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Home My WebLink AboutBLD2011-00586 Structural Calculations for ATF Pole Bldg - BLD Engineering / Geo-tech Reports - 8/18/2011 o to s I � Structural Calculations & Lateral Analysis for the 24x48 Pole Building Shop 730 Alta Drive Belfair, WA 98528 for Juan Esteban PO Box 295 Belfair, WA 98528 by N.L. Olson & Associates,Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 0 M.S ��oo r C �FC0916 isTE�ti� / �`ssIONAL�G / June-11 THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION r + Scope of Work: Lateral &Gravity Engineering for 24x48 pole building built without permit. This design conforms to the 2009 International Building Code. Materials: Posts:D-F#1 Beams&stringers Reinforcing Steel: Grade 60 Concrete: fc=2500 psi Assumed Soil Properties: 1500 psf Bearing Capacity, 100 psf/ft lateral capacity (w/ 1/3 increase for seismic loads) CONTENTS: Page 1-2 Basic Criteria/Dimensions Page 3 Lateral Loads Page 4 Typical Post Page 5 Footing & Rafter Tie Page 6 Tie Bracing Page 7-8 Roof Beam Basic Design Criteria Basic Wind Speed = 85 mph ` Seismic design category= D Site Class= D Ground Snow Load, P9 = 30 psf Importance Factor, Seismic IE = 1.0 Importance Factor, Snow IS = 0.80 Importance Factor, Wind Iw = 0.87 Dead Loads Roof= 5 psf(2 roofing, 2 rafters) Live Loads Floor Live Load Lf= 40 psf Roof Live Load, Lr= 20 psf Snow Loads Ce = 1 for partially exposed roof in terrain C (ASCE 7-02 Table 7-2) Ct= 1.1 (ASCE 7-05 Table 7-3) p,= 0.7CeCtlspg = 18.48 psf (ASCE 7-05 Eq 7-1) Cs= 1.00 ps = Cspr= 18.48 psf Use 20 psf Deflection Limits Floor= L/ 240 Dead + Live and L 1 360 dead Roof= L/ 180 Dead + Live and L/ 240 dead Building Information Length = 48 ft Width = 24 ft Wall Height= 12 ft Bay Spacing = 12 ft 1 Basic dimensions All Roof Slopes are 4:12 or 18.43 degrees 16 ft Front View 1 48 ft Oft Side View 12ft 24 ft AL Plan View 24 ft Assumed N 10 48 ft 2 Wind Loads Main Force resisting System-Simplified approach Basic Wind Speed, V= 85 mph Importance Factor, 1,= 0.87 Exposure Category = B Height Exposure Coefficient, X= 1.00 IBC Table 1609.6.2.1(4) End Zone distance, 2a = 6 ft psvalues shown below are based on PS= IW ps30 where is from Table 1609.6.2.1(1) 9.61psf 9.6 psf 7.3 psf 13.8 psf 13.8 psf 9.6 psf 2.3 psf � 4.2 psf 10.6 psf 10.6 psf 15.9 psf 15.9 psf N-S E-W Base Shear= 1771 Ibs Base Shear= 3080 Ibs Overturning Uplift= 295 Ibs Overturning Uplift= 1027 Ibs Seismic Design per ASCE Simplified method (12.14) FX= F SAS Wx/R (ASCE Eq 12.14-11) F = 1.0 SS = 150% g (2006 IBC) Fa = 1.00 (ASCE Table 11.4-1) SoS = 2/3SMS = 2/3FaSS = 1.000 R = 4.0 (ASCE Table 12.2-1) Wbase = 10080 Ibs (dead load of roof) Fbase = 2520 Ibs 0.7E = 1800 lbs Base shear due to Wind governs main lateral force resisting system Endwall Shear= 37.5 plf 3 Typical Exterior Post 8" Dia log Height= 144 in depth= 6 in. width= 6 in. F = 150 psi Co = 1.60 S,,= 21.2 in' CM = 1.00 Fb= 1500 psi A= 28.27 in` Ct= 1.00 Co = 1.60 C;= 1.00 CM= 1.00 Fc= 1300 psi F, ' = 240 psi Ct= 1.00 Co= 1.60 CL= 1.00 CM = 1.00 E = 1.3E+06 psi CF= 1.00 Ct= 1.00 CM = 1.00 C,= 1.00 CF= 1.15 Ct= 1.00 C;= 1.00 