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Specifications 6 202/- y OFFICE COPY WORM2/Oa S (fZ unzin oFpc, copy structural engineering STRUCTURAL CALCULATIONS Sandburg Lunch Room 7100 SW Sandburg St, Tigard , Oregon Wright Architecture PROff zsGui 4 79303PE v. PO •O i _ Eir 14,to- sec R. OS !EXPIRES: 12/31/22 LIMITATIONS Engineer was retained in a limited capacity for this project. Design is based upon information provided by the client who is solely responsible for accuracy of same. No responsibility and/or liability is assumed by or is to be assigned to engineer for items beyond that shown on these sheets. Project No. 21-235 November 5th, 2021 Munzing Structural Engineering ::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 1 of 10 4 i i CLIENT: Wright Architecture PROJECT: Sandburg Lunch Room PROJECT NUMBER: 21-235 DATE: 11/05/2021 BY: Munzing Structural Engineering Design Criteria General Building Department City of Tigard Building Code/Year 2019 OSSC Ceiling Loads Live Load 20 psf Dead Load 12 psf Soil Parameters Allowable Soil Bearing Pressure 1500 psf 1/3 Increase for Wind/Earthquake forces? yes Minimum Footing Depth 18" Active Pressure(unrestrained) 40 pcf Active Pressure(restrained) 60 pcf Passive Pressure 250 pcf Coefficient of Friction 0.35 Additional Ordinances/Notes:Design of Shoring for load bearing wall removal in Sandburg Warehouse lunch room. Munzing Structural Engineering::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 2 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ph:503-477-5936 Project Descr: Printed: 5 NOV 2021. 4:21PM Multiple Simple Beam File:21-235 Sanburg Shop Lunch Room_backup_1.ec6 Software copyright ENERCALC INC 1983-2020,Build:12 20.8 24 Description : Shoring Beam Wood Beam Design : Beam B1 Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 3-1.75x5.5, Microllam LVL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MicroLam LVL 2.0 E Fb-Tension 2,600.0 psi Fc-Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 42.010 pcf Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0120, L=0.020 k/ft,Trib=11.750 ft Design Summary Max fb/Fb Ratio = 0.676. 1 0 0.1410 L 0.2350 fb:Actual : 1,757.94 psi at 4.542 ft in Span#1 -7:7 7 :'" „ 7:T • Fb:Allowable: 2,600.00 psi 3-1.75x5.5 Load Comb: +D+L+H m Max fv/FvRatio= 0.280: 1 9.083 ft fv:Actual : 79.84 psi at 8.629 ft in Span#1 Fv:Allowable: 285.00 psi Load Comb: +D+L+H Maxa Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.249 in Total Downward 0.398 in Left Support 0.64 1.07 Ratio 438 Ratio 274 Right Support 0.64 1.07 LC: L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Munzing Structural Engineering:: 15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 3 of 10 w u , ., . , .. Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: • ph:503-477-5936 Project Descr: Printed: 5 NOV 2021, 4:20PM Wood Column File:21-235 Sanburg Shop Lunch Room_backup_1.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 10108009470�- ' Munzing Structural Engineering DESCRIPTION: Middle Post Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.5 ft Wood Member Type Sawn Wood Species Douglas Fir Larch Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 i02 Cf or Cv for Compression 1.0 Fb+ 750.0 psi Fv 170.0 psi lx 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-Pr!! 700.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 .-'DS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=7.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :49.172 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 7.50 ft, D=0.640, L= 1.070 k Axial Load at 7.50 ft, D=0.640, L= 1.070 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1879:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.469 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 610.46 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 7.50 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.888 0.07857 PASS 0.0 ft 0.0 PASS 7.50 ft +D+L 1.000 0.872 0.1879 PASS 0.0 ft 0.0 PASS 7.50 ft +D+0.750L 1.250 0.831 0.1334 PASS 0.0 ft 0.0 PASS 7.50 ft +0.60D 1.600 0.771 0.03055 PASS 0.0 ft 0.0 PASS 7.