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Home My WebLink AboutLA187882 PlansProvide final specialinspection report to city.Concept Approval ONLYSubject to Field InspectionInspectorDate2015MN BldgCode02/03/2021gabbottProvide copy of city approved planson the job site for the inspector STRUCTURAL CALCULATIONS February 1, 2021 ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. LIMITATIONS Nordwall Residence Underpinning 16650 Klamath Tr, Lakeville, MN 55044 Project No. IBA21-013 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Push Pier Design Requirements CAF Structural Narrative General Building Department City of Lakeville Building Code Conformance (Meets Or Exceeds Requirements) 2018 International Building Code (IBC) 2018 International Residential Code (IRC) 2020 Minnesota Building Code 2020 Minnesota Residential Code Dead Loads 15.0 psf Floor Dead Load 15.0 psf Wood Wall Dead Load 12.0 psf Interior Wood Wall Dead load 9.0 psf CMU Wall Dead Load 81.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 50.0 psf Floor Live Load (Residential)40.0 psf The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story residence located in Lakeville, MN as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, wall framing, floor framing, concrete slab on grade, and concrete foundation. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. Per the following calculation lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. Roof Dead Load 2 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Design Loads CAF Tributary Width To Pier == 5.00 ft Load Type Design Load Line Load RoofDL =(15 psf) (14.00 ft) = 210 plf Dead Load 6.767 kips RoofSL = (50 psf) (14.00 ft) = 700 plf Floor Live Load 3.200 kips 2ndFloorDL =(15 psf) (12.00 ft) = 180 plf Roof Snow Load 3.500 kips 2ndFloorLL =(40 psf) (12.00 ft) = 480 plf Controlling ASD Load Combination: ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf D+0.75L+0.75S ConcFloorLL =(40 psf) (4.00 ft) = 160 plf InteriorWallDL =(9 psf) (16.00 ft) = 144 plf ExteriorWallDL =(12 psf)(9.00 ft) = 108 plf StemwallDL =(81 pcf) (8.00 in) (84.00 in) = 378 plf FootingDL =(150 pcf) (8.00 in) (16.00 in) = 133 plf Max Vertical Load to Worst Case Pier 11.792 kips Max Unsupported Ftg Span from Arching Action 15.33 ft Worst Case Vertical Design Loads (Gridline A) Pier Layout (See S2.1 for Enlarged Plan) Tributary Length 3 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Design Loads CAF Tributary Width To Pier == 5.00 ft Load Type Design Load Line Load RoofDL =(15 psf) (12.33 ft) = 185 plf Dead Load 5.441 kips RoofSL = (50 psf) (12.33 ft) = 617 plf Floor Live Load 1.200 kips 2ndFloorDL =(15 psf) (2.00 ft) = 30 plf Roof Snow Load 3.083 kips 2ndFloorLL =(40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination: ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf D+0.75L+0.75S ConcFloorLL =(40 psf) (4.00 ft) = 160 plf InteriorWallDL =(9 psf) (6.00 ft) = 54 plf ExteriorWallDL =(12 psf)(9.00 ft) = 108 plf StemwallDL =(81 pcf) (8.00 in) (84.00 in) = 378 plf FootingDL =(150 pcf) (8.00 in) (16.00 in) = 133 plf Max Vertical Load to Worst Case Pier 8.653 kips Max Unsupported Ftg Span from Arching Action 15.33 ft Worst Case Vertical Design Loads (Gridline 1) Tributary Length 4 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY IMG 2.875" in Ø Push Pier System CAF Design Input Pier System Designation = PP21617-34 Vertical Load to Pier, PTL = 11.792 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Concrete to Steel Coefficient of Friction, µ = 0.000 Friction Factor of Safety, FS = 2 Normal Surface Force, Fn = 5.896 kips Vertical Component of Tieback, PTB = 0.000 kips Design Load (Vertical), PDL = 11.792 kips +MomentEccentricity = 50.115 kip-in -MomentTieback = 0.000 kip-in -MomentFriction = 0.000 kip-in Design Moment, MomentPierDL = 50.115 kip-in Sleeve Property Input Sleeve Length = 48.000 in Design Sleeve OD = 3.434 in Design Wall Thickness = 0.183 in r = 1.151 in A = 1.871 in² S = 1.444 in³ Z = 1.938 in³ I =2.480 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.827 in Design Wall Thickness = 0.141 in k = 2.10 r = 0.951 in A = 1.189 in² c = 1.413 in S = 0.761 in³ Z = 1.018 in³ I =1.075 in⁴ E = 29000 ksi Fy = 50 