C;= 1.00 C;= 0.95 Fb' = 2400 psi Fc*= 2392 psi E' = 1.2E+06 psi Axial load = 3600 Ibs Axial Load on Each Post= 3600 Ibs or 127 psi le/d = 0.00 in y direction le/d = 24.00 in x direction K,E = 0.3 for visually graded lumber c= 0.8 for visually graded lumber FEE = 643 psi CP = 0.25 F,' = 603 psi > 127 Psi OK Check gravity and Lateral Forces Seismic governs over Wind Max Column Height= 12 ft Frame Stiffness, k= 156.4 lb/in Total Shear per frame= 128.6 Ibs Deflection = 0.8 in Equivalent force at top of post= 110.2 Ibs Moment @9 roundline, M1 = 661.18 ft-Ibs f b = M/S = 374 psi < 2400 Psi OK Check Combined D + 0.75S+ 0.7E Combined Axial Load, Pf= 2880 Ibs or 102 psi (P/P')2+ Mt/(Mt'(1-P/PEt)) = 0.152 < 1.00 OK 4 Main Post Foundation Roof live load reduction factor= 1 (IBC 1607.11.2.1) Max axial load = 3600 Ibs Allowable Soil pressure= 1500 psf Minimum footing diameter= 1.748 ft Appied Moment at groundline = 661.2 ft-lb Applied Shear load at groundline= 128.6 lb Allowable lateral soil load = 200 psf/ft(100 w/ 1/3 increase &>1" movement at post) Actual Concrete Dia = 2 ft Minimum Post embedment= 2.65 ft(IBC Eq 18-1) Max Uplift= 256.7 Ibs Weight of concrete collar= 1249 Ibs Weight of Soil plug above collar= 1646 Ibs Total Weight= 2895 Ibs Roof Rafter Tie Analysis total load on rafter(3'trib width) = 75 plf i Vertical Reaction = 900 Ibs 4.00 ft Horizontal Reaction = 1800 Ibs 12ft Collar Tie depth from ridge= 3 ft Check 4"dia Ties Area = 9.62 sq in Tension allowable= 525 psi (pine log) Total Allowable force= 5051 Ibs a OK Allowable shear in 5/8"thru bolt= 1231 lb/bolt(NDS Table 11A) # Bolts required = 2 Total Allowable force = 2461 Ibs 4--OK Check Bendinq in Rafter Md+s = 1350 ft-Ibs from uniform load Md+s = 1708 ft-Ibs from collar tie load Mmax= 1777 ft-Ibs @ center of rafter fb= 2216 psi Fb allow= 1984 psi (Pine log w/snow duration) 5 Check Bottom Chord Bracing Requirements 4" nom log Total Length = 288 in depth= 3.5 in. Total Length = 288 in bracing @ 1/ 1 width= 3.5 in. Syy= 4.2 in' Fb= 1000 psi A= 9.62 in` CD = 1.60 CM = 1.00 F,= 1500 psi Ct= 1.00 CD= 1.60 CL = 1.00 CM = 1.00 E= 1.7E+06 psi CF= 1.00 Ct= 1.00 CM= 1.00 Cr= 1.00 CF= 1.00 Ct= 1.00 C;= 1.00 C;= 1.00 C;= 0.95 Fb' = 1600 psi Fc*= 2400 psi E = 1.6E+06 psi Axial load = 129 Ibs Axial Load = 129 Ibs or 13 psi le/d = 0.00 in x direction le/d = 82.3 in y direction K,E = 0.3 for visually graded lumber c= 0.8 for visually graded lumber F,E = 72 psi CP = 0.03 F,' = 71 psi > 13 Psi OK Therefore, no bottom chord bracing required 6 NL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366 Project Notes (360)876-2284 (360)876-1487 FAX rrimed 13 JUN 2011.10 IVA Wood Beam ENERCALC,INC.1983-2011,Build:6.11.5.3,Vec6.11.4.1 0•0i r • • Description: Roof Beam-Pole Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1,500.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,500.0 psi Ebend-xx 1080ksi Fc-Prll 700 psi Eminbend-xx 900ksi Wood Species : DF Pole Fc-Perp 240 psi Wood Grade : Sawn, No. 3-> Sel Str Fv 85 psi Ft 500 psi Density 35 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.06) S(0.24) 6" dia log �) Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0,0050, S=0.020 ksf, Tributary Width=12.0 ft DESIGN SUMMARY .-- . • Maximum Bending Stress Ratio = 0.95a 1 Maximum Shear Stress Ratio = 0.676 : 1 Section used for this span 6"dia log Section used for this span 6"dia log fb:Actual 1,653.13psi fv:Actual 66.13 psi FB:Allowable 1,725.00psi Fv:Allowable = 97.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.347 in Ratio= 398 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.433 in Ratio= 318 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=11.50 ft 1 0.220 0.156 1.000 1.000 1.000 1.000 1.000 0.99 330.63 1,500.00 0.32 13.23 85.00 +D+S+H 1.000 1.000 1.000 1.000 Length=11.50 ft 1 0.958 0.676 1.150 1.000 1.000 1.000 1.000 4.96 1,653.13 1,725.00 1.59 66.13 97.75 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length=11.50 ft 1 0.882 0.622 1.000 1.000 1.000 1,000 1.000 3.97 1,322.50 1,500.00 1.27 52.90 85.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length=11.50 ft 1 0.882 0.622 1,000 1.000 1.000 1.000 1.000 3.97 1,322.50 1,500.00 1.27 52.90 85.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length=11.50 ft 1 0.882 0.622 1.000 1.000 1.000 1,000 1.000 3.97 1,322.50 1,500.00 1.27 52.90 85.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.4332 5.808 0.0000 0.000 7 ` NL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366 Project Notes (360)876-2284 (360)876-1487 FAX _ rtnted:13 J N 201.1018A 1 Wood Beam ENERCALC,INC.1983-2011,Build:6.11.5.3,Ver.6.11.4.1 r0 OLSON&ASSOCIATES Description: Roof Beam-Pole Vertical Reactions•'Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.725 1.725 _— D Only 0.345 0.345 S Only 1.380 1.380 D+S 1.725 1.725 0 jo �s Structural Calculations & Lateral Analysis for the 24x48 Pole Building Shop 730 Alta Drive Belfair, WA 98528 for Juan Esteban PO Box 295 Belfair, WA 98528 by N.L. Olson & Associates,Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 M.S 9 p G,t+ �FCIS16 �sSIUNAL � June-11 THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION Scope of Work: Lateral &Gravity Engineering for 2448 pole building built without permit. This design conforms to the 2009 International Building Code. Materials: Posts:D-F#1 Beams &stringers Reinforcing Steel: Grade 60 Concrete: fc=2500 psi Assumed Soil Properties: 1500 psf Bearing Capacity, 100 psf/ft lateral capacity (w/ 1/3 increase for seismic loads) CONTENTS: Page 1-2 Basic Criteria/Dimensions Page 3 Lateral Loads Page 4 Typical Post Page 5 Footing & Rafter Tie Page 6 Tie Bracing Page 7-8 Roof Beam Basic Design Criteria Basic Wind Speed = &5 mph Seismic design category = D Site Class= D Ground Snow Load, P9 = 30 psf Importance Factor, Seismic IE = 1.0 Importance Factor, Snow IS = 0.80 Importance Factor, Wind Iw = 0.87 Dead Loads Roof= 5 psf(2 roofing, 2 rafters) Live Loads Floor Live Load, Lf= 40 psf Roof Live Load, Lr= 20 psf Snow Loads Ce = 1 for partially exposed roof in terrain C (ASCE 7-02 Table 7-2) Ct= 1.1 (ASCE 7-05 Table 7-3) pf= 0.7CeCtlsp9= 18.48 psf (ASCE 7-05 Eq 7-1) CS= 1.00 ps = Cspf= 18.48 psf Use 20 psf Deflection Limits Floor= L/ 240 Dead + Live and L/ 360 dead Roof= L/ 180 Dead + Live and L/ 240 dead Building Information Length = 48 ft Width = 24 ft Wall Height= 12 ft Bay Spacing = 12 ft 1 Basic dimensions All Roof Slopes are 4:12 or 18.43 degrees 16 ft Front View 1 48 ft Oft Side View 12ft 24 ft AL Plan View 24 ft Assumed N 48 ft 2 Wind Loads Main Force resisting System-Simplified approach Basic Wind Speed, V= 85 mph Importance Factor, IN,= 0.87 Exposure Category = B Height Exposure Coefficient, X= 1.00 IBC Table 1609.6.2.1(4) • End Zone distance, 2a = 6 ft ps values shown below are based on ps= X IW P530 where is from Table 1609.6.2.1(1) 9.61psf 9.6 psf 7.3 psf 13.8 psf 13.8 psf 9.6 psf 2.3 psf ► 4.2 psf 10.6 psf 10.6 psf 15.9 psf 15.9 psf N-S E-W Base Shear= 1771 Ibs Base Shear= 3080 Ibs Overturning Uplift= 295 Ibs Overturning Uplift= 1027 Ibs Seismic Design per ASCE Simplified method (12.14) FX= F SDs W,/ R (ASCE Eq 12.14-11) F = 1.0 Ss = 150% g (2006 IBC) Fa = 1.00 (ASCE Table 11.4-1) SDs = 2/3SMs = 2/3F,Ss = 1.000 R = 4.0 (ASCE Table 12.2-1) Wbase = 10080 Ibs (dead load of roof) Fbase = 2520 Ibs 0.7E = 1800 Ibs Base shear due to Wind governs main lateral force resisting system Endwall Shear= 37.5 plf 3 Typical Exterior Post 8" Dia log Height= 144 in depth= 6 in. width= 6 in. F = 150 psi Co = 1.60 S.= 21.2 in' CM = 1.00 e Fb= 1500 psi A= 28.27 in` Ct= 1.00 CD = 1.60 C;= 1.00 CM = 1.00 F,= 1300 psi F ' = 240 psi Ct= 1.00 CD = 1.60 CL = 1.00 CM = 1.00 E = 1.3E+06 psi CF= 1.00 Ct= 1.00 CM = 1.00 Cr= 1.00 CF= 1.15 Ct= 1.00 C;= 1.00 C;= 1.00 C;= 0.95 Fb' = 2400 psi F�*= 2392 psi E' = 1.2E+06 psi Axial load = 3600 Ibs Axial Load on Each Post= 3600 Ibs or 127 psi le/d = 0.00 in y direction le/d = 24.00 in x direction K,E = 0.3 for visually graded lumber c= 0.8 for visually graded lumber F,E = 643 psi CP = 0.25 F,' = 603 psi > 127 Psi •'• OK Check gravity and Lateral Forces Seismic governs over Wind Max Column Height= 12 ft Frame Stiffness, k= 156.4 lb/in Total Shear per frame= 128.6 Ibs Deflection = 0.8 in Equivalent force at top of post= 110.2 Ibs Moment @ groundline, M1 = 661.18 ft-Ibs f b = M/S = 374 psi < 2400 Psi OK Check Combined D + 0.75S+ 0.7E Combined Axial Load, Pf= 2880 Ibs or 102 psi (P/P')2+ Mt/(M,'(1-P/PEt)) = 0.152 < 1.00 OK 4 Main Post Foundation Roof live load reduction factor= 1 (IBC 1607.11.2.1) Max axial load = 3600 Ibs Allowable Soil pressure = 1500 psf Minimum footing diameter= 1.748 ft Appied Moment at groundline= 661.2 ft-lb Applied Shear load at groundline= 128.6 lb Allowable lateral soil load = 200 psf/ft(100 w/ 1/3 increase &>1" movement at post) Actual Concrete Dia= 2 ft Minimum Post embedment= 2.65 ft(IBC Eq 18-1) Max Uplift= 256.7 Ibs Weight of concrete collar= 1249 Ibs Weight of Soil plug above collar= 1646 Ibs Total Weight= 2895 Ibs Roof Rafter Tie Analysis total load on rafter(3'trib width) = 75 plf 1 F-- i Vertical Reaction = 900 Ibs 4.00 ft Horizontal Reaction = 1800 Ibs 12ft Collar Tie depth from ridge= 3 ft Check 4"dia Ties Area = 9.62 sq in Tension allowable = 525 psi (pine log) Total Allowable force= 5051 Ibs 4 OK Allowable shear in 5/8"thru bolt= 1231 lb/bolt(NDS Table 11A) # Bolts required = 2 Total Allowable force = 2461 Ibs 4 OK Check Bending in Rafter Md+s = 1350 ft-Ibs from uniform load Md+s = 1708 ft-Ibs from collar tie load Mmax= 1777 ft-Ibs @ center of rafter fb= 2216 psi Fb allow= 1984 psi (Pine log w/snow duration) 5 Check Bottom Chord Bracing Requirements 4" nom log + Total Length = 288 in depth= 3.5 in. Total Length = 288 in bracing @ 1/ 1 width= 3.5 in. S,y= 4.2 ins Fb= 1000 psi A= 9.62 in` CD = 1.60 CM = 1.00 Fc= 1500 psi Ct= 1.00 CD= 1.60 CL= 1.00 CM= 1.00 E = 1.7E+06 psi CF= 1.00 Ct= 1.00 CM = 1.00 Cr 1.00 CF= 1.00 Ct= 1.00 C;= 1.00 C;= 1.00 C;= 0.95 Fb' = 1600 psi Fc*= 2400 psi E = 1.6E+06 psi Axial load = 129 Ibs Axial Load = 129 Ibs or 13 psi Idd = 0.00 in x direction Idd = 82.3 in y direction KBE = 0.3 for visually graded lumber c = 0.8 for visually graded lumber F,E = 72 psi CP = 0.03 F,' = 71 psi > 13 Psi OK Therefore, no bottom chord bracing required 6 A NL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366Project Notes (360)876-2284 (36(l)876-1487 FAX Pdred:13 JUG'!2011.10:186AM WOOCI Belfll ENERCALC,INC.1983-2011,Bmld:6.11.5.3,Ver.6.11.4.1 0.r0 OLSON&ASSOCIATES Description: Roof Beam-Pole Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1,500.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,500.0 psi Ebend-xx 1080ksi Fc-Prll 700 psi Eminbend-xx 900ksi Wood Species : DF Pole Fc-Perp 240 psi Wood Grade : Sawn, No. 3->Sel Str Fv 85 psi Ft 500 psi Density 35pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.06) S(0.24) 6" dia log Span = 11.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.020 ksf, Tributary Width=12.0 ft DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.958 1 Maximum Shear Stress Ratio = 0.676 : 1 Section used for this span 6"dia log Section used for this span 6"dia log fb:Actual 1,653.13psi fv:Actual = 66.13 psi FB:Allowable = 1,725.00psi Fv:Allowable = 97.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.347 in Ratio= 398 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.433 in Ratio= 318 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C F/V C r C m C t Mactual lb-design Fb-allow Vactual fv-design Fv-allow +D Length=11.50 ft 1 0.220 0.156 1.000 1.000 1.000 1.000 1.000 0,99 330.63 1,500.00 0.32 13.23 85.00 +D+S+H 1.000 1.000 1.000 1.000 Length=11.50 ft 1 0.958 0.676 1.150 1.000 1.000 1.000 1.000 4.96 1,653.13 1,725.00 1.59 66.13 97.75 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length=11.50 ft 1 0.882 0.622 1.000 1.000 1.000 1.000 1.000 3.97 1,322.50 1,500.00 1.27 52.90 85.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length=11.50 it 1 0.882 0.622 1.000 1.000 1.000 1.000 1.000 3.97 1,322.50 1,500.00 1.27 52.90 85.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 • Length=11.50 ft 1 0.882 0.622 1.000 1.000 1.000 1.000 1.000 3.97 1,322.50 1,500.00 1.27 52.90 85.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.4332 5.808 0.0000 0.000 7 NL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366 Project Notes (360)876-2284 (360)876-1487 FAX Printed'13 JUN 20".1019.�, Wood Beam ENERCALC,INC.1983-2011,Build:6.11.5.3,Ver:6.11.4.1 Description: Roof Beam-Pole Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 1.725 1.725 D Only 0.345 0.345 S Only 1.380 1.380 D+S 1.725 1,725 I - - -3 n �1` O.CA x SL,o L�S�I A PROVED I MA80N CO NTT DCD PLANNING t SITE PLAN R QUIRED TO BE ON SIT . CHANGES UBJET TO APPROVAL By Date )A4 I?e Q C7�. N.L.Olson&Associates, Inc. Engineering, Planning and Land Surveying. June 13,2011 Juan Esteban PO Box 295 Belfair, WA 98528 RE: 24x48 Shop without Permit at 730 Alta Drive, Belfair Dear Mr. Esteban, On June 2"a, I met with you at 730 Alta Drive in Belfair to inspect a 24x48 shop that was constructed without a permit from Mason County. I have prepared a structural analysis of the building and this letter is a summary of my findings. The 24x48 shop is a pole building type construction. The posts are 8" diameter posts embedded approximately 3'into a concrete footing spaced 12' on center around perimeter. An 8" diameter log beam rests on top of the poles. Handmade roof trusses constructed of 4'-5" diameter logs are spaced 6' on center. Across the trusses sit 2x4 roof purlins supporting a light gage steel roof. My analysis of the structure is based on Mason County minimum load requirements for an occupancy category I structure. I have also used assumed grades of lumber based on my inspection. There is a positive connection of trusses to beam and beam to posts. Most of the structure meets minimum load requirements. However,my analysis indicates that the existing roof trusses are supporting too much roof load. They are currently spaced 6 feet apart and should be spaced about 3' apart. I recommend that you build the exact same trusses and insert the new ones between the existing to reduce the space between trusses to 3 feet. Enclosed with this letter are my structural analysis and an I lxl7 plan sheet showing the addition and my recommended retrofits. Please feel free to submit a copy of this letter with the enclosures to Mason County in support of your building permit application. Feel free to contact me with any questions. Sincerely, M. 04 Matthew Zawlocki,PE �ti w,s J Enclosure: Structural Analysis 11 x 17 building plan , IS— AL 2453 BETHEL AVENUE, P.O. BOX 637, PORT ORCHARD, WASHINGTON 98366 (360) 876-2284 FAX (360) 876-1487 F 00 3 0 MIIRAq.30 DIA1 1 WJ 51�171.) �b ('fir Ci��v3J�] ' Cl 3 5 G — 4 8 i - . }� Lv j O `r4m ?00 3TA t ►' -.7i i ��f �'�2�'� 40816 NEW 1, � T+�JSSwS bVN M-,N -� i i ..� - • . _ " \ f• 7, ' '� ' ''` �-yti� SNP �� N. L. OLSON &ASSOCIATES, INC. �._? 1 •` ...,.--.�...-..-7..er_y --.m. ,.-:—....,,sue _ .- ` THESE PLANS MUST BE ENGINEERING,PLANNING AND SURVEYING FOR INSPECTION EYING HE JOB SITE P.0.BOX 637,2453 BETHEL AVENUE T PORT ORCHARD,WASHINGTON 98366 FOR � i -2,06,�-1 7Q/' 6co I C3 REVIEWED FOR CODE COMPLIANCE MASON COUNTY BUILDING DEPARTMENT L40X- Date Documents attached to approved p�a,;s: THESE PLANS MUST 8 Site plan: ON THE JOB SITE Plan review checklist: y. S P°s FOR INSPECTION Engineering: (ID N t al Number of pages CHANGES SUBMIT CHAW S l:OR APPROV41 PRIOR TO PERFORMING"J01714 Plans include _l/� pages of engineering documents that must remain attached to approved plans MUST MEET ALL CURRENT WASHINGTON STATE CODES VENT AT 1.Sq Ft Per 150 Sq Ft UNHEATED STRUCTU 1