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Specifications (13) 1% co s'(A) JUL. 2 (; 2010 -4141I ' ; 7 ��_ Delson Engineering, Inc. i',041E';46` �� -H Av VANCOUVER, WA. 98684 PHONE: (360)944-7094 john@delsonengineering.com Structural Calculations For PATINO-CANOPY-FRONT 10660 SW PARK ST TIGARD OR 97223 (JOB#: B15-11-146) REVISED 5/4/16 DESIGN CRITERIA: IRC 2012 SNOW 25 PSF Table of Contents: CALCULATIONS R-L-1 to R-L-7 CALCULATIONS F-1 to F-8 PLANS COPY CP-1 to CP-3 DETAILS D--1 to D-2 E. Fs` A �s,' d ' ' �� o R •RECON , km....'...AS 1 , .1 4,0z9 .09q 4 M� �N ,J. DE-.k- r. EXCLUSION OF LIABILITIES EXPIRES: 12/30/ MI I. DISCLAIMER AND RELEASE, BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESSED OR IMPLIED), OBLIGATIONS,AND LIABILITIES OF DELSON DESIGN&ENGINEERING,INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST DELSON DESIGN&ENGINEERING,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCONFORMITY, IMPROPER INSTALLATION,WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES DELSON DESIGN&ENGINEERING,INC.SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT(INCLUDING WARRANTY),TORI'(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE.REVENUE OR PROFIT,OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES.ADAPTATION OF THE DESIGN TO MEET SPECIFIC SITE CONDITIONS,SPECIFIC STATE OR LOCAL CODES AND REGULATIONS,IS THE RESPONSIBILITY OF THE BUYER. III.THIS PRODUCT IS FOR SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. 1 ' DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-REI, VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 ... JOHN@DELSONENGINEERING.COM r Pifriled'<1 I'lAY 2013.12'?OAM File=c:\B15-JOBS1B15-CA-21B(5-11-1.EC6 Wood Beam pENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 fir'"'.'., 'f t ,.. _. �v ,,» 4;47.';' ,'P:''''''''''''' : 1 'Licensee':JOHN DELSON Description: RB-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 119 S(0.175) D(0.119 5(0.175) D(0.119 S(0.175)* i i * i i i i i ii i 'e 'S os, A 6x10 6x10 6x10 Span=2.0 ft Span=12.0 ft Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=7.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=7,0 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=7.0 ft,(ROOF) DESIGN SUMMARY Des'•n OK Maximum Bending Stress Ratio = 0.67a 1 Maximum Shear Stress Ratio = 0.229 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 682.27psi fv:Actual 44.68 psi FB:Allowable = 1,006.25 psi Fv:Allowable 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.950ft Location of maximum on span = 2.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio= 1026>=360 Max Upward Transient Deflection -0.070 in Ratio= 686>=360 Max Downward Total Deflection 0.236 in Ratio= 610>=180 Max Upward Total Deflection -0.117 in Ratio= 408>=180 Overall Maximum Deflections Load Combination Span Max ""Defl Location in Span Load Combination Max."+'Defl Location in Span 1 0.0000 0.000 +D+S+H -0.1173 0.000 +D+S+H 2 0.2357 6.050 0.0000 0.000 3 0.0000 6.050 +D+S+H -0.1174 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.352 2.352 Overall MINimum 0.571 0.571 ' DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE1, _ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 t - JOHN@DELSONENGINEERING.COM r- ` a, Pi;;nttdAMAY 2616.123•'M Wood Beam File c IB15-JOBSIB15 CA 2161511-1 EC6 p y ENERCALC,INC 1983-2016,Build 616 415 Ver:6.16.4.15 .*...-,r . .: ,.. M�e� r> x .. . �< '*- ..- • . . �Licensee,?;<JO"lN`DEL.