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HomeMy WebLinkAboutEngineer's Letter 03.24.2020CIVCO Engineering, Inc. Civil Engineering Consultants P.O. Box 1758 1256 West 400 South Vernal, Utah 84078 March 24, 2020 Lisa Locke 207 Buckthorn Road New Castle, CO 81647 Dear Llsa: Subject: Locke Residence - Sun Meadow Estates, Lot 10 I am writing to address the comments that Dave Argo made in his message (dated 03/11/20) regarding the residence that is proposed for Lot 10 of the Sun Meadow Estates development. In order corresponding to the order of Mr. Argo's comments, I offer the following: 1. Snow Load Requirements - The truss manufacturer has designed the truss package using the appropriate 40 psf snow load. I have verified through calculations (see enclosed) that the non -truss roof framing noted in the architectural drawings is sized appropriately for a 40 psf snow load. Use 24F -V4 glulam beams. In place of 3-1/8'x10-1/2' glulam headers, use 2 -ply 1-3/4"x11-7/8" LVL headers. In place of 4x10 headers, use 3 -ply 2x10 headers. 2. Wall Bracing & Lateral Loading - I have provided with this letter, a diagram of braced wall lines and braced wall panels that demonstrates how the home meets the requirements of IRC Section 602.10. Braced wall panels adjacent to overhead garage doors should be 'Method PFG' per IRC Table R602.10.4 and IRC Figure R602.10.6.3. All other perimeter braced wall panels should be 'Method CS-WSP' per IRC Table R602.10.4. Interior braced wall panels should be 'Method GB' per IRC Table R602.10.4. Sincerely, Vance V. King, PSE Structural Engineer CIVCO Engineering, Inc. WK/wk Enclosure Cc: Project File Phone (435)789-5448 * Fax (435)789-4485 Email: vanceking@civcoengineering.com PO Box 1758 Vernal, UT 84078 (435)789-5448 Project Information Llc. # : KW -06008845 Project Title: Engineer: Project ID: Project Descr: Printed: 29 JAN 2020, 8:31AM Project Title : Locke Residence Description : Single-family residence with crawlspace foundation File = 5:11_PROJECTS12020i21 SlrucluresVasidentiallocke, ILsa\ec&\LQCKE.ecB Software capyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Licensee : CIVCO ENGINEERING I.D. Address : 329 CR 216, Lot 10 Sun Meadow Estates, Rifle, CO 81650 Project Leader : Vance V King, P.E. Phone : Project Notes Fax : eMail : PO Box 1758 Vernal, UT 84078 (435)789-5448 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:43PM Wood Beam LEO. # : KW060011315 DESCRIPTION: 5.125 x 15 GLB - PATIO COVER RIDGE BEAM CODE REFERENCES File = SM_PRQIECTS17A2i?I21_51ruClureMeldenliBNadse, Iisa\ec61LOCKE.ec6 Software Copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 CiVCO ENGINEERING Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination :IBC 2015 Wood Species Wood Grade DF/DF 24F -V4 Fb + Fb- Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 4 D(0.14),S(0.28) 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend-yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31.21 pcf F 5.125x15 Span = 20.0 ft Applied Loads Uniform Load : D = 0.020, S = 0.040 ksf, Tributary DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Width =7.Oft Maximum Bending Stress Ratio = Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.483 1 5.125x15 1,311.22 psi 2,712.30 psi +D+S+H 10.000ft Span #1 Maximum Shear Stress Ratio Section used for this span 0.391 in Ratio = 0.000 in Ratio = 0.586 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 614 >=360 0 <360 409 >=180 0 <180 Design OK 0.236: 1 5.125x15 71.78 psi 304.75 psi +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C