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Home My WebLink AboutSTRUCTUAL CALULATIONS - 18-00378 - 449 Rolling Hills Dr - Patio CoverJTT STRUCTURAL DETAILS & CALCULATIONS FOR ANDERSON RESIDENCE r,. Prepared For: Dylan Anderson 449 Rolling Hills Drive Rexburg, ID 83440 �4S�o E Sro ��iy� a 'q7'f OF IDp'�" �� rHANT.��% JAMA Teton Job No: T-1005 04/18/2017 John A. Martin & Associates, Teton Region - Structural Engineers 36 Professional Plaza, Suite 230 - Rexburg, ID 83440 T: 208.754.7020 � www.JohnMartinTeton.com EXISTING RAKE WALL DOUBLE TOP PLATE CUT AS NECESSARY TO INSTALL NEW GLB 4-16d EACH SIDE NEW 2x KING STUD EACH SIDE OF GLULAM BEAM NEW 5-1/8x24 GLULAM BEAM DF24-V8 - NEW BUILT-UP 2x POST. BLOCK AT FLOOR AND EXTEND TO FOUNDATION -- John A. Martin & Associates STRUCTURAL ENGINEERS 38 PROFESSIONAL PLAZA SUITE 230 REXBURG IDAHO 83440 TEL: 208.754.7020 FAX 208.754.7030—.J.hW.nmTelon. ANDERSON RESIDENCE NEW 6" LONG SHAPED BLOCK AS REQ'D TO INSTALL MSTC STRAP NEW SIMPSON MSTC28 STRAP EXISTING ROOF PLANKING TO REMAIN ,c ::,,\o L\CENS E0 16 L 'ATEOF1Dp�, �gNYAN DETAIL 1 Project number Date Drawn by Checked by T-1005 1 18, 2017 SK -001 JTT JTT Scale 1" = 1'-0" 4/18/2017 1:19:09 PM REUSE E RAFTERI EXISTINC RAFTER NEW 5-1/J DF24-V8 iTING ROOF NKING TO REMAIN ORE EXISTING FTERS EACH SIDE. NTINUE SHORING TO FOUNDATION SLAB ON GRADE John A. tin DETAIL 2 & ..��a�ociates N 4WINJAM 411 IS 6, ANDERSON Project number T-1005 STRUCTURAL ENGINEERS Date Aril 18, 2017 SK -002 RESIDENCE Drawn by Author 36 PROFESSIONAL PLAZA 230 REXBURG IDAHO 83440 TEL: 208.754.7020 FAX:: 208. 203.754.7030 www.JohnMartinTetan.com Checked by Checker Scale 1" = 1'-0" 4/18/2017 1:19:10 PM .10,111 A. 1: artl)l 8 Associates Oi,A,IS-i EIJG,-4EERihe� 3•N== s DESIGN CRITERIA CODES Client: Dylan Anderson Project: Anderson Residence IBC 2012 ASCE 7-10 AISC 360-10 ACI 318-11 NDS 2012 MATERIALS Wood: Framing Lumber: 2x4 Studs: Studs Larger than 2x4 Glulam: DESIGN LIVE LOADS Typical Floor: Roof: SNOW LOAD CRITERIA Risk Category: Snow Importance Factor: Snow Exposure Factor: Thermal Factor: Ground Snow Load: Flat Roof Snow Load: DF No. 2 DF Stud DF No. 2 24F -V8 40 psf Reducible 20 psf Reducible 11 1.0 0.90 1.00 50 psf 35 psf + Drift FOUNDATIONS Allowable Net Soil Soil Pressure: 1500 psf Frost Depth: 36 in 36 Professional Plaza, Suite 230 • Rexburg, ID 83440 T: 208.754.7020 • info@JohnMartinTeton.com • www.JohnMartinTeton.com Sheet: Job # T-1005 Date: 04-17 Engineer: JTT John A. Martin T & Associate~ ASCE Snow Loads Description : Anderson Residence Flat Roof Snow Loads Description : Anderson Residence Ground Snow Load, per Fig 7-1 50.00 psf Terrain Category B (see ASCE 7-10 Section 26.7) Exposure of Roof Fully Exposed Ce : Exposure Factor, Table 7-2 0.90 Ct : Thermal Factor 1.0 : All not otherwise defined Risk Category, per Table 1.5-1 tt Importance Factor, Is, Table 1.5-2 1.00 Project Title: Engineer: Project ID: Project Descr: ZZ 18 APR 2017, 2:47PM File = p:10000 - ENGINEERINGIanderson residence.ed ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Roof Slope, Sec .7.3.4 W: Horiz. Distance from eave to ridge Roof Configuration pm, Minimum required pf, Calculated Snow Load per Equation 7-1 pf, Design Snow Load Max(pm min, pf calc) per ASCE 7-10 15.00 5.00 ft Monoslope 0.00 psf 31.50 psf 9F,.f35 psf John A. Martin L r�5S4Clptes -;. .-. r:Cir,EEzS Wood Beam Description : Ridge Beam Wood CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Project Title: Engineer: Project Descr: Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi Load Combination IBC 2015 Fb - Compr 2,400.0 psi 1,600.0 ksi Fc - Prll 1,650.0 psi Wood Species : DF/DF Fc - Perp 650.0 psi Wood Grade :24F - V8 Fv 265.