�'.ON' Description: RB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 1BC2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.17 S'0.25) D(0.17i)Sf0.25) + i D(0.17))S(0.225) X X ,I i D``' L\ 6x10 6x10 6x10 Span=2.0 ft Span=12.0 ft Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=10.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=10.0 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=10.0 ft,(ROOF) DESIGN SUMMARY , laesi•n OK m Maximu Bending Stress Ratio = 0.969( 1 Maximum Shear Stress Ratio = 0.327 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual 974.67psi fv:Actual 63.83 psi FB:Allowable = 1,006.25psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.050ft Location of maximum on span = 2.000ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.200 in Ratio= 718>=360 Max Upward Transient Deflection -0.100 in Ratio= 480>=360 Max Downward Total Deflection 0.337 in Ratio= 427>=180 Max Upward Total Deflection -0.168 in Ratio= 286>=180 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.1676 0.000 +D+S+H 2 0.3368 6.050 0.0000 0.000 3 0.0000 6.050 +D+S+H -0.1677 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.360 3.360 Overall MINimum 0.816 0.816 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 r°lett ID: 615-11-146-RE 360-944-7094 JOHN@DELSONENGINEERING.COM /-- - Wood Beam Purnell'4 t.;A'r 261:1 1238x4;: File=c1B15-JOBS1615-CA-21815-11-1.EC6 ENERCALC,INC 19832016,Build 6,16.4.15,Ver6.16.4.15. :74011231•14P. ,-,i a Leis e JOHN.DELSON'N Description: RB-3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC2012 Fb-Compr 1650 psi Ebend-xx 1700ksi Fc-PrIl 1350 psi Eminbend-xx 900 ksi Wood Species : SP/SP Wood Grade :24F-V4 Fcc-Perp 650 psi Ebend-yy 1500 ksi 210 psi Eminbend-yy 790 ksi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 975 psi Density 34.32pcf D(3.4) 7t' K * 5.5x11.25 Span=20.0 ft Applied Loads Applied -- Service loads entered. Load Factors will be applied for calculations. Point Load: D=3.40 k[7x,10.0 ft,(ROOF) DESIGN SUMMARY O = 0 Maximum Bending Stress Ratio �� Cie a iiy.814 1 Maximum Shear Stress Ratio Section used for this span 5.5x11.25 Section used for this span 0.218 1 fb:Actual = 1,758.38 psi fv:Actual 5.5x11.25 FB:Allowable = 2,160.00psi = 41.2190 psi Load Combination p Fv:Allowable = 189.00 psi Location of maximum on span = 10.000ft Loada Combination of maxim 0D+H Span#where maximum occurs = Location of maximum on span = 0.000 ft Span#1 Span#where maximum occurs Maximum Deflection = Span#1 Max Downward Transient Deflection 0.000 in Ratio= Max Upward Transient Deflection0<360 Max Downward Total Deflection 0.000 in Ratio= 0 = 0.887in Ratio= 270>=180 Max Upward Total Deflection 0.0000 80 in Ratio= 0<180 Overall Maximum Deflections ....._.... Load Combination ----- Span Max '"Defl Location in Span Load Combination Max. .0 Defl Location in Span D Only 1 0.8875 10.000 Vertical Reactions 0.0000 0.000 - - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.700 1.700 Overall MINimum 1.020 1.020 +D+H 1.700 1.700 +D+L+H 1.700 1.700 +�D+Lr++i+ 1.700 1.700 +D+S+HH 1.700 1.700 +D+0.750Lr+0.750L+H 1.700 1.700 +D+0.750L+0.7505+H 1.700 1.700 +D+0.60W+H 1.700 1.700 ' DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 - JOHN@DELSONENGINEERING.COM F.--_/ _-- --- Firmed a MAY 20i.3.124(P1.1 Wood Beam File=c IB15 JOBSIB15 CA 2161511 1 EC6 „� � � ENERCALC,INC 1983-2016,Build 6 16.415 Ver 6 16 415 ,.,, . , , : A ,... as, .