t CL M fb Shear Values F'b V fv F'v +D+H Length = 20.0 ft 1 0 206 0.100 +D+L+H Length = 20,0 ft 1 0.185 0.090 +D+Lr+H Length = 20.0 ft 1 0.148 0.072 +D+S+H Length = 20.0 ft 1 0.483 0.236 +D+0.750Lr+0.750L+H Length = 20.0 ft 1 0.148 0.072 +D+0.750L+0.750S+H Length = 20.0 ft 1 0.403 0.196 +D+0.60W+H Length = 20.0 ft 1 0.116 0.056 0.90 1,00 1.25 1.15 1.25 1.15 1.60 0.983 0.983 0.983 0.983 0.983 0.983 0.983 0.983 0.983 0.983 0.983 0.983 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.00 437.07 7.00 437.07 7.00 437.07 21.00 1,311.22 7.00 437.07 17.50 1,092.68 7.00 437.07 0.00 2122.67 0.00 2358.52 0.00 2948.15 0.00 2712.30 0.00 2948.15 0.00 2712.30 0.00 3773.63 0.00 0.00 1.23 23,93 0.00 0.00 1.23 23.93 0.00 0.00 1.23 23.93 0.00 0.00 3.68 71.78 0.00 0.00 1.23 23.93 0.00 0.00 3.07 59.82 0.00 0.00 1.23 23.93 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 0.00 424.00 PO Box 1758 Vernal, UT 84078 (435)789-5448 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:43PM Wood Beam Lic. # : KW -06006815 DESCRIPTION: 5.125 x 15 GLB - PATIO COVER RIDGE BEAM Load Combination Max Stress Ratios File = 5:11-pR4,lECTS12020121,.SUucturearesidentiaRlocice, Ilsalec8tOCKEec6 Software copyright ENERCALC, INC. 1983-2020. Build:12.20.2.24 CIVCO ENGINEERING Moment Values Shear Values Segment Length Span # M V C d C FN Ci Cr CM C t CL fb F'b V fv F'v +D+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.116 0.056 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.00 437.07 3773.63 1.23 23.93 424.00 +D+0.750Lr+0.750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.116 0.056 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.00 437.07 3773.63 1.23 23.93 424.00 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.290 0.141 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.50 1,092.68 3773.63 3.07 59.82 424.00 +D+0.750L+0.7505+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.290 0.141 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.50 1,092.68 3773.63 3.07 59.82 424.00 +0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.069 0.034 1.60 0.983 1.00 1.00 1 00 1.00 1.00 4.20 262.24 3773.63 0.74 14.36 424.00 +0.60D+0.70E+0.60H 0,983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.069 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.20 262.24 3773.63 0.74 14.36 424.00 Overall Maximum Deflections Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.5862 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.200 4.200 Overall MINimum 2.800 2.800 +D+H 1.400 1.400 +D+L+H 1.400 1.400 +D+Lr+H 1.400 1.400 +D+S+H 4.200 4.200 +D+0.750Lr+0.750L+H 1.400 1.400 +D+0.750L+0.750S+H 3.500 3.500 +D+0.60W+H 1.400 1.400 +D+0.70E+H 1 400 1.400 +D+0.750Lr+0.750L+0.450W+H 1.400 1.400 +D+0.750L+0.750S+0.450W+H 3.500 3 500 +D+0.750L+0.750S+0.5250E+H 3.500 3.500 +0.60D+0.60W+0.60H 0.840 0 840 +0.60D+0.70E+0.60H 0.840 0.840 D Only 1.400 1.400 Lr Only L Only S Only 2.800 2.800 W Only E Only H Only PO Box 1758 Vernal, UT 84078 (435)789-5448 Wood Beam Lic. # : KW -06006815 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:43PM DESCRIPTION: 5.125 x 13.5 GLB - PATIO COVER EAVE BEAM CODE REFERENCES File = S:\1_PROJECTS\2020\21_Structures\resIdential\locke, Ilsa'ecfi1LOCKE.ecS Software copyright ENERCAE,C, INC. 1983-2020. BuiId:12.20.2.24 CIVCO ENGINEERING Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination :IBC 2015 Fb + Fb - Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F -V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31.21 pcf 13[0.14V(0.28) e F 5.125x13.5 Span = 16.50 ft Applied Loads Uniform Load : D = 0.020, S = 0.040 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. = 0.399 1 5.125x13.5 = 1,101.79psi 2,760.00psi +D+S+H = 8.