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1,100.0 psi D 0.35 Lr 0.28 S 0.49 ♦ ♦ ♦ 5.125x25.5 Span = 30.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0250, Lr = 0.020, S = 0.0350 ksf, Tributary Width =14.0 ft DESIGN SUMMARY M Project ID: _ Pdnted: 18 APR 2017, 2:56PN File = p:10000 - ENGINEERINGIanderson residenre.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 E: Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.20 pcf Service loads entered. Load Factors will be applied for calculations ax mum Bending Stress Ratio = 0.854:1 Maximum Shear Stress Ratio Section used for this span 5.125x25.5 Section used for this span fb : Actual = 2,110.51 psi fv : Actual FB: Allowable = 2,469.92 psi Fv: Allowable Load Combination Location of maximum on span = +D+S+H 15.000ft Load Combination Span # where maximum occurs = Span # 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.705 in Ratio= 510>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.249 in Ratio = 288 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 = 0.423 :1 5.125x25.5 = 128.76 psi = 304.75 psi +D+S+H = 27.920 ft Span # 1 Maximum Forces_ & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length # M V Cd C FN C i C r C m C M fb Shear Values +D+H _Span - - tC L Fb V - fv Fv Length = 30.0 ft 1 0.476 0.235 0.90 0.895 1.00 1.00 1.00 1.00 1.00 42.56 919.53 1932.98 00 0.00 +D+L+H 0.895 1.00 1.00 1.00 1.00 1.00 4.89 56.1 238.50 Length = 30.0 ft 1 0.428 0.212 1.00 0.895 1.00 1.00 1.00 1.00 1.00 42.56 919.53 0.00 +D+Lr+H 0.895 1.00 1.00 1.00 1.00 1.00 2147.076 4.89 56.100 265.00 Length = 30.0 ft 1 0.5960.295 1.25 0.895 1.00 1.00 1.00 1.00 1.00 74.06 1,600.09 2684.70 97.62 +D+$+H 0.895 1.00 1.00 1.00 1.00 1.00 8.50 330.25 Length = 30.0 ft 1 0.854 0.423 1.15 0.895 1.00 1.00 1.00 1.00 1.00 97.69 2,110.51 0.00 2469.92 +D+0.750Lr+0.750L+H 0.895 1.00 1.00 1.00 1.00 1.00 10.22 128.76 304.75 Length = 30.0 ft 1 0.533 0.263 1.25 0.895 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750L+0.750S+H 0.895 1.00 1.00 1.00 1.00 1.00 66.19 1,429.95 2684.70 7.60 87.24 331.25 0.00 0.00 0.00 0.00 John A. Mal -fin & Associates Um.... Span Max. %" Defl Location in Span Load Combination +D+S+H 15.109 Vertical Reactions_ Project Title: Engineer: Protect Descr: Support notation : Far left is #1 _ Support 1 Project ID: Pnnted: 18 APR 2017, 2:56PM Wood Beam 13.025 13.025 Overall MINimum 3.405 3.405 +D+H 5.675 5.675 File = p:10000 - ENGINEERINGtanderson residence.ec6 ATE- ii 5.675 +D+Lr+H 9.875 9.875 +D+S+H 13.025 13.025 +D+0.750Lr+0.750L+H ENERCALC, INC. 1983-2017, Build:6.17.2.28, Vec6.17.2.28 Description : Ridge Beam Wood +D+0.750L+0.750S+H 11.187 11.187 +D+0.60W+H 5.675 5.675 +D+0.70E+H 5.675 5.675 +D+0.750Lr+0.750L+0.450W+H 8.825 8.825 +D+0.750L+0.750S+0.450W+H Load Combination Max Stress Ratios 11.187 +D+0.750L+0.750S+0.5250E+H 11.187 11.187 +0.60D+0.60W+0.60H 3.405 3.405 Moment Values 3.405 3.405 Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b Length = 30.0 ft 1 0.734 0.363 +D+0.60W+H 1.15 0.895 1.00 1.00 1.00 1.00 1.00 -83.90--1,812.77-2469.92--9.64-110.60 V tv F'v 304.75 Length = 30.0 ft 1 0.268 0.132 1.60 0.895 0.895 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.70E+H 0.895 1.00 1.00 1.00 1.00 1.00 42.56 919.53 3436.41 4.89 56.10 424.00 Length = 30.0 ft 1 0.268 0.132 1.60 0.895 1.00 1.00 1.00 1.00 1.00 42.56 919.53 0.00 3436.41 0.00 4.89 0.00 56.10 0.00 