOLE ACCESPANEL T I .1 '�` r I :. •• L _ _ _ _ - - J_,......,(65 1 __ ; CONDUIT SIZE USE SIZES(MAX)...T �y '�.,, AIR ! I i `ice ,.-. I - ° W 1rs ACC 7/8-j2221, 1 INDOOACCESS PAIL j _ ,-' l - $ ! - - - 1 % Rill 24V f1(2 32 ACCESS PANEL IS 3t Y1174 POWER 11/2'la.i 1 15731z • I I 3l I Al-34 IsI+PIPE OAS agpts1y OQ a1 3 1 inn „IX £ , , 110551 W ....�..._12'._... A.._ V Trr n.sj O . "'""""" { {If8M5T F. nu 1— wflip '6 POWER r S08 Q Q..,.,..,�_ v._ /� f ON ..__ 1 J .0! 7 I( I SUPPLY 4-7/e 44-33 SUPPLY OAS 13N'[4l 51 I ~-% , It .:'„ - -01 i - AIR , [124j 11t26j AIR AOC 7r Z. Z PRESSURE GAUGE MANIFOLR•' BACK ,-,ANDLE ISM / ,I t • 1 VERTICAL I I I 007 r 2S] - ACCESS SLOT }g , y Y POWER 21R . ( ,�.wi „ ,;�-,.�a -4 ___, ,._--L Z SH PIPE _ GAS c 1 3/4 51 7 1 LUE I FOR'TMRU-THE•SASEPAN FACTORY OPT loft C'11• 14521 15 THRt4THE-SASE T f SNOOD ten, - - FITTINGS FORT EY ARE PROVIDED AS ` CHART E 4 SPECIFIED ON-008 ttml '0' ID 1 11001 25,3/4 -..... a.-r_S-IM d ..., fA l 1. 44-N4 --- • ivy; ps91 00 'A [11241 '•PLATE REMOVABLE S@ pD qq PLATE M r p CONDENSATE It. DRAIN OPENING 1 lie IN SASEPAN (9021 (1111 1 IP� may/ i ••,••• ELECTRICAL ....v+ewrllY�yw.-...,j. n "`-.. -� .. ,1 V� 1. 'yam.`,,. � , I� """" __ . DISCONNECT f�P+ LOCATION E. • —,—.1 CONTROL BOX I FILTERS'3 3a-1,2 i 45R PACTDDL. • ACCESS PANEL I [3751 - °.. w t OUTSIDE AIR j [114] INSTAITFD € £ DISCONNECT ••• I I € CONDENSER ,-.,, `1 OR tNCR INDOOR SLOWER 71 INDOOR SLOWER EBTD k7ro I �J COIL 8 x*/pas,4 57-318 € RYii0 .qy .ACCESS PANEL .ACCESS PANEL .l CONOE NE /17 1 I V[T^-' V f [14561 FACTORY t"^e"` ® ,y I a } I 3 s { WSTKLED - ,,,,,�� I 1 TLET CON iENCE j1,AS HEAT HANDLE '-{' 1 CA • „_ �.} 353fA I ACCESS PANEL i 14- ✓. ri z jt �, 25.1tall <N 1 k.>»E ! LPP {` Ir` t 00: t ?: w,.,>_ Via. asrs -. T 2-5r8 rw I-.— nne 1 z .:».I-sre o-rm q#( Ta 1101 133)4 tall 48-12 (188) I 11871 11751 _j[116 EE 3114 I [3501 @ASE RAIL 6.118 223N (ISJ fi RAIL T [1E571 I (1S4) `s'__ 1.1f2 RE EXHAUST 4 SAROMETRCl POWER (1 ( [5781 t .-,,.._..... m.m..v....- LIEF E%H [ _._._ 63-316 ,-- [NISI (n421 BOPFLY FLOW 11I091 FRONT Alt RIGHT RETURN LEFT SHEET RATE !L4°E'AaY'DES f 48LC 09-12 SINGLE ZONE ELECTRICAL 148LC500390 10F2 05l08113 COOLING WITH GAS HEAT 1. p _._A a m w CI tttl- I STD UNIT CORNER CORNER CORNER CORNER 3 UN1 ED P = ITNq POPPIANTp PROPER OPCARME C0.1P02t'�BURA.