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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 19-00434 - 141 S 1st W BBQ Pavillion - NorthPoint Apartments John A. Martin & Associates, Teton Region - Structural Engineers 36 Professional Plaza, Suite 230 • Rexburg, ID 83440 T: 208.754.7020 • www.JohnMartinTeton.com STRUCTURAL CALCULATIONS FOR North Point Apartment Gazebo Prepared For: Garner Contracting & Development LLC 48 East 2nd North Rexburg, ID 83440 JAMA Teton Job No: T-1047 08/27/2019 [JTT] 08/2019 ASCE 7-10 Snow Loads Licensee : John A Martin Teton RegionLic. # : KW-06011573 Description :Gazebo Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:23PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Sloped Roof Snow Loads Description :per ASCE 7-10, Chapter 7 pf : Snow Load 37.80 1.20Thermal Factor 26.57Slope Unobstructed & Slippery ?No Cs 0.79 29.85 psfps, Calculated Sloped Roof Snow Load psf Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1475 @ 16' 6"2813 (1.50")Passed (52%)--1.0 D + 1.0 S (Alt Spans) Shear (lbs)1198 @ 15' 7 3/8"4658 Passed (26%)1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-lbs)3856 @ 10' 9 7/16"5458 Passed (71%)1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in)0.152 @ 10' 1/8"0.717 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.244 @ 10' 1/16"0.956 Passed (L/707)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4.24/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 12' 1" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 6" o/c unless detailed otherwise. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - SPF 3.50"3.50"1.50"416 602 1018 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50"Hanger¹1.50"550 925 1475 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LSSU210-2 3.50"N/A 18-16d 12-10dx1.5 Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 6"N/A 8.6 -- 1 - Tapered (PLF)0 to 2' 9 15/16"N/A 0.0 to 44.7 0.0 to 84.9 Generated from Roof Geometry 2 - Tapered (PLF)2' 9 15/16" to 16' 6"N/A 0.0 to 103.5 0.0 to 205.1 Generated from Roof Geometry Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 17' 9 15/16" MEMBER REPORT PASSED Level, Roof: Hip/Valley Beam 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 8/27/2019 6:24:39 PM UTC Jonathan Toone John A Martin Teton Region (208) 754-7021 jtoone@johnmartinteton.com ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: T-1047 North Point Apt Gazebo P a g e 2 / 4 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)464 @ 2 1/2"3281 (3.50")Passed (14%)--1.0 D + 1.0 S (All Spans) Shear (lbs)358 @ 1' 1 9/16"2329 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1055 @ 4' 11 1/2"3138 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.048 @ 4' 11 1/2"0.531 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.075 @ 4' 11 1/2"0.708 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 6/12 •Deflection criteria: LL (L/240) and TL (L/180). •Birdsmouth cut has not been analyzed. •Top Edge Bracing (Lu): Top compression edge must be braced at 11' 1" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 1" o/c unless detailed otherwise. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Birdsmouth - GLB 3.50"3.50"1.50"166 198 297 661 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"166 198 297 661 Blocking Dead Roof Live Snow Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 9' 11"24"15.0 20.0 30.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 11' 6 11/16" MEMBER REPORT PASSED Level, Roof: Joist 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 24" OC ForteWEB Software Operator Job Notes 8/27/2019 6:24:39 PM UTC Jonathan Toone John A Martin Teton Region (208) 754-7021 jtoone@johnmartinteton.com ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: T-1047 North Point Apt Gazebo P a g e 3 / 4 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5793 @ 4"24131 (5.50")Passed (24%)--1.0 D + 1.0 S (All Spans) Shear (lbs)4974 @ 1' 10"22628 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)35629 @ 12' 11 1/2"65171 Passed (55%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.563 @ 12' 11 1/2"1.263 Passed (L/538)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.899 @ 12' 11 1/2"1.683 Passed (L/337)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 25' 11" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25' 11" o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L = 25' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Column - DF 5.50"5.50"1.50"2165 2419 3628 8212 None 2 - Column - DF 5.50"5.50"1.50"2165 2419 3628 8212 None Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 25' 11"N/A 27.1 ---- 1 - Uniform (PSF)0 to 25' 11" (Front)9' 4"15.0 20.0 30.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Roof: Drop Beam 1 piece(s) 6 3/4" x 16 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 8/27/2019 6:24:39 PM UTC Jonathan Toone John A Martin Teton Region (208) 754-7021 jtoone@johnmartinteton.com ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: T-1047 North Point Apt Gazebo P a g e 4 / 4 Wood Column Licensee : John A Martin Teton RegionLic. # : KW-06011573 Description :Post Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:23PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . .Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 10.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +750.0 750.0 psi 700.0 625.0 170.0 475.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling about Y-Y Axis Fully braced against buckling about X-X Axis Incising Factors : for Bending 0.80 for Elastic Modulus 0.95 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 65.563 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 3.0, Lr = 2.50, S = 4.0 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.3627 Location of max.above base 0.0 ft Applied Axial 7.066 k Applied Mx 0.0 k-ft Load Combination +D+S+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 217.60Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 644.0 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2011 +D+L+H 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1810 +D+Lr+H 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2628 +D+S+H 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.3627 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2333 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.3114 +D+0.60W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1131 +D+0.750Lr+0.450W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1823 +D+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2238 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.06786 +D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1131 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.2238 Wood Column Licensee : John A Martin Teton RegionLic. # : KW-06011573 Description :Post Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:23PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.06786 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 3.066 +D+L+H 3.066 +D+Lr+H 5.566 +D+S+H 7.066 +D+0.750Lr+0.750L+H 4.941 +D+0.750L+0.750S+H 6.066 +D+0.60W+H 3.066 +D+0.750Lr+0.450W+H 4.941 +D+0.750S+0.450W+H 6.066 +0.60D+0.60W+0.60H 1.839 +D+0.70E+0.60H 3.066 +D+0.750L+0.750S+0.5250E+H 6.066 +0.60D+0.70E+H 1.839 D Only 3.066 Lr Only 2.500 L Only S Only 4.000 W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+Lr+H 0.0000 0.000 0.000 ftftinin0.000 +D+S+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr+0.750L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr+0.450W+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S+0.450W+H 0.0000 0.000 0.000 ftftinin0.000 +0.60D+0.60W+0.60H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+0.60H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.000 0.000 ftftinin0.000 +0.60D+0.70E+H 0.0000 0.000 0.000 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 0.000 0.000 ftftinin0.000 H Only 0.0000 0.000 0.000 ftftinin0.000 . Wood Column Licensee : John A Martin Teton RegionLic. # : KW-06011573 Description :Post Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:23PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Sketches Pole Footing Embedded in Soil Licensee : John A Martin Teton RegionLic. # : KW-06011573 Description :Footing Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:24PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Circular 36.0 250.0 1,500.0 Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Embedment Depth of Footing 24.0 ft Find Lateral Pressure for Given Depth +D+0.70E+0.60HGoverning Load Combination : Lateral Load 1.680 Moment 1.680 k-ft k Restraint @ Ground Surface Pressure at Depth Actual 4.132 psf Allowable 6,000.0 psf Surface Retraint Force 1,828.75 lbs Controlling Values ft^2Footing Base Area 7.069 Maximum Soil Pressure 0.9903 ksf k k k 3.0 k 2.50 4.0 k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 2.40 1.0 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft ground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Loads - (k)Moments - (ft-k) Pressure at Depth Allow - (psf)Actual - (psf) 0.00.000 0.000+D+H 1.0006,000.0 0.00.000 0.000+D+L+H 1.0006,000.0 0.00.000 0.000+D+Lr+H 1.0006,000.0 0.00.000 0.000+D+S+H 1.0006,000.0 0.00.000 0.000+D+0.750Lr+0.750L+H 1.0006,000.0 0.00.000 0.000+D+0.750L+0.750S+H 1.0006,000.0 0.00.000 0.000+D+0.60W+H 1.0006,000.0 0.00.000 0.000+D+0.750Lr+0.450W+H 1.0006,000.0 0.00.000 0.000+D+0.750S+0.450W+H 1.0006,000.0 0.00.000 0.000+0.60D+0.60W+0.60H 1.0006,000.0 Pole Footing Embedded in Soil Licensee : John A Martin Teton RegionLic. # : KW-06011573 Description :Footing Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:24PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . 4.11.680 1.680+D+0.70E+0.60H 1.0006,000.0 3.11.260 1.260+D+0.750L+0.750S+0.5250E+H 1.0006,000.0 4.11.680 1.680+0.60D+0.70E+H 1.0006,000.0 ASCE Seismic Base Shear Licensee : John A Martin Teton RegionLic. # : KW-06011573 Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:21PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Risk Category ASCE 7-10, Page 2, Table 1.5-1 Calculations per ASCE 7-10 "II" : All Buildings and other structures except those listed as Category I, III, and IVRisk Category of Building or Other Structure : Seismic Importance Factor =1 ASCE 7-10, Page 5, Table 1.5-2 Gazebo Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Longitude =111.809 deg West Location :Rexburg, ID 83440 Latitude =43.810 deg NorthMax. Ground Motions, 5% Damping : S =0.4419S g, 0.2 sec response S 0.15601 g, 1.0 sec response= Site Class, Site Coeff. and Design Category Site Classification ASCE 7-10 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.45 Fv =2.18 Maximum Considered Earthquake Acceleration ASCE 7-10 Eq. 11.4-1S = Fa * Ss 0.639=MSS = Fv * S1 =0.339M1 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-10 Eq. 11.4-3S = S * 2/3 =0.426DSMS =0.226 ASCE 7-10 Eq. 11.4-4S = S * 2/3D1M1 Seismic Design Category ASCE 7-10 Table 11.6-1 & -2=D Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . .Cantilevered column systems detailed to conform to specific classification Timber frames NOTE! See ASCE 7-10 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R "=1.50 Category "A & B" Limit:Limit = 35System Overstrength Factor " Wo "=1.50 Category "C" Limit:Limit = 35Deflection Amplification Factor " Cd "=1.50 Category "D" Limit:Limit = 35 Category "E" Limit:Not Permitted Category "F" Limit:Not Permitted Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8 Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest level =10.0 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 12.000"TL" : Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 sec Ta = Ct * (hn ^ x) =0.112 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected =0.112 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S : Short Period Design Spectral Response 0.426 " R " : Response Modification Factor 1.50 " I " : Seismic Importance Factor =1 0.284From Eq. 12.8-2, Preliminary Cs = 1.341From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.019 DS =Cs : Seismic Response Coefficient =0.2841 = = Seismic Base Shear ASCE 7-10 Section 12.8.1 W ( see Sum Wi below ) =0.00 kCs =0.2841 from 12.8.1.1 Seismic Base Shear V = Cs * W =0.00 k ASCE Seismic Base Shear Licensee : John A Martin Teton RegionLic. # : KW-06011573 Project Title: Engineer: Project ID: Printed: 27 AUG 2019, 12:21PM Project Descr: File = H:\ENGR\T-1047 North Point Gazebo\5-Miscellaneous\Enercalc\T-1047 North Point Gazebo.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # Sum Wi =0.00 k Total Base Shear =0.00 k Base Moment = 0.00 k-ftSum Wi * Hi = 0.0 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-10 12.10.1.1 Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level