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top L D Only 1.329 +D+L 3.469 Munzing Structural Engineering :: 15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 4 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ' ph:503-477-5936 Project Descr: Printed: 5 NOV 2021, 4:20PM Wood Column File:21-235 Sanburg Shop Lunch Room_backup_1.ec6 Software copyright ENERCALC,INC 1983-2020,Build 12.20 8 24 , � Tp`" utzt6tetr)tiii erigiiTY4i5g DESCRIPTION: Middle Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L 2.934 +0.60D 0.798 L Only 2.140 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches 1 710k 1710k 4 fik l +X Load 2 o u7 1444 6x6 .gr 4 5.50 in t v. Munzing Structural Engineering :: 15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 5 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ' ph:503-477-5936 Project Descr: Printed 5 NOV 2021, 4:20PM Wood Column File:21-235 Sanburg Shop Lunch Room_backup_1.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8 24 ,1. .... 9 ' Munzing Structural Engineering DESCRIPTION: End Post Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.5 ft Wood Member Type Sawn Wood Species Douglas Fir Larch Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 5.250 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 19.25 in^2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi lx 266.93 inA4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi ly 68.78 in^4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi E:Modulus of Elasticityx-x BendingBendingAxial Cfu:Flat Use Factor 1.0 ••• y-y Kf:Built-up columns 1.0 AIDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=7.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :31.291 lbs*Dead Load Factor AXIAL LOADS . . . Axial Load at 7.50 ft, D=0.640, L= 1.070 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1536:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.741 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 617.10 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 7.50 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.496 0.06064 PASS 0.0 ft 0.0 PASS 7.50 ft +D+L 1.000 0.457 0.1536 PASS 0.0 ft 0.0 PASS 7.50 ft +D+0.750L 1.250 0.381 0.1249 PASS 0.0 ft 0.0 PASS 7.50 ft +0.60D 1.600 0.307 0.03309 PASS 0.0 ft 0.0 PASS 7.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.671 ! +D+L 1.741 +D+0.750L 1.474 Munzing Structural Engineering ::15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 6 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ' ph:503-477-5936 Project Descr: Printed: 5 NOV 2021 4:20PM Wood ColumnFile:21-235 Sanburg Shop Lunch Room_backup_1.ec6 Software copyright ENERCALC,INC 1983-2020,Build 12 20.8 24 94 ,. " I iiiinbStr Tcr rEfi4jheedyi,. DESCRIPTION: End Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.403 L Only 1.070 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches 1.710k 1.710k e +X Load 1 I V7 F2 N r `I A� ' = s 4 6 1, F3 3.50 in Munzing Structural Engineering:: 15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 7 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ph:503-477-5936 Project Descr: Printed: 5 NOV 2021, 9:54AM General FootingFile:21-235 Sanburg Shop Lunch Room.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8 24 Lic.#:KW-06009470 Miming Structural Engineering DESCRIPTION: Pad Footing, DL 5.5 kips Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Z Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in i i S u Pedestal dimensions... X X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis : in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in w Reinforcing 2,,0. Bars parallel to X-X Axis - Number of Bars 2.0 = Reinforcing Bar Size # 5 n 1 , � A Bars parallel to Z-Z Axis i 70 s� �� � 40' �4�� F � 1. Number of Bars = 2.0 - s t '1`€m� , u0 ##1aa Reinforcing Bar Size = # 5 + 9 t Bandwidth Distribution Check (ACI 15.4.4.2) �t �� F Direction Requiring Closer Separation n/a X-X Section Looking to oZ Z-Z Section Looking to+X #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k -V-z = k Munzing Structural Engineering:: 15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 8 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: - ph:503-477-5936 Project Descr: Printed 5 NOV 2021.. 