`>aI,CF T 8W4ydA g. CG ) TECHNOLOGIES SYRACIAE Mr M D ,,,, UOESNOTCCNS PPA MW.'ECN UNIT i WEIGHT WEIGHT7A) WEIGHT 03) WEIGHT IC) WEIGHT/0 ) CARRIER I� I03/16Nr 1+TOEOHc o9)oan uxo iHa,r eine[39)11 T IBS. KG. LSS.I KG. LEIS.I KG. LBS KG LBS KG. K I Y 2 i 9 j °ORAR�'s NCA.I 47 41t1G B9 i 1696 128 aOS IN410W58 11 186 r S OB0 393 178 58 j14T3}_-, 82 181 ,." } I (2064.9) I 1912 01 STANDARD UNIT WEIGHT IS WITH LOW GAS HEAT a WITHOUT PACKAGING. FOR OPTIONS 8 ACCESSORIES.REFER TO THE PRODUCT DATA CATALOG. I • --r 1 CORNERA CORNERS * £ ECONOMIZER 23-1/4 ' 1 I (OPTIONAL) i [59051 Y . , "_. a�,,','", rf I I 1._ 1 *21 i;Jtii I AIR CI) ,..0 1 ,` = L..... ,,„„,..e_ __. -, SUPPLY Cr 999 NR CORNER D CORNER C WI �1kli o € TOP 1 /� r. i x = C) 4 l 1 (12981 11179) 2 I o c00 • '_ 4 io FRONT SSU RPPLY RETURN AIR ��'� HORIZONTAL ECONOMIZER SET _ ._.PAR "...9f. 48LC 09-12 SINGLE ZONE ELECTRICAL S 48LC500390 A 2 SF2 I 05/08/13 I COOLING WITH GAS HEAT ; ,,, _n • • el 0 , ""' a ROTES. `- ^ROOFCORP --- A 1 I, ROOFIURB ACCESSORY IS SNIPPED DISASSEMBLE,. RCES OURB € 2. INSULATED PANELS- 1/2•THN. NEOPRENE FOAM, 1.01 DEM5111. ACCESSORY/ I 3. DIMENSIONS IN I 1 ARE IN MILLIMETERS. RH 1. ROOFCURB SIDEWALLS' 16 GAGE STEEL t CRRFCURB011A00 BSA { 5. ATTACH DUC:WORN TO CURB. [FLANGES OF DUCT REST OR CURB). 1R• 13561 1. SERVICE IRECTINCE 1 FT ON EACH SIDE. [131 7 DIRECTION OF AIR DENOTE GASKET^e .......,. CRRFCURNO7SA00 2/• ( 8, •l•8'S•DESIGNATIONS DENOTE LOCATION OF COMMON CROSS RAIL. I610I (SUPPLIED WITH CURB) } --..-- --,. i.. ...,..,, -- I !POSITION'L'FOR LARGE DUCT OPENING CURB[. —UNIT ( ,32 DUCT .,, TiPICAL(41 SIDES !FIELD SUPPLIED/ SECTION C-C --- COUNTER FLASHING !YIELD SUPPLIED) 14.45 � [If37 1 a --^ROOTING FELE (FIELD SUPPLIED) Cl- —TAXI STRIP01.4 • ✓'� [FIELD SUPPLIED) v1 -� ,/` -•ROOFING MATERIAL (131 9 Iflt C I 1 I GO 1 EM1NO FOR BASEPAM f { o ,.WI 1 17 I/8 ENTRY SERVICE I'I `ti tO10 iNSULAr1OM 11015] � ..) 3 ...». 3 (FIELD SUPPl1EDl Q a i11'---- j — 1• j� DETAIL E SECTION D-D GI c 1-3n6 'SEE NOTE t2 E LTI , i l71 b E II / [ nos) 9i 1 i. �, `_� /!—' ,�'..�-9�-. (SEE DETAIL E �,_.._. o -- 1-9/16' _... ?.-...__...... 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RING LATERAL DESIGN SECTION C • 12/3/21, 1:04 PM U.S.Seismic Design Maps OSIIPD G`^FC9' ?, } ..nlY'OFrt:ln 11956 SW Garden PI, Tigard, OR 97223, USA Latitude, Longitude: 45.4339929, -122.7624935 JOANN Fabric and Crafts Wells Fargo Bank lDo r Tree �� C st. oie a e �m°� A Sesame Donuts N. En ise Rent-A-Car Tigard Plaza Ny -2 99W -. x 1 Fide 's Taphouse k. s Sushi H-ichi . Skyhook P inja Fitness gie Map data 02021 Date 12/3/2021, 1:04:29 PM Design Code Reference Document ASCE7-16 Risk Category 11 Site Class D-Default(See Section 11.4.3) Type Value Description Ss 0.864 MCER ground motion.(for 0.2 second period) S� 0.395 MCER ground motion.