424.00 +D+0.750Lr+0.750L+0.450W+H 0.895 1.00 1.00 1.00 1.00 1.00 Length = 30.0 ft 1 0.416 0.206 1.60 0.895 1.00 1.00 1.00 1.00 1.00 66.19 1,429.95 0.00 3436.41 0.00 7.60 0.00 87.24 0.00 424.00 +D+0.750L+0.7505+0.450W+H 0.895 1.00 1.00 1.00 1.00 1.00 Length = 30.0 ft 1 0.528 0.261 1.60 0.895 1.00 1.00 1.00 1.00 1.00 83.90 1,812.77 0.00 3436.41 0.00 9.64 0.00 110.60 0.00 424.00 +D+0.750L+0.750S+0.5250E+H 0.895 1.00 1.00 1.00 1.00 1.00 0.00 Length = 30.0 ft 1 0.528 0.261 +0.60D+0.60W+0.60H 1.60 0.895 1.00 1.00 1.00 1.00 1.00 83.90 1,812.77 3436.41 0.00 9.64 0.00 110.60 0.00 424.00 Length = 30.0 ft 1 0.161 0.079 1.60 0.895 0.895 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D+0.70E+0.60H 0.895 1.00 1.00 1.00 1.00 1.00 25.54 551.72 3436.41 2.93 33.66 424.00 Length = 30.0 It 1 0.161 0.079 1.60 0.895 1.00 1.00 1.00 1.00 1.00 25.54 551.72 0.00 3436.41 0.00 2.93 0.00 33.66 0.00 Overall Maximum Deflections 424.00 Load Combination Span Max. %" Defl Location in Span Load Combination +D+S+H 1 1.2487 15.109 Vertical Reactions_ Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 13.025 13.025 Overall MINimum 3.405 3.405 +D+H 5.675 5.675 +D+L+H 5.675 5.675 +D+Lr+H 9.875 9.875 +D+S+H 13.025 13.025 +D+0.750Lr+0.750L+H 8.825 8.825 +D+0.750L+0.750S+H 11.187 11.187 +D+0.60W+H 5.675 5.675 +D+0.70E+H 5.675 5.675 +D+0.750Lr+0.750L+0.450W+H 8.825 8.825 +D+0.750L+0.750S+0.450W+H 11.187 11.187 +D+0.750L+0.750S+0.5250E+H 11.187 11.187 +0.60D+0.60W+0.60H 3.405 3.405 +0.60D+0.70E+0.60H 3.405 3.405 D Only 5.675 5.675 Lr Only 4.200 4.200 L Only S Only 7.350 7.350 W Only E Only H Only Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS John A. Martin Project Title: Engineer: Project ID: & Associates Protect Descr: ..'fit r-t.�:;,-,. �NC•It�.ECi= _ Panted: 18 APR 2017, 2:56PM Wood Column File =p:10000-ENGINEERINGIandersonresidence.ec6 • t.t ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Description : Wood Post Code References C D C Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Stress Ratios Maximum Shear Ratios Load Combinations Used : IBC 2015 P General Information Status Location Analysis Method : Allowable Stress Design Wood Section Name 3-2x4 Location End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber 1.000 1.000 Overall Column Height 12.0 ft Wood Member Type Sawn ___ 0.0 It O.Oft ( Used for non -slender calculations ) PASS 12.0 ft Wood Species Douglas Fir - Larch Exact Width 4.50 in Allow Stress Modification Factors Wood Grade Construction Exact Depth 3.50 in Cf or Cv for Bending 1.0 Fb - Tension 1,000.0 psi Fv 180.0 psi Area 15.750 inA2 Cf or Cv for Compression 1.0 Fb - Compr 1,000.0 psi Ft 650.0 psi Ix 16.078 inA4 Cf or Cv for Tension 1.0 Fc - Prll 1,650.0 psi Density 31.20 pcf ly 26.578 inA4 Cm : Wet Use Factor 1.0 Fc - Perp 625.0 psi Ct : Temperature Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Cfu : Flat Use Factor 1.0 Basic 1,500.0 1,500.0 1,500.0 Kf : Built-up columns ksi 1,0 runs 15.3.2 Minimum 550.0 550.0 Use Cr: Repetitive ? No 12.0 ft 12.0 ft Brace condition for deflection (buckling) along columns : 1.600 1.600 1.000 1.000 X -X (width) axis: Fully braced against buckling along X -X Axis PASS PASS 0.0 ft Y -Y (depth) axis: Fully braced against buckling along Y -Y Axis PASS Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 40.950 lbs * Dead Load Factor 0.2131 PASS AXIAL LOADS ... 0.0 0.0 PASS Axial Load at 12.0 ft, D = 5.670, Lr = 4.20, S = 7.350 k +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 1.600 1.600 DESIGN SUMMARY _ 0.2699 PASS Bending & Shear Check Results 0.0 PASS PASS PASS Max. Axial+Bending Stress Ratio = 0.4370 :1 Load Combination Maximum SERVICE Lateral Load Reactions . . 