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.248 in Ratio = 0.000 in Ratio = 0.372 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 797 >=360 0 <360 531 >=180 0 <180 Desk n OK 0.214: 1 5.125x13.5 65.25 psi 304.75 psi +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Shear Values Cm C t CL M fb F'b V fv F'v +D+H Length =16.50 ft 1 0.170 +D+L+H Length =16.50 ft 1 0.153 +D+Lr+H Length = 16.50 ft 1 0.122 +D+S+H Length = 16.50 ft 1 0.399 +D+0.750Lr+0.750L+H Length = 16.50 ft 1 0.122 +D+0,750L+0.750S+H Length = 16.50 ft 1 0.333 +D+0.60W+H Length = 16.50 ft 1 0.096 0.091 0.90 0.082 1.00 0.066 1.25 0.214 1.15 0.066 1.25 0.178 1.15 0.051 1.60 1 000 1.000 1.000 1 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.76 367.26 4.76 367.26 4.76 367.26 14.29 1,101.79 4.76 367.26 11.91 918.16 4.76 367.26 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 2760.00 0.00 3840.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 3.01 0.00 1.00 0.00 2.51 0.00 1.00 0.00 21.75 0.00 21.75 0.00 21.75 0.00 65.25 0.00 21.75 0.00 54.38 0.00 21.75 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 0.00 424.00 PO Box 1758 Vernal, UT 84078 (435)789-5448 Wood Beam Llc. x : KW -08008815 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:43PM DESCRIPTION: 5.125 x 13.5 GLB - PATIO COVER EAVE BEAM Load Combination Max Stress Ratios File= S11 fROJECTS12020121-.StruciwesVesfdaaGa Locke, Ilsalec6+LOCKE.ec6 Software •.ght ENERCALC, INC. 1983-2020,306:12.20.2.24 . CiVCO ENGINEERING Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.096 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.096 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.239 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.239 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =16.50 ft 1 0.057 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.057 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 0.00 0.00 0.00 0.00 4.76 367.26 3840.00 1.00 21.75 424.00 0.00 0.00 0.00 0.00 4.76 367.26 3840.00 1.00 21 75 424.00 0,00 0.00 0 00 0,00 11.91 918.16 3840.00 2,51 54.38 424.00 0.00 0.00 0.00 0.00 11.91 918.16 3840.00 2.51 54.38 424.00 0.00 0.00 0.00 0.00 2.86 220.36 3840.00 0.60 13.05 424.00 0.00 0.00 0.00 0.00 2.86 220.36 3840.00 0.60 13.05 424.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.3725 8.310 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 3.465 3.465 Overall MINimum 2.310 2.310 +D+H 1.155 1.155 +D+L+H 1.155 1.155 +D+Lr+H 1.155 1.155 +D+S+H 3.465 3.465 +D+0.750Lr+0.750L+H 1.155 1.155 +D+0.750L+0.750S+H 2.888 2.888 +D+0.60W+H 1.155 1.155 +D+0.70E+H 1.155 1.155 +D+0.750Lr+0.750L+0.450W+H 1.155 1.155 +D+0.750L+0_7505+0.450W+H 2888 2.888 +D+0.750L+0.750S+0.5250E+H 2.888 2.888 +0.60D+0.60W+0.60H 0.693 0.693 +0.60D+0.70E+0.60H 0.693 0.693 D Only 1.155 1.155 Lr Only L Only S Only 2.310 2.310 W Only E Only H Only PO Box 1758 Vernal, UT 84078 (435)789-5448 Project Title: Locke Residence Engineer: Vance V King, P E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:42PM Wood Beam DESCRIPTION: 5.125 x 13.5 GLB - PATIO COVER GABLE -END BEAM CODE REFERENCES File = S:\1_PROJECTS\2020\21_Structures\residential0ocke, IIsa\ec6t0CKE.ec6 Software copyright ENERCAI.C, INC. 1983.2020, Build:12.20.2.24 CIVCO ENGINEERING Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination :IBC 2015 Wood Species : DF/DF Wood Grade : 24F -V4 Beam Bracing : Completely Unbraced Fb + Fb - Fc - Prll Fc - Perp Fv Ft 2400 psi E : Modulus of Elasticity 1850 psi Ebend- xx 1800 ksi 1650 psi Eminbend xx 950 ksi 650 psi Ebend- yy 1600ksi 265 psi Eminbend yy 850ksi 1100 psi Density 31.21 pcf D(1.4) S(2.8) 5.125x13.5 Span = 14.50 ft Applied Loads Point Load: D = 1.40, S = 2.80 k @ 7.250 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.439 1 5.125x13.5 1,173.62 psi 2,674.23 psi +D+S+H 7.250 ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.163 in Ratio = 0.000 in Ratio = 0.245 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1065 >=360 0 <360 710>=180 0 <180 Design OK 0.149: 1 5.125x13.5 45.53 psi 304.75 psi +D+S+H = 0.000 ft Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr +D+H Length = 14.50 ft 1 0.185 0.064 +D+L+H Length = 14.50 ft 1 0.167 0.057 +D+Lr+H Length = 14.50 ft 1 0.135 0.046 +D+S+H Length = 14.50 ft 1 0.439 0.149 +D+0.750Lr+0.750L+H Length = 14.50 ft 1 0.135 0.046 +D+0.750L+0.750S+H Length = 14.50 ft 1 0.366 0.124 +D+0.60W+H Length = 14.50 ft 1 0.108 0.036 0.90 1.00 1.25 1.15 1.25 1.15 1.60 Cm C CL Moment Values Shear Values M fb F'b V iv F'v 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.97 0.97 0.96 0.96 0.97 0.97 0.96 0.96 0.97 0.97 0.95 5.07 391.21 5.07 391.21 5.07 391.21 15.23 1,173.62 5.07 391.21 12.69 978.02 5.07 391.21 0.00 2112.81 0.00 2339.25 0.00 2893.96 0.00 2674.23 0.00 2893.96 0.00 2674.23 0.00 3634.21 0.00 0.70 0.00 0.70 0.00 0.70 0.00 2.10 0.00 0.70 0.00 1.75 0.00 0.70 0.00 15.18 0.00 15.18 0.00 15.18 0.00 45.53 0.00 15.18 0.00 37.94 0.00 15.18 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 0.00 424.00 PO Box 1758 Vernal, UT 84078 (435)789-5448 I Wood Beam Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:42PM File =6:11_PROJECTSt2020121_ tnicairesve&tdentialliocke,Iisa\ec6\LOCKE.ec6 Software -.Am M ENERCALC, INC.1983-2020, Buila:12.20.2.24 Llc. # : KW -06006815 CIVCO ENGINEERIN DESCRIPTION: 5.125 x 13.5 GLB - PATIO COVER GABLE -END BEAM Load Combination Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Max Stress Ratios Moment Values Shear Values +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=14.50ft 1 0.108 0.036 1.60 1.000 1.00 1.00 1.00 1.00 0.95 5.07 391.21 3634.21 0.70 15.18 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1,00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.108 0.036 1 60 1.000 1.00 1.00 1.00 1.00 0.95 5.07 391.21 3634.21 0.70 15.18 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.269 0 089 1.60 1.000 1.00 1.00 1.00 1.00 0.95 12.69 978.02 3634.21 1,75 37.94 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=14.50ft 1 0.269 0.089 1.60 1.000 1.00 1.00 1.00 1.00 0.95 12.69 978.02 3634.21 1.75 37.94 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.065 0 021 1.60 1.000 1.00 1.00 1.00 1.00 0.95 3.04 234.72 3634.21 0.42 9.11 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 100 1.00 0.95 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0 065 0.021 1.60 1.000 1.00 1.00 1.00 1.00 0.95 3.04 234.72 3634.21 0.42 9.11 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.2450 7.250 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 2.100 2.100 Overall MINimum 1.400 1.400 +D+H 0.700 0.700 +D+L+H 0.700 0.700 +D+Lr+H 0.700 0.700 +D+S+H 2.100 2.100 +D+0.750Lr+0.750L+H 0.700 0.700 +D+0.750L+0.750S+H 1.750 1.750 +D+0.60W+H 0.700 0.700 +D+0.70E+H 0.700 0.700 +D+0.750Lr+0.750L+0.450W+H 0.700 0.700 +D+0.750L+0.750S+0.451W+H 1.750 1.750 +D+0.750L+0.750S+0.5250E+H 1.750 1.750 +0.60D+0.60W+0.60H 0.420 0.420 +0.60D+0.70E+0.60H 0.420 0.420 D Only 0.700 0.700 Lr Only L Only S Only 1.400 1.400 W Only E Only H Only PO Box 1758 Vernal, UT 84078 (435)789-5448 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:52PM Wood Beam Lte. # : KW'06006015 DESCRIPTION: 2x8's @ 24" 0.C. - Patio Cover Roof Joists (8:12 Slope) CODE REFERENCES Fife = S:11_PROJECTS12020121_Slruclures)resldenUallocke, Iisalec61LOCKE.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 CIVCO ENGINEERING Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing Fb + Fb - Fc- Prll Hem -Fir Fc - Perp No.2 Fv Ft : Beam is Fully Braced against lateral -torsional buckling 0(0.033) S(0.067) 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470 ksi Density 26.84 pcf Repetitive Member Stress Increase F 2x8 Span = 9.0 ft Applied Loads Uniform Load : D = 0.0330, S = 0.0670 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.685 1 2x8 924.61 psi 1,348.95psi +D+S+H 4.500ft Span #1 0.161 in 0.000 in 0.240 in 0.000 in Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 672 >=360 0 <360 450 >=180 0 <180 0.313 : 1 2x8 53.91 psi 172.50 psi +D+S+H 8.409 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Ci Cr Moment Values Cm C t CL M fb F'b Shear Values V fv F'v +D+H Length = 9.0 ft 1 0.289 0.132 +D+L+H Length = 9.0 ft 1 0.260 0.119 +D+Lr+H Length = 9.0 ft 1 0.208 0.095 +D+S+H Length = 9.0 ft 1 0.685 0.313 +D+0.750Lr+0.750L+H Length = 9.0 ft 1 0.208 0.095 +D+0.750L+0.750S+H Length = 9.0 ft 1 0.571 0.260 +D+0.60W+H Length = 9.0 ft 1 0.163 0.074 0.90 1.00 1.25 1.15 1.25 1.15 1.60 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1,200 1.200 1.200 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1,15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 t00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.01 0.33 0.84 0.33 305.12 305.12 305.12 924.61 305.12 769.74 305.12 0.00 1055.70 0.00 1173.00 0.00 1466.25 0.00 1348.95 0.00 1466.25 0.00 1348.95 0.00 1876.80 0.00 0.13 0.00 0.13 0.00 0.13 0.00 0.39 0.00 0.13 0.00 0.33 0.00 0.13 0.00 17.79 0.00 17.79 0.00 17.79 0.00 53.91 0.00 17.79 0.00 44.88 0.00 17.79 0.00 135.00 0.00 150.00 0.00 187.50 0.00 172.50 0.00 187.50 0,00 172,50 0.00 240.00 PO Box 1758 Vernal, UT 84078 (435)789-5448 Wood Beam Ltc. t : KW -06006815 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 2:52PM DESCRIPTION: 2x8's @ 24" O.C. - Patio Cover Roof Joists (8:12 Slope) Load Combination Max Stress Ratios Ale=S:t1_PROJECTS12020121_SlruclureslresIdendallocke, I1sa1ec6uACKE.ec6 Software cop "Ott ENERCALC. INC. 1S83.2020. Build:12.20.2.24 CIVCO ENGINEERING Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.163 0.074 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.33 305.12 1876.80 0.13 17.79 240.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.163 0 074 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.33 305.12 1876.80 0.13 17.79 240.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0 410 0.187 1.60 1.200 1.00 1.15 1.00 1 00 1.00 0.84 769.74 1876.80 0.33 44 88 240.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.410 0.187 1.60 1.200 1 00 1.15 1.00 1.00 1.00 0.84 769.74 1876.80 0.33 44 88 240.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.098 0.044 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.20 183.07 1876.80 0.08 10.67 240.00 +0.60D+0 70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0 098 0.044 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.20 183.07 1876.80 0.08 10.67 240.00 Overall Maximum Deflections Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.2398 4.533 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.450 0.450 Overall MINimum 0.302 0.302 +D+H 0.149 0.149 +D+L+H 0.149 0.149 +D+Lr+H 0.149 0.149 +D+S+H 0.450 0.450 +D+0.750Lr+0.750L+H 0.149 0.149 +D+0.750L+0.750S+H 0.375 0.375 +D+0.60W+H 0.149 0.149 +D+0.70E+H 0.149 0.149 +D+0.750Lr+0.750L+0.450W+H 0.149 0.149 +D+0.750L+0.750S+0.450W+H 0.375 0.375 +D+0.750L+0.750S+0.5250E+H 0.375 0.375 +0.60D+0.60W+0.60H 0.089 0.089 +0.60D+0.70E+0.60H 0.089 0.089 D Only 0.149 0.149 Lr Only L Only S Only 0.302 0.302 W Only E Only H Only PO Box 1758 Vernal, UT 84078 (435)789-5448 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 3:02PM Wood Column Lic. # : KW -06008815 File = S:\1_PROJECTS\2020\21_Structures\resldential\locke, lisa\ec6\LOCKE.ec6 . Software capyr•: hl ENERCA4C, INC. 3983.2020. Build:12.20.2.24 _ CIVCO ENGINEERING DESCRIPTION: 6X6 - PATIO COVER COLUMN Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Hem -Fir Wood Grade No.2 Fb + 575.0 psi Fv Fb - 575.0 psi Ft Fc - PrII 575.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1,100.0 Minimum 400.0 11 ft 140.0 psi 375.0 psi 26.840 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly y -y Bending Axial 1,100.0 1,100.Oksi 400.0 Applied Loads Column self weight included : 62.021 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft, D = 1.860, S = 3.710 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 30.250 in^2 76.255 in^4 76.255 in^4 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns X -X (width) axis : Y -Y (depth) axis : 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3,2 No Unbraced Length for buckling ABOUT Y -Y Axis = 11 ft, K = 1.0 Unbraced Length for buckling ABOUT X -X Axis = 11 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.4412 : 1 +D+S Comp Only, fc/Fc' 0.0 ft 5.632 k 0.0 k -ft 0.0 k -ft 421.985 psi 0.0 : 1 +0.60D 11.0 ft 0.0 psi 224.0 psi Load Combination D Only +D+S +DA -0.750S +0.60D Maximum Reactions Load Combination D Only +D+S +D+0.7505 CD Cp 0.900 0.724 1.150 0.638 1.150 0.638 1.600 0.513 Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft for load combination : n/a Along X -X 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Comoression above base 0.0 ft above base 0.0 k 0.0 k Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.1696 PASS 0.0 ft 0.4412 PASS 0.0 ft 0.3685 PASS 0.0 ft 0.08083 PASS 0.0 ft Tension Maximum Shear Ratios Stress Ratio Status Location 0.0 0.0 0.0 0.0 PASS PASS PASS PASS 11.0 ft 1 1. 0 ft 11.Oft 11.0 ft 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 @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 1.922 5.632 4.705 PO Box 1758 Vernal, UT 84078 (435)789-5448 Wood Column Lic. # : Kw -06005815 Project Title: Locke Residence Engineer: Vance V King, P.E. Project ID: Project Descr: Single-family residence with crawlspace foundation Printed: 24 MAR 2020, 3:02PM DESCRIPTION: 6X6 - PATIO COVER COLUMN Maximum Reactions Load Combination File = S:\1_PROJECTS\2020\21_Structures\residential\locke, lisa\ec6\LOCKE.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2,24 CIVCO ENGINEERING 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 @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D S Only Maximum Deflections for Load Combinations 1.153 3.710 Load Combination Max, X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 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 Sketches 10 Iv Load 1 Jkir 66 5.50 in +X LEGEND /r BRACED WALL PANEL BRACED WALLLINE TERMINATION BRACED WALL LINE if, , PORCH v.k1 • PMING e l GREAT I t • T'i YL. I FOYER BRACE WALL LINES •1 - I - • 118" = 1-0" MASTER L w O I0 U 0 m 0 O wV J m Sheet Na S.2