(for 1.0s period) SMs 1.036 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.691 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.864 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.974 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) -' S1RT 0.395 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.456 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.887 Mapped value of the risk coefficient at short periods CR1 0.867 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 , , : , ,, , ��� py I N T DATE: 12/03/2021 PROJECT: 21419 - Zoomcare Lab DESIGN: TS ENGINEERING SUBJECT: Lateral Calculations PAGE: Nonstructural Component Forces (RTU-1) Sps = 0,691 Short Period Spectral Response Acceleration §11.4-3 ap = 2.5 Component Amplification Factor§Table 13.5-1/13.6-1 Wp Rp = Response Modification Factor§Table 13.5-1/13.6-1 • MOT-Y , I, = ;0 Component Importance Factor§13.1.3 • N RES-Y a z = 16.00 0 Height from Attachment Point to Structure Base §13.3.1.1 4 Q, v h = 16.00 q Average Roof Height of Structure §13.3.1.1 1 N I.e 'e.mm �eaU aa,���N �N I � ��b���»W,N��.. �m�.� ��� ,�a �. !7. " -.. .......14 ;MoT-x m. .*������� �m �,�. a emu, ��e ��,,.�� m 1 CI •MBEs-x F� � px,� 4 Wind? Yes EXP = $ Exposure Category §26.7.3 m ; KZ = 0.57 Velocity Pressure Exposure Coefficient§Table 26.10-1 K,t = 1.00 Topographic Factor§26.8.2 j, Ycg / Kd = ( Ei Wind Directionality Factor§Table 26.6-1 1 y Y x V = 9 MPH Basic Wind Speed (3-Second Gust) §Figure 26.5-1 Ah-,R� = 0 €im Exposed Component Area 4 qh = 12.6 psf Velocity Pressure, qZ = 0.00256KZKZtKdV2I §26.10-1 GCr= 1 90 External Pressure Coefficient§29.4-2 a e��m m�,,,, a®,,�,,�,,,,,,,m,,,,,a,, ,,,,, .X0.0 �.a��� � : M.,�UM L, mV e0�e.M ,a All References are based on ASCE/SEI 7 16 Wp = D = 400,0 lb Component Operating Weight nv = 1 ,. . # of Anchor Groups in Shear X = 4-8319 in Component Base Dimension Width nTX = ., # of Anchor Groups in Tension N• b Y = 32943 Component Base Dimension Depth nn. = # of Anchor Groups in Tension 1 Z = 412.13 in Component Height ITX = 9 in Component Compression Edge to I X„ = 22,81 in Center of Gravity Center of Tension Anchor Group X a Y„ = 15 31 in Center of Gravity l-- = 2B e ? m Component Compression Edge to Z„ = 113,69 in Center of Gravity Center of Tension Anchor Group Y 1 C Ct'C,,,,,,, ,m,,, a a.....,�,.��bm,,,,,,,,,,,b. W.'a C. S ,,,,,a,,,,m,,mmm,,,,,,,,, ate...W..uaau���.,,,, a,,,,® o 'C'C m..,o�maa,,�mS a.....,.ma..a.. ,,,,,aS,,,,,,, .,,,, w mm,,bm a' S,SS 0.4aDSDSWS Fp= Rp/Ip (1+2z/h) = 138.2 lb §EQ13.3-1 Ah_h� = 14 ft2 �� Fp<_ 1.6Sp5IpWp= 442.2 lb §EQ13.3-2 5 Max OK Exposed Component Area F0> 0.3SDsISWp= 82.9 lb §EQ13.3-3 > Min OK Fp NOMINAL = E = 138.2 I Fh NOMINAL = W = qh x GCr x Ah 337.8 lb ,N ,,,,SSASCZC.. AM�addfk,, .a aaaQaaa,. ,,,ages as ,.a aaaaa ,aaaa,, a .a.Q ,,WNW.Q�, as 11,1 a,.aa W....,a...,a., ,,,,,,,,,SSS �a ...W�., W.,...,,,,..a..S aQa ®� �aaaaa'a �aaaaaaaaaa,,aa�,,aaaaa aaaaeaaaaaa aa,,a, aaaaaaaaQaaaaaaas�aa� a�aaaM.a''a���aa,,��,,N,, aaa,Wa ,,W�roaa�aaaaamaamaaaaaaaaaaaaa>aaaaaaaaaa,Vaaa aMaaaaQaaaaaaaaaaaVOa aaa aaa a..Qaaaaaaaa a'',,,,M,,� aaaaaaaaa _VCOMPOMENT Immy VANCFIOR S MOT MRES-X __ jMRES-Y i MNET-X MNET-Y ;TNET-X TANCHORX !TNEf-Y ITANCHORY 1.2D+521.0E 138.2 lb 19.9lb 2,168 lb-in 10,950 lb-in�7,350 lb-in 8,782 lb-in 15,182 lb-in ;No Uplift No Uplift No Uplift No Uplifts .a 1.2D+1.0W 337.8 lb 124.1 lb 7,115 lb-in 10,950 lb-in 7,350 lb-in 3,835 lb-in '0,235 lb-in INo Uplift No Uplift No Uplift No Uplift j P p p p 0.9D+41.0E 138.2 lb 19.9lb 12,168 lb-in 8,213 lb-in 15,513 lb-in 6,044 lb-in ,3,344 lb-in 1No Uplift No Uplift No Uplift ,No Uplifts 0.9D+1.0W 337.8 lb 124.1 lb 17,115 lb-in 8,213 lb-in ;5,513 lb-in 1,097 lb-in I-1,603 lb-in 1No Uplift No Uplift -54.1 lb 1-18.0lb a ,. �aamaa�' � .,'� ��aaa ,aa> aa .....t.... a a a, ..A � . �, @a VCOMPOMENT IVANCHOR IMOT ®� 'MRES-X iMRES-Y EMNETXMNEf-Y TNET-X TANCHOR-X TNET-Y TANCHORoY -- D+40.7E 96.7 lb 6.9 lb 1,518 lb-in 9,125 lb-in 6,125 lb-in 7,607 lb-in 14,607 lb-in No Uplift No Uplift No Uplift No Uplifts A D+0.6W 202.7 lb 114.5 lb I4,269 lb-in 9,125 lb-in 6,125 lb-in 4,856 lb-in 1,856 lb-in No Uplift No Uplift No Uplift No Uplift V. 0.6D+40.7E 96.7 lb 16.9 lb 1,518 lb-in 5,475 lb-in 3,675 lb-in 3,957 lb-in 2,157 lb-in No Uplift No Uplift No Uplift:No U lift j,O.6D+0.6W 202.7 lb 114.5 lb ;4,269 lb-in 15,475 lb-in 3,675 lb-in 1,206 lb-in -0,594 lb-in No Uplift No Uplift -20.1 lb I-6.7 lb aaa..,., aV,a... aa..nMk a,W,. .. ,,,,,,, a aS.M a,.��aa. W WW aaaaaaaaa as a a aaaaaaa,,aa,,.,,a�a a......Xa aM,,,,,,,,,,,,,aaaaaa `,,'.. w , 4,°N, DATE: 12/03/2021 , I- -,,.' I N T PROJECT: 21419 - Zoomcare Lab DESIGN: TS ......._,. ........._ ......_.. ENGINEERING SUBJECT: Lateral Calculations PAGE: Nonstructural Component Forces (RTU-2) • ,,,......,,M.P.,.......`0,,,,,,,,,,,,...Wre,,,,,,,,,,,,S.