1.600 +D+S+H Governing NDS Forumla Comp Only, fc/Fc' Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X 0.0 k 0.0 k Location of max.above base 0.0 ft 0.0 PASS At maximum location values are ... Maximum SERVICE Load Lateral Deflections ... pp Applied Axial 13.061 k Y Along Y- 0.0 in at 0.0 ft above base Applied Mx 0.0 k -ft for load combination : n/a PASS Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 It above base Fc: Allowable 1,897.50 psi for load combination : n/a PASS Maximum Shear Stress Ratio = 0.0:1 Other Factors used to calculate allowable stresses ... Load Combination +0.60D+0.70E+0.60H Bending Com ression Tension Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Load Combination C D C Maximum Axial + Bending Stress Stress Ratios Maximum Shear Ratios _ P Ratio Status Location Stress Ratio Status Location +D+H +D+L+H 0.900 1.000 1.000 1.000 0 .2442 0.2198 PASS PASS ___ 0.0 It O.Oft 0.0 PASS 12.0 ft +D+Lr+H +D+S+H 1.250 1.000 0.3051 PASS 0.0 ft 0.0 0.0 PASS PASS 12.0 ft 12.0 ft +D+0.750Lr+0.750L+H 1.150 1.250 1.000 1.000 0.4370 0.2728 PASS PASS 0.0 ft 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+H +D+0.60W+H 1.150 1.000 0.3755 PASS 0.0 ft 0.0 0.0 PASS PASS 12.0 ft 12.0 ft +D+0.70E+H 1.600 1.600 1.000 1.000 0.1373 0.1373 PASS PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.2131 PASS 0.0 ft 0.0 ft 0.0 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 1.600 1.600 1.000 0.2699 PASS 0.0 ft 0.0 PASS PASS 12.0 ft 12.0 ft +0.60D+0.60W+0.60H 1.600 1.000 1.000 0.2699 0.08241 PASS PASS 0.0 ft 0.0 ft 0.0 PASS 12.0 ft 0.0 PASS 12.0 ft John A. Martin Project Title: Engineer: Project ID: & Asso tes Project Descr: Description : Wood Post Load Combination Results Pnnted: 18 APR 2017, 2:56PM Load Combination C D C Maximum Axial + Bending Stress Ratios Stress Maximum Shear Ratios p Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 1.000 0.08241 PASS 0.0 ft 0.0 PASS 12.0 ft Maximum Reactions_ - Note: Only non -zero reactions are listed Load Combination X -X Axis Reaction Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base +p+H k - - -- +D+L+H k k 5.711 k +D+Lr+H k k 5.711 k +D+S+Hk k 9.911 k +D+0.750Lr+0.750L+H k k 13.061 k +D+0.750L+0.750S+H k k 8.861 k +D+0.60W+H k k 11.223 k +D+0.70E+H k k 5.711 k +D+0.750Lr+0.750L+0.450W+H k k 5.711 k +D+0.750L+0.750S+0.450W+H k k 8.861 k +D+0.750L+0.7505+0.5250E+H k k 11.223 k +0.60D+0.60W+0.60H k k 11.223 k +0.60D+0.70E+0.60H k k 3.427 k D Only k k 3 427 k Lr Only k k 5.711 k L Only k 4.200 k S Only k k k k W Only k . 7350 k E Only k k k H Only k k k Maximum Deflections for Load Combinations k Load Combination Max. X -X Deflection Distance Max. 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 0.000 in 0.000 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 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 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 0.000 in 0.000 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 0.000 in 0.000 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 John A. Martin Project Title: Engineer: Project ID: t $r Associates. Project Descr: AIAL - -;A _ - Printed: 18 APR 2017, 2:56PM Wood Column File =p:10000-ENGINEERINUandersonresidence.ec6 iii ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Description : Wood Post Sketches Y Load 1 X — _- 32X4_- - A 0 I L m d 17z2ak 4.50 in Loads are total entered value. Arrows do not reflect absolute direction.