9:54AM General Footing File:21-235 Sanburg Shop Lunch Room.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.24 d:12.20.8.24 tic# i(6 70 Mu��i g Structure!Engineering ng DESCRIPTION: Pad Footing,DL 5.5 kips DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9973 Soil Bearing 1.496 ksf 1.50 ksf D Only about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1040 Z Flexure(+X) 0.9625 k-ft/ft 9.256 k-ft/ft +1.40D PASS 0.1040 Z Flexure(-X) 0.9625 k-ft/ft 9.256 k-ft/ft +1.40D PASS 0.1040 X Flexure(+Z) 0.9625 k-ft/ft 9.256 k-ft/ft +1.40D PASS 0.1040 X Flexure(-Z) 0.9625 k-ft/ft 9.256 k-ft/ft +1.40D PASS 0.1283 1-way Shear(+X) 9.625 psi 75.0 psi +1.40D PASS 0.1283 1-way Shear(-X) 9.625 psi 75.0 psi +1.40D PASS 0.1283 1-way Shear(+Z) 9.625 psi 75.0 psi +1.40D PASS 0.1283 1-way Shear(-Z) 9.625 psi 75.0 psi +1.40D PASS 0.2383 2-way Punching 35.750 psi 150.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 1.496 1.496 n/a n/a 0.997 X-X,+0.60D 1.50 n/a 0.0 0.8975 0.8975 n/a n/a 0.598 Z-Z,D Only 1.50 0.0 n/a n/a n/a 1.496 1.496 0.997 Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.8975 0.8975 0.598 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning I Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in^2 in^2 k-ft X-X,+1.40D 0.9625 +Z Bottom 0.2160 Min Temp% 0.310 9.256 OK X-X,+1.40D 0.9625 -Z Bottom 0.2160 Min Temp% 0.310 9.256 OK X-X,+1.20D 0.8250 +Z Bottom 0.2160 Min Temp% 0.310 9.256 OK X-X,+1.20D 0.8250 -Z Bottom 0.2160 Min Temp% 0.310 9.256 OK X-X,+0.90D 0.6188 +Z Bottom 0.2160 Min Temp% 0.310 9.256 OK X-X,+0.90D 0.6188 -Z Bottom 0.2160 Min Temp% 0.310 9.256 OK Z-Z,+1.40D 0.9625 -X Bottom 0.2160 Min Temp% 0.310 9.256 OK Z-Z,+1.40D 0.9625 +X Bottom 0.2160 Min Temp% 0.310 9.256 OK Z-Z,+1.20D 0.8250 -X Bottom 0.2160 Min Temp% 0.310 9.256 OK Z-Z,+1.20D 0.8250 +X Bottom 0.2160 Min Temp% 0.310 9.256 OK Z-Z,+0.90D 0.6188 -X Bottom 0.2160 Min Temp% 0.310 9.256 OK Z-Z,+0.90D 0.6188 +X Bottom 0.2160 Min Temp% 0.310 9.256 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 9.63 psi 9.63 psi 9.63 psi 9.63 psi 9.63 psi 75.00 psi 0.13 OK +1.20D 8.25 psi 8.25 psi 8.25 psi 8.25 psi 8.25 psi 75.00 psi 0.11 OK +0.90D 6.19 psi 6.19 psi 6.19 psi 6.19 psi 6.19 psi 75.00 psi 0.08 OK Munzing Structural Engineering:: 15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 9 of 10 Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ' ph:503-477-5936 Project Descr: Printed: 5 NOV 2021, 9:54AM General Footing File:21-235 Sanburg Shop Lunch Room.ec6 Software copyright ENERCALC,INC.1983-2020,Builtl 12 20.8 24 -- &: , od� a., DESCRIPTION: Pad Footing, DL 5.5 kips Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 35.75 psi 150.00psi 0.2383 OK +1.20D 30.64 psi 150.00 psi 0.2043 OK +0.90D 22.98 psi 150.00 psi 0.1532 OK II I Munzing Structural Engineering :: 15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 10 of 10 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 .1111 = Transmittal Letter 11(,A It l) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: 1 t M '1 '] , DATE RECEIVED: DEPT: BUILDING DIVISION -3E CEIVED FROM: ,fide Ng.e FEB 7 2022 COMPANY: Th 6U%(der3 Cep . „I l Y OF I IGAhtu PHONE: Sd3 Gtp - yip 'IJILDING DIVISICI�Y: EMAIL: Mfr. C° T1+1390K .0 (MA RE: '-1 Lon Sr AAdb t9P.vvc( t3 U t.LO2t — oo t cU (Site Address) (Permit Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: ,3 Additional set(s) of plans. Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: p Qzk. t • 042_0L.44A t-' lvvtcL.rooyv, _ FOR OFFICE USE ONLY Routed to Permit Technician: Date: a- 3 - Z,,,'), Initial Fees Dtae=—J❑,Ys ❑No Fee Description: Amount Lue: 1 141" joJwn (*.CAC $(to --� $ $ Special Instructions: Reprint Permit (per PE): 0 Yes No ❑ Done Applicant Notified: Date: of'f��,.2. Initials: