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HomeMy WebLinkAboutB17-0114 Structural Calculations STRUCTURAL DESIGN CALCULATIONS BIGHORN RESIDENCE 4367 COLUMBINE DR VAIL, CO June 26, 2017 Prepared by 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 970.945.5948 fax Load Combinations Description Solve PD...SR...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact... 1 IBC 16-1 Yes Y DL 1.42IBC 16-2 (...Yes Y DL 1.2 LL 1.6 LLS 1.6 3 IBC 16-2 (...Yes Y DL 1.2 LL 1.6 LLS 1.6 SL .5 SLN .5 4 IBC 16-3 (...Yes Y DL 1.2 SL 1.6 SLN 1.6 LL .5 LLS 1 5 IBC 16-3 (...Yes Y DL 1.2 W....5 6 IBC 16-3 (...Yes Y DL 1.2 WLZ .57IBC 16-3 (...Yes Y DL 1.2 W...-.5 8 IBC 16-3 (...Yes Y DL 1.2 WLZ -.5 9 IBC 16-3 (...Yes Y DL 1.2 SL 1.6 SLN 1.6 W....5 10 IBC 16-3 (...Yes Y DL 1.2 SL 1.6 SLN 1.6 WLZ .5 11 IBC 16-3 (...Yes Y DL 1.2 SL 1.6 SLN 1.6 W...-.512IBC 16-3 (...Yes Y DL 1.2 SL 1.6 SLN 1.6 WLZ -.5 13 IBC 16-4 (...Yes Y DL 1.2 W...1 LL .5 LLS 1 14 IBC 16-4 (...Yes Y DL 1.2 WLZ 1 LL .5 LLS 1 15 IBC 16-4 (...Yes Y DL 1.2 W...-1 LL .5 LLS 1 16 IBC 16-4 (...Yes Y DL 1.2 WLZ -1 LL .5 LLS 117IBC 16-4 (...Yes Y DL 1.2 W...1 LL .5 LLS 1 SL .5 SLN .5 18 IBC 16-4 (...Yes Y DL 1.2 WLZ 1 LL .5 LLS 1 SL .5 SLN .5 19 IBC 16-4 (...Yes Y DL 1.2 W...-1 LL .5 LLS 1 SL .5 SLN .5 20 IBC 16-4 (...Yes Y DL 1.2 WLZ -1 LL .5 LLS 1 SL .5 SLN .5 21 IBC 16-6 (...Yes Y DL .9 W...122IBC 16-6 (...Yes Y DL .9 WLZ 1 23 IBC 16-6 (...Yes Y DL .9 W...-1 24 IBC 16-6 (...Yes Y DL .9 WLZ -1 RISA-3D Version 15.0.0 Page 1 MOMENT FRAME @ GARAGE Page 1 of 9 N1 N2 N3 N4 -.02k/ft -10.09k Y XZ Loads: DL - Dead LoadEnvelope Only Solution MOMENT FRAME @ GARAGE Page 2 of 9 N1 N2 N3 N4 -2.14k Y XZ Loads: LL - Live LoadEnvelope Only Solution MOMENT FRAME @ GARAGE Page 3 of 9 N1 N2 N3 N4 19.2k Y XZ Loads: WL - Wind LoadEnvelope Only Solution MOMENT FRAME @ GARAGE Page 4 of 9 N1 N2 N3 N4 -.2k/ft -22.52k Y XZ Loads: SL - Snow LoadEnvelope Only Solution MOMENT FRAME @ GARAGE Page 5 of 9 MOMENT FRAME @ GARAGE Page 6 of 9 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Che... Loc[ft] LC Shear C... Loc[ft] ... ... Pnc/o... Pnt/o... Mnyy/om [k-ft]Mnzz/om [...... Eqn 1 M1 W10x26 .001 11 1 .000 0 y 1 114.556 227.844 18.713 60.165 1 H1-1b 2 M2 W18x46 .792 20 4 .315 20 y 4 58.714 404.192 29.192 200.924 ...H1-1b 3 M3 W10x26 .001 0 1 .000 0 y 1 114.556 227.844 18.713 60.165 1 H1-1b RISA-3D Version 15.0.0 Page 1 MOMENT FRAME @ GARAGE Page 7 of 9 Envelope Member Section Stresses Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 1 M1 1 max 0 1 0 1 0 1 0 1 0 1 0 1 0 12min01010101010101 3 2 max -.008 21 0 1 0 1 0 1 0 1 0 1 0 1 4 min -.013 1 0 1 0 1 0 1 0 1 0 1 0 1 5 3 max -.017 21 0 1 0 1 0 1 0 1 0 1 0 1 6 min -.026 1 0 1 0 1 0 1 0 1 0 1 0 174max-.025 21 0 1 0 1 0 1 0 1 0 1 0 1 8 min -.039 1 0 1 0 1 0 1 0 1 0 1 0 1 9 5 max -.034 21 0 1 0 1 0 1 0 1 0 1 0 1 10 min -.052 1 0 1 0 1 0 1 0 1 0 1 0 1 11 M2 1 max 0 1 2.487 4 0 1 -2.277 21 12.732 4 0 1 0 112min01.437 21 0 1 -12.732 4 2.277 21 0 1 0 1 13 2 max 0 1 2.181 4 0 1 -.218 21 1.134 4 0 1 0 1 14 min 0 1 .391 21 0 1 -1.134 4 .218 21 0 1 0 1 15 3 max 0 1 1.875 4 0 1 8.943 4 -1.614 21 0 1 0 1 16 min 0 1 .346 21 0 1 1.614 21 -8.943 4 0 1 0 1174max01-1.093 21 0 1 6.238 4 -1.142 21 0 1 0 1 18 min 0 1 -5.984 4 0 1 1.142 21 -6.238 4 0 1 0 1 19 5 max 0 1 -1.139 21 0 1 -4.404 21 24.258 4 0 1 0 1 20 min 0 1 -6.29 4 0 1 -24.258 4 4.404 21 0 1 0 1 21 M3 1 max -.034 21 0 1 0 1 0 1 0 1 0 1 0 122min-.052 1 0 1 0 1 0 1 0 1 0 1 0 1 23 2 max -.025 21 0 1 0 1 0 1 0 1 0 1 0 1 24 min -.039 1 0 1 0 1 0 1 0 1 0 1 0 1 25 3 max -.017 21 0 1 0 1 0 1 0 1 0 1 0 1 26 min -.026 1 0 1 0 1 0 1 0 1 0 1 0 1274max-.008 21 0 1 0 1 0 1 0 1 0 1 0 1 28 min -.013 1 0 1 0 1 0 1 0 1 0 1 0 1 29 5 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 30 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 15.0.0 Page 2 MOMENT FRAME @ GARAGE Page 8 of 9 MOMENT FRAME @ GARAGE Page 9 of 9 Wood Shear Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :WP2.5 - Bedroom Lvl @ Grid 5 Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: General Information ft Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Fc - Prll =psi1,300.0 Specific Gravity =0.430 525.0EFt - TensionFc - Perp =405.0 psi psi Wood Grade : ksi Total Wall Length Framing & Chord Material :8.0 11.0ft No.2 SDC : Seismic Design Category :B Story #1 Height Wood Species :Hem FirNumber of Storys 1 1,300.0 Main Sheathing 4.3ASDPWS 2015 Construction Table : Wood Structural Panels, Sheathing, 7/16" Thk, 1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac.9003" Spac.480 4" Spac.11702" Spac.700 6" Spac. Nominal Wind Shear Capacities (plf) : 3" Spac.670 1260 9804" Spac.2" Spac.1640 Sheathing Chord Member Size for each level :See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size :1.0 1.0 Chord Area =8.250 in^2 Max. Allow Stress Ratio :1.0 : 1Tens:Comp: All chords treated as unbraced out-of-plane of wall for story height 2x6 Chord Cf: Chord Data Opening OpeningLeft Edge Width Dist toBottom HeightOpening ID Dist to ft ft ft ft ft ft ft ft ft ft ft Story 1 --->> C1 C2P1 D(0.2),S(1.003) Wood Shear Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :WP2.5 - Bedroom Lvl @ Grid 5 Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: Applied Distributed Vertical Loads Load Location (ft)Load Magnitude (klf) SeismicWindDeadRoof Live Live SnowStart Location End Location Height of Application 0.20 0.0 0.0 1.003 0.0 0.08.0 11.00.0 Applied Concentrated Lateral Loads Load "Y" Location (ft) Load Magnitude (kips) Dead Roof Live Live Snow Wind Seismic 5.949 0.00.0 0.0 0.0 0.011.0 Attachment Panel Shear Panel Summary Level Allow Notes Used Max Shear (kips)Load Comb#Status Actual ID # Sides Actual (plf)Allow Shear Summary & Attachment Height/Width Ratio P1 1 OK 0.004 Use 4" at panel edges, 12" in field+D+0.60W 1.38 1 3.50 446.2 Ratio OK 455.7 SW-3 Wood Shear Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :WP3.5 - Upper Lvl @ Grid 5 Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: General Information ft Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Fc - Prll =psi1,300.0 Specific Gravity =0.430 525.0EFt - TensionFc - Perp =405.0 psi psi Wood Grade : ksi Total Wall Length Framing & Chord Material :8.0 11.0ft No.2 SDC : Seismic Design Category :B Story #1 Height Wood Species :Hem FirNumber of Storys 1 1,300.0 Main Sheathing 4.3ASDPWS 2015 Construction Table : Wood Structural Panels, Sheathing, 7/16" Thk, 1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac.9003" Spac.480 4" Spac.11702" Spac.700 6" Spac. Nominal Wind Shear Capacities (plf) : 3" Spac.670 1260 9804" Spac.2" Spac.1640 Sheathing Chord Member Size for each level :See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size :1.0 1.0 Chord Area =8.250 in^2 Max. Allow Stress Ratio :1.0 : 1Tens:Comp: All chords treated as unbraced out-of-plane of wall for story height 2x6 Chord Cf: Chord Data Opening OpeningLeft Edge Width Dist toBottom HeightOpening ID Dist to ft ft ft ft ft ft ft ft ft ft ft Story 1 --->> C1 C2P1 Wood Shear Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :WP3.5 - Upper Lvl @ Grid 5 Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: Applied Distributed Vertical Loads Load Location (ft)Load Magnitude (klf) SeismicWindDeadRoof Live Live SnowStart Location End Location Height of Application 0.10 0.0 0.0 0.50 0.0 0.08.0 11.00.0 Applied Concentrated Lateral Loads Load "Y" Location (ft) Load Magnitude (kips) Dead Roof Live Live Snow Wind Seismic 4.644 0.00.0 0.0 0.0 0.011.0 Attachment Panel Shear Panel Summary Level Allow Notes Used Max Shear (kips)Load Comb#Status Actual ID # Sides Actual (plf)Allow Shear Summary & Attachment Height/Width Ratio P1 1 OK 0.003 Use 4" at panel edges, 12" in field+D+0.60W 1.38 1 3.50 348.3 Ratio OK 455.7 SW-3 Wood Shear Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :WP3.2 - Upper Lvl @ Grid 2 Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: General Information ft Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Fc - Prll =psi1,300.0 Specific Gravity =0.430 525.0EFt - TensionFc - Perp =405.0 psi psi Wood Grade : ksi Total Wall Length Framing & Chord Material :13.0 11.0ft No.2 SDC : Seismic Design Category :B Story #1 Height Wood Species :Hem FirNumber of Storys 1 1,300.0 Main Sheathing 4.3ASDPWS 2015 Construction Table : Wood Structural Panels, Sheathing, 7/16" Thk, 1-3/8" Min Pen, 8d Nominal Seismic Shear Capacities (plf) : 6" Spac.9003" Spac.480 4" Spac.11702" Spac.700 6" Spac. Nominal Wind Shear Capacities (plf) : 3" Spac.670 1260 9804" Spac.2" Spac.1640 Sheathing Chord Member Size for each level :See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size :1.0 1.0 Chord Area =8.250 in^2 Max. Allow Stress Ratio :1.0 : 1Tens:Comp: All chords treated as unbraced out-of-plane of wall for story height 2x6 Chord Cf: Chord Data Opening OpeningLeft Edge Width Dist toBottom HeightOpening ID Dist to ft ft ft ft ft ft ft ft ft ft ft Story 1 --->> C1 C2 W(3.774) P1 Wood Shear Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :WP3.2 - Upper Lvl @ Grid 2 Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: Applied Distributed Vertical Loads Load Location (ft)Load Magnitude (klf) SeismicWindDeadRoof Live Live SnowStart Location End Location Height of Application 0.10 0.0 0.0 0.50 0.0 0.08.0 11.00.0 Applied Concentrated Lateral Loads Load "Y" Location (ft) Load Magnitude (kips) Dead Roof Live Live Snow Wind Seismic 3.774 0.00.0 0.0 0.0 0.011.0 Attachment Panel Shear Panel Summary Level Allow Notes Used Max Shear (kips)Load Comb#Status Actual ID # Sides Actual (plf)Allow Shear Summary & Attachment Height/Width Ratio P1 1 OK 0.002 Use 6" at panel edges, 12" in field+D+0.60W 1 174.2 311.6 SW-2 Cantilevered Retaining Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :Site wall w/ rockery wall behind Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: Calculations per ACI 318-14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7-10 8.50 0.50 0.00 34.00 2,500.0 45.0 0.0 30.0 psf/ft 375.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel =ft pcf pcf= 120.00 = 120.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil = 0.400 Vertical component of activeLateral soil pressure options: USED for Soil Pressure.USED for Sliding Resistance.USED for Overturning Resistance.for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 100.0 Lateral Load = 0.0 plf 250.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 3.00 ft Wind on Exposed Stem psf 0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =2,000.0 lbs Axial Dead Load =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 1.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning == 1.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability RatiosOverturning = 2.42 OKSliding= 2.25 OK Total Bearing Load = 7,420 lbs...resultant ecc.= 12.49 in Soil Pressure @ Toe = 2,239 psf OKSoil Pressure @ Heel = 45 psf OK Allowable = 2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe = 2,769 psfACI Factored @ Heel = 55 psf Footing Shear @ Toe = 12.3 psi OKFooting Shear @ Heel = 40.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,570.1 lbsless 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 2,968.2 0.0 2,812.5== 0.0 -lbslbs lbs OK lbs OK - 2nd Stem OK 0.00Concrete 12.00 6# 12.00 Edge 0.761 3,563.0 14,019.9 18,415.0 30.8 94.9 150.0 9.63 22.20 5.71 5.71 4,000.0 60,000.0 60,000.0 Stem Construction Top Stem Stem OKDesign Height Above Ftg = 2.00ftWall Material Above "Ht"=ConcreteThickness= 12.00inRebar Size =# 5 Rebar Spacing =12.00in Rebar Placed at =EdgeDesign Datafb/FB + fa/Fa =0.561 Total Force @ Section = 2,669.8lbs Moment....Actual = 7,792.7ft-l Moment.....Allowable = 13,892.6ft-l Shear.....Actual = 21.8psi Shear.....Allowable = 94.9psi Lap splice if above = 18.50in 18.50inHook embed into footing 18.50=in Wall Weight = 150.0 Lap splice if below = psf Rebar Depth 'd'= 10.19in Concrete Data f'c = 4,000.0psiFy= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Cantilevered Retaining Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :Site wall w/ rockery wall behind Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: 2.00 4.50 14.00 12.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500psi Toe Width =ftHeel Width = Key Distance from ToeKey DepthKey Width =in=in= 2.00 Footing Thickness =in 6.50= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = Not req'd, Mu < S * Fr Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:Not req'd, Mu < S * Fr#4@ 9.50 in, #5@ 14.75 in, #6@ 20.75 in, #7@ 28.25 in, #8@ 37.25 in, #9@ 47 =None Spec'd == = == 2,769 4,981 2,036 2,945 12.32 75.00 Heel: 55 0 9,763 9,763 40.43 75.00 Heel Toe psfft-lbft-lbft-lb psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 18.00 in Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForce Soil Over Heel ft-lb 2,102.5 3,570.0 lbs 6,774.7 -240.0Toe Active Pressure 3.22 4.75 ftft 16,957.5=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = 1,752.1 4.83 362.5=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load = 682.9 4.75 3,243.9Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = -250.0 595.1 = = 1.33 -320.0 680.0 1.00 680.0= = = Stem Weight(s) = 1,350.0 2.50 3,375.0 Earth @ Stem Transitions = 6.48 3,855.4 Footing Weight = 2.00 -500.0 1,137.5 3.25 3,696.9 Key Weight = 2.50 Added Lateral Load lbs = 11,562.2 Vert. Component 6.50 Total = 7,420.4 27,953.3* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 2,570.1 O.T.M. = Resisting/Overturning Ratio = 2.42Vertical Loads used for Soil Pressure = 7,420.4 lbs Cantilevered Retaining Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :Site wall Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: Calculations per ACI 318-14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7-10 9.50 0.50 0.00 34.00 2,500.0 45.0 0.0 30.0 psf/ft 375.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel =ft pcf pcf= 120.00 = 120.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil = 0.400 Vertical component of activeLateral soil pressure options: USED for Soil Pressure.USED for Sliding Resistance.USED for Overturning Resistance.for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 100.0 Lateral Load = 0.0 plf 250.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 3.00 ft Wind on Exposed Stem psf 0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 1.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning == 1.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability RatiosOverturning = 2.65 OKSliding= 2.25 OK Total Bearing Load = 7,145 lbs...resultant ecc.= 11.22 in Soil Pressure @ Toe = 2,048 psf OKSoil Pressure @ Heel = 151 psf OK Allowable = 2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe = 2,457 psfACI Factored @ Heel = 181 psf Footing Shear @ Toe = 14.0 psi OKFooting Shear @ Heel = 52.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,414.4 lbsless 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 2,858.0 0.0 2,567.7== 0.0 -lbslbs lbs OK lbs OK - Stem Construction Top Stem As < Min %Design Height Above Ftg = 0.00ftWall Material Above "Ht"=ConcreteThickness= 12.00inRebar Size =# 5 Rebar Spacing =12.00in Rebar Placed at =EdgeDesign Datafb/FB + fa/Fa =No Good Total Force @ Section = 3,343.0lbs Moment....Actual = 12,412.6ft-l Moment.....Allowable = 13,892.6ft-l Shear.....Actual = 27.3psi Shear.....Allowable = 94.9psi Lap splice if above = 18.50in 10.50inHook embed into footing 10.50=in Wall Weight = 150.0 Lap splice if below = psf Rebar Depth 'd'= 10.19in Concrete Data f'c = 4,000.0psiFy= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Cantilevered Retaining Wall ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : SCHMUESER GORDON MEYERLic. # : KW-06001409 File = i:\2016\2016-444-ColumbineDrive\001-SpecHomes\B-Calcs\Structural\columbinedrive.ec6 Description :Site wall Project Title:Columbine Drive Home - Vail, COEngineer:Mindy Nastal Project ID:2016-444.001Project Descr: 2.00 4.50 12.00 12.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500psi Toe Width =ftHeel Width = Key Distance from ToeKey DepthKey Width =in=in= 2.00 Footing Thickness =in 6.50= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = Not req'd, Mu < S * Fr Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4#4@ 7.25 in, #5@ 11.25 in, #6@ 15.75 in, #7@ 21.50 in, #8@ 28.25 in, #9@ 35 =None Spec'd == = == 2,457 4,447 1,976 2,471 14.02 75.00 Heel: 181 0 10,462 10,462 52.44 75.00 Heel Toe psfft-lbft-lbft-lb psipsi Heel Reinforcing =# 6 @ 16.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 16.00 in Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForce Soil Over Heel ft-lb 2,480.6 3,990.0 lbs 8,682.2 -220.4Toe Active Pressure 3.50 4.75 ftft 18,952.5=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = 2,067.2 5.25 393.8=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = -239.6 = = 1.28 -281.6 680.0 1.00 680.0= = = Stem Weight(s) = 1,500.0 2.50 3,750.0 Earth @ Stem Transitions =Footing Weight = 1.92 -459.2 975.0 3.25 3,168.8 Key Weight = 2.50 Added Lateral Load lbs = 10,008.5 Vert. Component 6.50 Total = 7,145.0 26,551.3* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 2,414.4 O.T.M. = Resisting/Overturning Ratio = 2.65Vertical Loads used for Soil Pressure = 7,145.0 lbs