�< ,_ _1 ' h a .r . fcensee 8N DE S Description: RJ-1 �` CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination i BC2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-PrIl 600.0 psi Eminbend-xx 470.Oksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425.0 psi Density 30.580pcf i i D(O.Q6+ i i + 5{0.1) 0.06+S(0.+ atK T; A 4x8 4x8 Span=10.0 ft Span=2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft,(ROOF) DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.579 1 Maximum Shear Stress Ratio = 0.236 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual 757.44 psi fv:Actual 46.09 psi FB:Allowable = 1,308.13psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.804ft Location of maximum on span = 9.441 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.142 in Ratio= 844>=360 Max Upward Transient Deflection -0.081 in Ratio= 590>=360 Max Downward Total Deflection 0.239 in Ratio= 582>=180 Max Upward Total Deflection -0.137 in Ratio= 350>=180 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.2387 4.972 0.0000 0.000 2 0.0000 4.972 +D+S+H -0.1366 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.806 1.210 Overall MINimum 0.196 0.294 +D+H 0.326 0.490 +D+L+H 0.326 0.490 +D+Lr+H 0.326 0.490 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE1 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM Prin etl'4 f AY 2(1 B.1241 PM Wood Beam File c IB15 JOBSI815 CA 21815-11 1 EC6 ENERCALC,INC 1983-2016,Build 616 415 Ver•6.16 415 -1-160:see :JOHN_"DE1 S N Description: PH-1 POST CHECK FOR BENDING CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 575.0 psi E:Modulus of Elasticity Load Combination i BC2012 Fb-Compr 575.0 psi Ebend-xx 1,100.0 ksi Fc-PrII 575.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 140.0 psi Ft 375.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(0.5) 6x8 Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: W=0.50 k(@,9.0 ft,(WIND) DESIGN SUMMARYDesi'•n OK..:: N. Maximum Bending Stress Ratio = 0.683 1 Maximum Shear Stress Ratio = 0.049 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 628.36psi fv:Actual = 10.91 psi FB:Allowable = 920.O0psi Fv:Allowable = 224.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 0.000ft 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 0.984 in Ratio= 218>=180. Max Upward Transient Deflection 0.000 in Ratio= 0<180.0 Max Downward Total Deflection 0.591 in Ratio= 364>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall aximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.9844 9.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.500 - Overall MINimum 0.225 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.300 • DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-REt VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM F -- -- -- Pr11;ST el,^AY20'6 1241PM Wood Column File=c:1B15-JOBS1B15-CA2161511 1.EC6 ENERCALC,INC 1983-2016,Build 616415 Ver:6.16.4.15 .771t,:,' `V;' p zx:.•"'":::'''h ,. . ,««' 56; .. . :' , .'2.& ..: ,i "•7 : itconsee:JOHNDELSO1 Description: P-1 CHECK FOR COMBINED LOAD Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Wood Species Exact Width 5.50 in Allow Stress Modification Factors Wood Grade Exact Depth 7.50 in Cf or Cv for Bending 1.0 Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb Tension 1,500.0 psi Fv 150.0 psi Ix 193.359 inA4 Cf or Cv for Tension 1.0 Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 103.984 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,000.0 psi Density 33.0 pcf Ct:Temperature Factor 1.0 Fc-Perp 1,000.