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,..S MS,,,,,,......,,,,,,,...WOW c`0,eSS,.......,,,,,,,,S.,,,,Y.i,,W,,,M,.. ,`,,,,MI.A4MI.SA, SOS = 0,691 Short Period Spectral Response Acceleration §11.4-3 N, . a, = 2.5 Component Amplification Factor§Table 13.5-1/13.6-1 = C. Response Modification Factor§Table 13.5-1/13.6-1 MOT-Y VVP k'•:''.4. ''‘A I = 1.00 Component Importance Factor§13.1.3 RES-Y ,-! r, N NT. A z = 16,00 ft Height from Attachment Point to Structure Base§13.3.1.1 * 0 , h = 16.00 ft Average Roof Height of Structure §13.3.1.1 NI , . s1/4-- ... ‘MRES-X ,,„,„„,,,„„,,,,,,,,,,,„,,,,,,,„‘„ : Pt- • , • .F X s • p , • Wind? Yes 77 .,1-s 4 EXP = B Exposure Category §26.7.3 , . Kz = 0.57 Velocity Pressure Exposure Coefficient §Table 26.10-1 , • + ...‘. Kzt = 1.0C) Topographic Factor§26.8.2 k Ycg Kd = 0,90 Wind Directionality Factor§Table 26.6-1 / / y / / V = 96 M P H Basic Wind Speed (3-Second Gust) §Figure 26.5-1 Ah_in = 4351 i n 2 Exposed Component Area qh = 12.6 psf Velocity Pressure, qz = 0.00256KZKZtKdV2I §26.10-1 GCr = 1.90 External Pressure Coefficient§29.4-2 'IIII .,‘,,,,,,,,.,..,,.*,,,,,,,,,,,,,,,,ww,,,,.,s,..•N.,m,,,,,,,*„.,,,,,,,,,,,,.,,,,,,,,,,,,,,,,,... ,,.,,,,,,,.,,,,..,,,,,,,,,,,,,,,,,,.,...,,w,,,,,,. .,,,,,,..,,,,,,,,,,. ,,,,m,,,,,,,,.,,., *,,,,,,,,,,,..„.„. ,,‘,,,,,,,, ,,,,,,...,,,,,,,,,,,,...w,,,w,,rn,1 All References are based on ASCE/SEI 7-16 ,.., ,,,,,,,10 Mt.:,'../.."..1,..,..........`t.1.4,,,,,.... MS Aft NO.,1.:S.,,,,,,10,,,,,,,MA..,.,10.01,W,.C.M.,...0.,....,,,,,,.N.,YANN,ft,...II,...WANNM,.... "..,.`kV 1,,..,a."..1,......RI...,WI..",1 1.1:..,CV K.,I.:0,1,,,,,,,,.8,..1 al kl k....,,,,,,,,,, ..,,,,,,,,,M I wr, = D = 1275.0 lie Component Operating Weight nv = 2.0 # of Anchor Groups in Shear 1 X = ,,, ,,, Component Base Dimension Width n-rx = 6 # of Anchor Groups in Tension 1 i Y = Se 50 in Component Base Dimension Depth nTy = ,4 # of Anchor Groups in Tension Z = Component Height 1+x = 8S.13 ;ri Component Compression Edge to I Xcq = q L.,'.:' .n Center of Gravity Center of Tension Anchor Group X y Y„ = 2..z.C1 Center of Gravity ITy = 56. ,) in Component Compression Edge to Z„ = 20.75 n Center of Gravity Center of Tension Anchor Group Y q i .., 1 0.4a,SosWp 1 F,= Rp/I, (1+2z/h) = 440.5 lb §EQ13.3-1 An-ft = 30 ft2 4 v 1 ..,,, k4, „ F,5_ 1.6S05I5W,= 1409.6 lb §EQ13.3-2 5_ Max OK Exposed Component Area - 1 Fp> 0.3SpsI,W0= 264.3 lb §EQ13.3-3 > Min OK 1 k F,,NOMINAL = E = 440.5 lb Fh NOMINAL = W = qh x GCr x Ah 724.1 lb •i '11 .,;....,,;;.......v-,.......,,,,w;,..,...,...;:.; ..;.....;.,,,,,,,m.„,,,,,,,w;.........s;.;:....,,w;,,.*;;.,w;,,,,,,,;;.............,..,..,;s..;...,....s;...;,,..,.,,,,,,,..;,„,.......;....,;...,;.......w;;....„,s„,*;............,w;...--,,,,w;,w;,,,,w;% NA ,,.1. ..,,,,,,,,,,N V.,,,..,,,,,,,,,,WN,.2,V.MN.....‘,,,S'',,,.‘,".S.,.•it,,....,,,,,,,,,...•...WVASMA,V,.A.1,,,,,W.',W V k... .-....." M ,,,,„ , 1 COMPOM ENT I VANCHOR OT I I RES-X MRES-Y -4I MNET-X I M NET-Y TNET-X I TAN c HOR-X I TNEr-y I TAN CH OR Y i ' i q 1.2D-1-521.0E 440.5 lb 22.0 lb 9,141 lb-in 63,878 lb-in 36,731 lb-in 54,737 lb-in 27,590 lb-in No Uplift No Uplift No Uplift No Uplift .1.. 2D+1.0W 724.1 lb 136.2 lb 17,877 lb-in 63,878 lb-in 36,731 lb-in 46,001 lb-in 18,854 lb-in No Uplift ,No Uplift No Uplift No Upliftl 0.9D-1-521.0E 440.5 lb j22.0 lb '9,141 lb-in 47,908 lb-in 27,548 lb-in 38,767 lb-in 18,407 lb-in No Uplift No Uplift No Uplift No Uplift %... 0.9D+1.0W 724.1 lb 136.2 lb 17,877 lb-in ;47,908 lb-in 27,548 lb-in 30,032 lb-in ;9,671 lb-in ,No Uplift No Uplift No Uplift No Uplift' , 1 ,, .. ,..o.VX.MVMWSWVMSWVMI.M.V.V.K.,..IC.Ik.I.....S. S.40IWRV.AXW ,........,,,,,,,,,,,,,,,,,,,,,IMIS.W.W........,.....,,,,........t.,,,,,X...,,,,,,,,,,,,.......1.,,,,,,,,S...................S.. .• .., ....,,,,MSVM.VIOS.V.S.......U.S......,,,,,,,,,,,,,,,,,,, MOT , k; VCOMPOMENT ,I VANCHOR I mI MRES-X MRES-Y MNET-X 1"NET-Y TNET-X +I TANCHOR-X TNET-Y ITANCHOR -4 -\,„ 1 k D+Q0.7E 308.4 lb 15.4 lb ;6,398 lb-in 53,231 lb-in 30,609 lb-in 146,833 lb-in 124,210 lb-in 1No Uplift No Uplift No Uplift No Upliftkl 11\D+0.6W 434.5 lb ;21.7 lb 110,726 lb-in 53,231 lb-in 30,609 lb-in 42,505 lb-in 19,883 lb-in No Uplift No Uplift No Uplift IN°Uplift i 1 10.6D+510.7E 308.4 lb 115.4 lb 16,398 lb-in 31,939 lb-in 18,365 lb-in 125,540 lb-in 11,967 lb-in No Uplift 'No Uplift No Uplift No Uplift '4 10.6D+0.6W 434.5 lb 121.7 lb 110,726 lb-in ,31,939 lb-in 118,365 lb-in 121,213 lb-in 17,639 lb-in ;No Uplift ;No Uplift No Uplift No Uplifti .AS,NWN,W'MMMV.W,,VNVM'..n....MS.....N.'k,,,VKWP'RMMWS,..N'S.E.K.X.WVMIP.AV.V.M.S.SSUP.,S,N,M,ka,VMW,NVNNS.,,WM.VNW.,M.A.',..WCKS,...,A,WAUMCM.S,SVS,VKM:M.V.,S*M,M,n...--s.,„J DATE: r‘.�� eAY P � I NT . PROJECT: 21419 - Zoomcare_Lab DESIGN: TS12 03 2021 ENGINEERING SUBJECT: Lateral Calculations _ PAGE: __ Nonstructural Component Forces (RTU-3) �mm�gg , gum,g, egg, gg ggNgdg, a55 '5gWg55 * gggg® gggl� ggg gggn Sips = t's.ti>4L Short Period Spectral Response Acceleration §11.4-3 664 a, = 2.5 Component Amplification Factor§Table 13.5-1/13.6-1 Wp 4 R, = 6.0 Response Modification Factor§Table 13.5-1/13.6-1 MOTY II I Ip = Component Importance Factor§13.1.3 1 N MRES Y z = Height from Attachment Point to Structure Base §13.3.1.1 m h = Average Roof Height of Structure §13.3.1.1 • N' , ���a � �� m��m � �e„,„„„ ���a, ��a� �� �„„ ,„„,, --.= __{jM0T-x MRES-X egg gg�g� ®ookga�mgoonoo omam oam�e��og gggggg �o��oo 5. gggggggggg o o gggggg %ggg®moego m' g I Wind? a; h -4-- _ I FpX'. •♦ EXP = B Exposure Category§26.7.3 1 KZ = 0.57 Velocity Pressure Exposure Coefficient§Table 26.10-1 •� �' KZt= i 0 Topographic Factor§26.8 •.2 je Ycg 1 �° Kd = 0.90 Wind Directionality Factor§Table 26.6-1 1 r,, y V = 98 MPH Basic Wind Speed (3-Second Gust) §Figure 26.5-1 An,N = 6648 in: Exposed Component Area qh = 12.6 psf Velocity Pressure, qZ = 0.00256KZKZtKdV2I §26.10-1 GCr = 1.90 External Pressure Coefficient§29.4-2 446 mgggb..egg Kg.�gggMg g g g.gg g g g ggg ggilggggS gg,���� ����k� aaa�� �mm�� �����gagAegggg�a .� �ggmg.a�ggaggglgk ggaag�gggggg All References are based on ASCE/SEI 7-16 g g g g g.ggg,,,,,,,g.g g g g.gg ggg ggg g g.0 g g g g g g 1 g gigs,'gg g 1 g g ggggg g g 4.gng.g.gt g g ggg g g gggiggg&g:01MM,g g 1,g g g 1.gg gg XI..egg.,g..gg agggig g g g g kg gag g k,W g g 4 g ggggggg Mg.,.Mg`ggg 6..,WW‘g,ftg..,g.:0 1 g g 1 ggg ggg gg gg 1 ggggtg.g kg g g gg g g g g C.,tgkel S.:,g ig g 1,g ggg..,.g.g.geg Wk.ggggg gtgg gg gggg'Mg g kg g g g kggg gggggleg,Wig.g.g4g,ggiggg..`,a d...`gg,g'g,gggt* Wp = D = 18641 In Component Operating Weight nv = 28 # of Anchor Groups in Shear X = 115.88 in Component Base Dimension Width nTX = E # of Anchor Groups in Tension Y = 84638 r=. Component Base Dimension Depth nTY = 7 # of Anchor Groups in Tension Z = 57.38 in Component Height ITX = 112.88 in Component Compression Edge to 1 X„ = 57.00 in Center of Gravity Center of Tension Anchor Group X Y„ = 3300 its Center of Gravity In.= 6338 in Component Compression Edge to Zcq = 20,63 in Center of Gravity Center of Tension Anchor Group Y 1 4 � gg ggggggggaa����®�eagg �g ggggggggggggggggggggggggggm egg*5 g�`g® Wg ggg S * *S gggg g m W Sg,�� """"�ggggSS ""W gg ""gaga gg "Wa""ggggg"'a"a� mamgggg as"mrnagaQo�a�� ggggg""'"'"g'.""ggS""" �"gaag SW �S "'g1 g 0.4apSDsW, 1 T ,41, Fp= Rp/Ip (1+2z/h) = 644.0 lb §EQ13.3-1 Ah-ftz = 46 ft2 QA Fps 1.6SDSIpWp= 2060.8 lb §EQ13.3-2 <_ Max OK Exposed Component Area 1 Fp> 0.35DsI,Wp= 386.4 lb §EQ13.3-3 > Min OK 1 0 F,NOMINAL = E = 644.0 lb Fh NOMINAL = W = qh x GCr x Ah 1106.4 lb g; VCOMPOMENT 'VANCHOR 1MOT MRES-X MRES-Y MNET-X I MNET-Y }TNET-X TANCHOR-X TNET-Y 'TANCHOR-Y 1.2D+41.0E 644.0 lb 23.0 lb 13,283 lb-in 127,498 lb-in 73,814 lb-in 114,215 lb-in 60,532 lb-in No Uplift No Uplift No Uplift No Uplift -4�1.2D+1.0W 1106.4 lb 39.5 lb 31,740 lb-in 127,498 lb-in 73,814 lb-in 95,758 lb-in 42,074 lb-in No Uplift No Uplift No Uplift `No Uplift O, 0.9D+41.0E 644.0 lb 23.0 lb 13,283 lb-in 95,623 lb-in 55,361 lb-in 82,340 lb-in 42,078 lb-in No Uplift No Uplift1No Uplift No Uplift 64 60.9D+1.0W 1106.4 lb 139.5 lb 131,740 lb-in 95,623 lb-in 55,361 lb-in 63,883 lb-in ,23,621 lb-in No Uplift No Uplift{No Uplift INo Uplift Mg ggg ,i 5�r��gg � g� erg „ VCOMPOMENT 1VANCHOR IMOT MRES-X iMRES-Y iMNET-X 1 MNET-Y (TNET-X TANCHOR-X TNET-Y TANCHOR-Y ......-.__--_-_.°epee -_.-.-....�,.jl]�....,.. .-._ _ D+520.7E 450.8 lb 16.1 lb 9,298 lb-in ,106,248 lb-in 61,512 lb-in 96,950 lb-in 52,214 lb-in No Uplift No Uplift No Uplift No Uplift D+0.6W 663.8 lb Mall 19,044 lb-in 1106,248 lb-in,61,512 lb-in 87,204 lb-in 42,468 lb-in No Uplift No Uplift No Uplift No Uplift 0.6D+40.7E 450.8 lb 16.1 . 9,298 lb-in 163,749 lb-in 36,907 lb-in 54,451 lb-in 27,609 lb-in ,No Uplift 1No Uplift lNo Uplift I No Uplift 0.6D+0.6W 663.8 lb 123.7lb 119,044 lb-in 163,749 lb-in 136,907 lb-in 44,705 lb-in ;17,863 lb-in 1No Uplift 1No Uplift 1No Uplift INo Uplift DATE: 12�03�2021 AYP , INT PROJECT: 21419 - Zoomcare Lab DESIGN: TS —_ .._.— ENGINEERING SUBJECT: Anchorage Checks PAGE: R T O ANCHORAc,E CHECKS WORST- CASE 1-0ADTNc : St1EAR : 23.7 lb TENSION : G.-1 U2 C.I1EG6e SMEAR z' ZII CPCMCtC8 CG (e C.'ctL (-tr\ 16o i b (1,6)(1,0) aLio lb (3`1,41 • Bo lb scRE") APP11ED CAPACITY a3,71b lb ✓ oK Ct-tEcx TEN6ZoN (w DRAWL)! r W = W % CO 'Cm � K (e � Cl,„) ' • RRS lb ( 1.6)(Lb) = a ,o lb (-q1.I") • 5 Li St 1-1 Ib APPc-EED 4 CAPAcrTY (),11b S1--1`b,4 lb Abk USE (5) I,4.1" DTA t SOS ...... , �' �R�wS .5PAceD AT 12 UC, TN io FRAPk roc, EEL FOR OFFICE USE ONLY—SITE ADDRESS: 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. II ~ Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: 6iRAtnit? Zt) -rPiGemzi DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: MAW 5'(E'NHee}12D) MAR 7 2022 COMPANY: S'OTT EA6%/AkDS /pc-irrecTci wP CITY OF TIGARD PHONE: 503. .6. . 5335 BUILDING DIVISI 4 EMAIL: M S1 gpIMARD'e SEA L(-P• Co 0-1 RE: 1(9 56 SW GA4D1N PC— .6V P 1 24—0O 247 (Site Address) ee (Permit Number) ZooP1 C ARE 1V LA-B Az PNaRYNACr (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s)of plans. 3 Revisions: j'(R11C1 VPA` ?i_A&S Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2.. Engineer's calculations. Other(explain): REMARKS: STRVGTVkAt._ 4JAl-YS IS or h(rStfiJa &OF 1t1 - Ro.F REINFDPcz.Mi r SI6n1 FoR 14E1t) RoaF Top eAvtVMEiJT. FOR OFFICE USE ONLY R d to Permit Tec cian: Date:3— 1 c 2,) Initial . Fees Due: Y No Fee Description: Amount ue: .3. ilk pig" rev:c\..- $ y G-- $ $ $ Special Instructions: Reprint Permit(per P ). E Yes No [ Done Applicant Notified: 3 Date: /1Cri Initials: I:1Build ing\Forms\TransmittalLetter-Revisions_073120.doc