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads - _ Service loads entered. Load Factors will be applied for calculations. Column self weight included : 85.078 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=4.20 k BENDING LOADS. . . Lat. Point Load at 9.0 ft creating Mx-x,W=0.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4297:1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.50 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 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... Alon Y-Y Applied Axial 4.285k g 0.7717 in at 9.0 ft above base Applied Mx 2.70 k-ft for load combination: W Only Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,000.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04849:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 8.940 ft Applied Design Shear 10.909 psi Allowable Shear 150.0 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+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0ft +D+Lr+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.Oft +D+S+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.000 1.000 0.4297 PASS 0.0ft 0.04849 PASS 8.940 ft +D+0.70E+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+O.450W+H 1.000 1.000 0.3250 PASS 0.0 ft 0.03636 PASS 8.940 ft DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 ^ � "_ JOHN@DELSONENGINEERING.COM 1 Piallod 4 I/!AY 2016,12'11Pt„1 Wood Column File=c\B15-JOBS1B15 CA 2161511-1 EC6 ENERCALC,INC 1983-2016,Build 616415 Ver:616415 - q, a` 04 e:f..4gw tt"*Z t „� c � ?. !?�--... . .:77::',,,,'!::::-- - � ,Licensee.;JOHN DELSON Description : P-1 CHECK FOR COMBINED LOAD 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+0.750L+0.750S+0.450W+H 1.000 1.000 0.3250 PASS 0.0 ft 0.03636 PASS 8.940 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0ft +0,60D+0.60W+0.60H 1.000 1.000 0.4228 PASS 0.0ft 0.04849 PASS 8.940 ft +0.60D+0.70E+0.60H 1.000 1.000 0.06233 PASS 0.0ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 4.285 k +D+L+H k k 4,285 k +D+Lr+H k k 4.285 k +D+S+H k k 4.285 k +D+0.750Lr+0.750L+H k k 4.285 k +D+0.750L+0.750S+H k k 4.285 k +D+0.60W+H k 0.300 k 4.285 k +D+0.70E+H k k 4.285 k +D+0.750Lr+0.750L+0.450W+H k 0.225 k 4.285 k +D+0.750L+0.750S+0.450W+H k 0.225 k 4.285 k +D+0.750L+0.750S+0.5250E+H k k 4.285 k +0.60D+0.60W+0.60H k 0.300 k 2.571 k +0.60D+0.70E+0.60H k k 2.571 k D Only k k 4.285 k Lr Only k k k L Only k k k S Only k k k W Only k 0.500 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.463 in 9.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.347 in 9.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.347 in 9.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.463 in 9.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.772 in 9.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE1, VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 f-$ _ JOHN@DELSONENGINEERING.COM File=c:1815-JOBS\B15-CA-21B15-11-1.EC6 Wood Column ENERCALC,INC.1983-2016,BBuilild:6.16.4.15,V�er:6.16.4.15 "kFi T^ 'i r A"'`t �.k' m`3'ii'f�1„ s � - , e� .i�,"� .. 4P�k ✓aaFX.u:/n uce ','�, 7.P ..�.�,�u..,•t..a ...-.r. .�.. +uWr,na,r�,�°.'�n�'i�`.�..':. ,. .. ..., ,°.t. -.`�.G�.,,�r:ic��..� kk�,"�^'r..py<.� ....'.gym. n., ....>. r. "" E. Ci Description: P-1 CHECK FOR COMBINED LOAD Sketches 41AN-x Loads O 713 NI 2 Loads are total entered value.Arrows do not reflect absolute direction. DELSON ENGINEERING INC. JOB` (-irs./r-.q! • 1204 NE 146T44 CT ,, VANCOUVER,WA 98684 CALCLLA CEJ BZ: N/A DATE: ii '1 /360)344-1094 SCALE: N/A 1 LATERAL LOAD' ANALXS(3 FOR: i'PA-riPo — CAA,07y , LOCATION: /0!660 54 7,f,ek sr 774ej ' 123 U WIND ANALYSIS _ pER 20 /Z LLC, Mo mph ExpoguRE 2 l ' - � _ Ake ?_'c 1 �t t '------ _ . I/ A) FRONT . l — ,1pAtCA17 *Lter ' y I T I N /s--rif , if-7-7 i's-*x r-z- 757/9- =-> „ k ,- 1 /,,, 14971-9 --r° Pixr --(7,5-)x de/Z. 7 1 1 jr y k -i LEFT - fRI T — -0t0-,,v3r r . 6'0 i ( 'Ji PW.1"/ .� 6K T_ ilyti �s 4 I I . 3 � '.01-1 - ti . .• CDftjfr 40-4, >mg- 7 --e7 cam( ) lA: Til---/ 1 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 -,, _ JOHN@DELSONENGINEERING.COM Priv^21:4":'A..2016, ^P.1 r File=c:1615-JOBS1B15-CA-2\815-11-1.EC6 - Wood Column ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 -717; ._ .C 4 r e . 1. .ti e .a.iiiit = . A `t 74 ic,Obsee JOHN'DEd.S$ON Description: P-1 CHECK FOR COMBINED LOAD Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 1,500.0 psi Fv 150.0 psi lx 193.359 in^4 Cf or Cv for Tension 1.0 Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 103.984 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,000.0 psi Density 33.0 pcf Ct:Temperature Factor 1.0 Fc-Perp 1,000.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 l ' Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :85.078 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=5.10k BENDING LOADS. . . Lat. Point Load at 9.0 ft creating Mx-x,W=0.30 k DESIGN SUMMARY _ - Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2671 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.30 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 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 0.4630 in at 9.0 ft above base Applied Axial 5.185 k for load combination: W Only Applied Mx -1.620 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,000.0 psi for load combination:n/a Other Factors used to calculate allowable stresses-., PASS Maximum Shear Stress Ratio= 0.02909 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 8.940 ft Applied Design Shear 6.545 psi Allowable Shear 150.0 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+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.000 1.000 0.1257 PASS 0.0ft 0.0 PASS 9.0ft +D+0.750Lr+0.750L+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.000 1.000 0.1257 PASS 0.0ft 0.0 PASS 9.0ft +D+0.60W+H 1.000 1.000 0.2671 PASS 0.0ft 0.02909 PASS 8.940 ft +D+0.70E+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.2043 PASS 0.0 ft 0.02182 PASS 8.940 ft DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 - JOHN@DELSONENGINEERING.COM - 1J Punted.4 P:!a.Y 2016, '„c?fA File=c0815-JOBSIB15-CA-21815-11-1.EC6 Wood Column _ ENERCALC,INC 1983-2016,Build 6164.15 Ver:6.16.4.15 L. � _ =7:17_. 'X"> i sem' 1: kY ..:',',..:'''''''',.'''''-^ ., '�` �v .. � �, 9 e., ... .��.�ia,�nhh �"�" � ,�',w..d ..� �.,+�f�,..�, l' ,`��rQ� JOHN DEitiQfE Description : P-1 CHECK FOR COMBINED LOAD 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+0.750L+0.750S+0.450W+H 1.000 1.000 0.2043 PASS 0.0 ft 0.02182 PASS 8.940 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.60W--0.60H 1.000 1.000 0.2570 PASS 0.0 ft 0.02909 PASS 8.940 ft +0.60D+0.70E+0.60H 1.000 1.000 0.07542 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 5.185 k +D+L+H k k 5.185 k +D+Lr+H k k 5.185 k +D+S+H k k 5.185 k +D+0.750Lr+0.750L+H k k 5.185 k +D+0.750L+0.750S+H k k 5.185 k +D+0.60W+H k 0.180 k 5.185 k +D+0.70E+H k k 5.185 k +D+0.750Lr+-0.750L+0.450W+H k 0.135 k 5.185 k +D+0.750L+0.750S+0.450W+H k 0.135 k 5.185 k +D+0.750L+0.750S+0.5250E+H k k 5.185 k +0.60D+0.60W+0.60H k 0.180 k 3.111 k +0.60D+0.70E+0.60H k k 3.111 k D Only k k 5.185 k Lr Only k k k L Only k k k S Only k k k W Only k 0.300 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.278 in 9.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.208 in 9.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.208 in 9.000 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.278 in 9.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.463 in 9.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft :;:i SON ENGINEERING INC. Project Title: PPTINC CANOPY 1204 NE 146 AVE EngineProject ID: 615-11-146t-:r: , VANCOUVER WA 98684 Projec:Des.L;r: 13660 CW PARK ST TGARD,C.-,723 360-944-7094 't- 1--'il jOHN@DELSONENGINEERING.COM , p,r,:ec.2 DEC 2(15.12.:;-.:7-':,, File=ai.3115,0riSIE3*A-7814AF1-1'815-11-1.EC6 Wood Column , .ENERC,^1.C.INC.1383-2015,auild:6.15.10.6,Ver.O.15.10.6 V0016001400 - - iA4e4er-11,4V.434/ 71,1r;7 .4i7 -44H40R)HINIPIELS04e, Description: P-1 CHECK FOR COMBINED LOAD Sketches 441.x i_oads . ; • ' i - ,..- . ; 1 ! ! . t t 1 a, 6' i . . t 7z, 1 1 -5. '5, • T t. . I ! ! 1 , ! Loads are total entered value.Arrows do not reflect absolute direction. DE SON ENGINEERING IND. P•ojeci Title. . P TINt)CANOP\ 204 NE 146 AVE EnPecr: 'VANCOUVER WA 98684 Project t less: 10660 .'"W/PARK S'T'GARD 97223 roiect!D: 815-1 i-146 360-944-7094 iO N@DELSONENGINEERING.CON. ole Footing Embedded in Soil , - E Fd cN2: M1460023 i ENERC .C,INC 983-2(.15 9uilId:6t5,.10.6,V15ero 51.1005 6 Wcnsee JOHNDEiS .Description: rING Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Rectangular Footing Width 30.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 350.0 pot Max Passive 1,500.0 Psf rr"..< Controlling Values Governing Load Combination: ,-p+0"60'A'+i Latera!Load 3.30 k Moment o 2.7Ckft NC Grana Surface Re_trah. Pressures at 1i3 Deptrn Actual sox Surface No ate al euaur 323.563 Ps= A!:owab!e 324.819 Psf "'< i ^S r 'RNMW�7$t •'_= .w_.i-•.wr;..�wx-''rot-�Cja tY144Z1 - Minimum Required Depth 1875 ft i Fco;:r=77Z4:7S ooting Base Area 6.250 ft^2 Maximum Soil Pressure 0.6720 ksf Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load 0.0 x k ft Lr:Roof'Live k 4.20 k v`I L:Live k k/ft k S.Snow x k/,, k W:Wind 0.53 k k Krfi C Earthquake k kilt k H.Lateral Earth. K kit K Load distance above TOP of Load above ground surface { ground surface 9.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1!3 Depth Load Combination Loads actor {k) Moments-{ft k) Depth Iff) Achim-{psf} AUow-{Psf}: Factor -D-H 0.000 0.000 -D>L+ 0.13 0.0 0.0 1.000 0.000 0.000 -G+Lr+ 0.13 0.0 0.0 1.000 0.000 0.000 0.13 +D-S+- O.G 0.0 1.000 0.000 0.000 0.13 0.0 -D-0.750U+0.750L+H 0.000 0.0 1.000 0.000 0.13 0.0 D+0.750L+0.75GS--r' 0.000 0.000 C.0 1.000 J+0.60Vv+i-i 0.300 0.13 0.0 0.0 1.000 -0,17.70E+1-10^000 2.700 2.88 323.6 324.8 1.000 . 0.000 0.13 0.0 0.0 1.000 -D+0.750Lr+0.750L+0.45CkN+H 0.225 2.025 2.63 291.6 293.1 1.000 DELSON EN'G NEERING iNC. 1204 NE 146 AVE Project Title. PATIN°CANOPY VANCOUVER WA 98684 Engineer. Proec es^r. 10660o,r, ProiectID: 815-11-146 360-944-7094 PARK ST T;GARD 97223 J0i-N@DELS0NENGINEERING.CON - -� Pole Footing Embedded in Soil File �7 { bS't81o15 cu 81415.ll6Ve + 1 6 IE1�SdJ" t y„ � , NERCO C INC.1983 2015,Cuie6.15.10.6.Vero.15.10.6 Description: FTNIG-, `+ ..~.•a�y ri .._ tea.. , ";..r _ s; L '-l�see JOH1U33Fysp. —D+0.750 .75GS+u.450'W-i-i 0.225 `D-O.?50�=00.000 0.0CC 0.0 1.000 .7505-v.5250E-= 2.025 2.e3 .13 0.0 s ^ 221.6 293.1 1.000 0.300 2.70C ii.ovD-C.70E�v.6C� il gas 3.'3.c 324.8 1.000 0.000 0.000 0.13 0.0 0.0 1.000 . DELSON ENGINEERING INC. JO5ET No. ft-I-- 7 OF n 1204 NE 146T1-1 GT CALCULATED SY: �. • �1 VANCOUVER. LVA 98684 DATE: M[ � . NMI (360)944-1094 SCALE: N/A it ( : ,57-i- : i- = : : 1 4 i 1- 1/--e----- . i ' : : 'j • • • • T ,1 . ..-:::.C.. . . .. . 13c12..)Y. '' t-t 7-7c(i.e : 1 F ! ! .i. , ,,.., : : • . , , ,. , : - v , J , • ,t......_ „„..2,,,,,,, . /.2„...i , ,, , : , . . - , 3 ,,,;c.,.:29:--',#-47-- Q/ :4----/fr&' R ..vz -.t! l ; . .: .'.. 4.1.‘ .4.,--j,.!. .!•,fi 4••ii/ii. 4).. . 1 : ____,___L.L._ ..(;, 9 : " v. 11J % w • Sri : P *1 4747 --'A? . . flA` ''/2-'4 L vAO**f-n F02- 1f17,07 . "4:1(4 • DELSON ENGINEERING INC. JOS 1r)4- SHEET NO. it of • o II 1204 NE 146TH CT VANCOUVER, WA 98684 CALCULATED BY: J., /). DATE: 4 mini (360)944-1094 SCALE: N/A . Al ,' crvk/ el F7 4 a 1 WT.; P /Mk*: '. ' :';f11*-s. ' — li . .: . . . ---)r-L'ra '',.:49Se .144,4,' ''5 : : : '. . C . ) i . : (1.?,14f;.A.,.e'r fDJf G nv . i. - - /447 r P 44JI NO-4/ !- i----7, .--' ''74 4 : apic .., ' ,i,?7fie,i/k_9) P : , 0 , .-I-4 0r 1# iti. e. : : : " : . .. 1 • ; :ke• • ' : . H HH • • • Gizi. ! : ._J _. : :_.- .._:,. ... : ' : 7 ti :: : : : . ,i .. -; /i ! ' ! ! ! . .: ii-1 .r / . : : itr_... 0.....!_cib' , kk (43 ®7' � 1 ii '''''. P1 k� I T1s N 1 . : . IL HH H ' 30 ' 3®' o.� ,_� . //fin o)clir, atit., ..) : 1 ... . ff14i .4. JOB: 2/5:41 X16 DELSON ENGINEERING INC. SHEET NO. g,---2 OF 0 1204 NE 146T1-1 CT CALCULATED BY: J-P. DATE: iT-77( VANCOUVER WA 98684 SCALE: N/A (360)944-1094 Tot8 “ 2 / . : ' . ' I ' I e--1,1,--' i.f.P.,P/ 44!)4 ilerc ''' • / : . : : , , qr1 ; :5;e/cy ,, 7 / 1 ' . . 4. ',: : ,c;------T-T------< 1--tgli. 7-c, ' . ' 4- . w - . 7''')rl'''ANNE: . r9.1' : AUDI : L094,4,- /2: ^.- 1 a : 0 ,(2)-/ 7,0 -77044- immuimiiiMior "; y : 4P m . :fir.. '` r Ili 6:1)-776 (' . It sekL, 77 . H ' . -- ,,LI/ 0 2'EV4IL i - . . : . 1-� r 1 / . I gip"%i -i7:t 1,t7 PW i `-; (* A 7e' Pte- ', A CBHX .s! w S r/4 ,4 4 Jixitic- lin coAvc 'r .;j/A.I'z 434 FOR OFFICE USE ONLY-SITE ADDRESS: ••'• ••• •• •• • ••• ••• • •••• ... . • . . . . This form is recognized by most building departments in the Tri-Count;area fhr trdhstnitting'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 resp. nse to Your plojecl.: .•• . . ••. • . . ) • . •.. • City of Tigard • COMMUNITY DEVELOPM QTIEPAItTLh"Dl'T •:• ••• 11 Transmittal Letter ••• ••. . • •• ••• . . • • • . . . . . 13125 SW Hall Blvd. • Tigard, Oregon 97223. 503.718.2439.ti•vd•wv• . i ard-Qr.gov • TO: IOW DATE ' ' [ DEPT: BUILDING DIVISION •Milli t JUL 2 6 2016 FROM: Je5i CO flyKeoi 01 1 ie;ARRDING !?,N COMPANY: PHONE: 603 c7O (7/1 By: RE: (Site/ &Address) S LN Park 5t �t6T-- ,0cs-6n ) \ (Perrtlit Number) (Project name or subdivision name and lot number a ]&-ig,/qiit,45 =- ATTACHED ARE THE FOLLOWING ITEM' Additional set(s) of plans. y- Revisions: Cross section(s)and detail-. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations./� i Other(explain): REMARKS: `—j (J/S ice,/ / ► :C.l . L(7 C/ , 6-0671 /n/ss/ p/a/is , /-//2/7 i,-,, a 6 ii" 'i3 f-eivis/ofij- Jz,t)/avii/76.vedi l 251 ' • / �An Routed to Permit Technic' Date: 3 Initials. �' Fees Due: ❑ Yes 2 ' ., �'Fee Description: Amount Due:0 412116 *—)4)-e- ' $ _ $ Special Instructions: Reprint Permit(per PE): 1 ❑ Yes *o 1 ❑Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012