ksi Hydraulic Ram Area =14.180 in² Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 26.50 OK, <200 Note: Flexural design capacity Fe = 407.406 ksi based on combined plastic section 4.71*(E/Fy).5 =113.43 modulous of pier and sleeve Fcr = 47.496 ksi Pn = 56.5 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =33.8 kips Actual Axial Compressive Demand, Pr =11.792 kips D/tPier =20.1 OK, <.45E/Fy Mn = 147.8 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =88.5 kip-in Actual Flexural Demand, Mr =50.1 kip-in Combined Axial & Flexure Check =0.85 OK Results Note: Sleeve reduces bending stress on main pier from eccentricty Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. §E2 §(E3-2 & E3-3) Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC-ES AC358 based on a corrosion loss rate of 50 years for zinc-coated steel §F8 §E1 §E3 §(E3-4) §(E3-1) §F1 §(F8-1) Minimum 10'-0" Installation Depth And Minimum 2000 psi Installation Pressure Minimum ¼" Foundation Lift During Installation 3.5" Diameterx48" Long Pipe Sleeve With 0.216" Thick Wall §(H1-1a & 1b) 2.875" Diameter Pipe Pier with 0.165" Thick Wall Max Load To Pier = Design Load = 11792 lb 5 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Seismic Design Criteria CAF ASCE 7-16 Chapters 11 & 13 Soil Site Class = D Tab. 20.3-1, (Default = D) Response Spectral Acc. (0.2 sec) Ss =4.80%g = 0.048g Figs. 22-1, 22-3, 22-5, 22-6 Response Spectral Acc.( 1.0 sec) S1 =3.20%g = 0.032g Figs. 22-2, 22-4, 22-5, 22-6 Site Coefficient Fa = 1.600 Tab. 11.4-1 Site Coefficient Fv = 2.400 Tab. 11.4-2 Max Considered Earthquake Acc. SMS = Fa.Ss = 0.077g (11.4-1) Max Considered Earthquake Acc. SM1 = Fv.S1 = 0.077g (11.4-2) @ 5% Damped Design SDS =2/3(SMS)= 0.051g (11.4-3) SD1 =2/3(SM1)= 0.051g (11.4-4) Risk Category = II, Standard Tab. 1.5-1 Flexible Diaphragm §12.3.1 Seismic Design Category for 0.1 sec A Tab. 11.6-1 Seismic Design Category for 1.0 sec A Tab. 11.6-2 S1 < 0.75g N/A §11.6 Since Ta < .8Ts (see below), SDC =A Exception of §11.6 does not apply §12.8 Equivalent Lateral Force Procedure Tab. 12.2-1 Seismic Force Resisting System (E-W) Tab. 12.2-1 Seismic Force Resisting System (N-S) Ct =0.02 x = 0.75 Tab. 12.8-2 Structural height hn =14.0 ft Structural Height Limit = NL Tab. 12.2-1 Cu =1.700 for SD1 of 0.051g Tab. 12.8-1 Approx Fundamental period, Ta = Ct(hn)x = 0.145 (12.8-7) TL =12 sec Figs. 22-14 through 22-17 Calculated T shall not exceed ≤CuTa = 0.246 Use T =0.14 sec 0.8TS = 0.8(SD1/SDS)= 0.800 Exception of §11.6 does not apply Is structure Regular & ≤ 5 stories ? Yes §12.8.1.3 Max Sds ≤ 1.0g E-W N-S Response Modification Coefficient R = 6.5 6.5 Tab. 12.2-1 Over Strength Factor Wo =2.5 2.5 (foot note g) Importance factor Ie =1.00 1.00 Tab. 11.5.1 Seismic Base Shear V =C s W CsW (12.8-1) Cs =SDS = 0.008 SDS = 0.008 (12.8-2) R/Ie R/Ie or need not to exceed, Cs = SD1 = 0.054 SD1 = 0.054 For T ≤ TL (12.8-3) (R/Ie)T (R/Ie)T or Cs = SD1TL N/A SD1TL N/A For T > TL (12.8-4) T2(R/Ie) T 2(R/Ie) Min Cs = 0.5S1Ie/R N/A 0.5S1Ie/R N/A For S1 ≥ 0.6g (12.8-6) Use Cs =0.008 0.008 Design base shear V = A. BEARING WALL SYSTEMS 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets 0.008 W 0.008 W 6 of 11 PROJECT NO. SHEET NO. IBA21-013 INPUT DATA Exposure category (26.7.3)B V = 109 mph Kzt =1.00 Flat Building height to eave he = 9 ft Building height to ridge hr = 14 ft Building length L = 40 ft Building width B = 24 ft Ground Elevation Above Sea Level E = 1023 ft qh = 0.00256 Kh Kzt Kd Ke V^2 =18.10 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 & Eq. 30.3-1) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1)= 0.700 Kd = wind directionality factor. (Tab. 26.6-1, for building)= 0.85 Ke = ground elevation factor. (Tab. 26.9-1)= 0.96 h = mean roof height = 11.50 ft < 60 ft, Satisfactory (ASCE 7-10 26.2.1) p = qh [(G Cpf )-(G Cpi )]pmin =16 psf for wall area (28.3.4) where: p = pressure in appropriate zone. (Eq. 28.3-1). pmin =8 psf for roof area (28.3.4) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building) = 0.18 or -0.18 a = width of edge strips, Fig 28.3-1, note 9, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =2.40 ft 22.62 22.62 (+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) 1 0.54 12.99 6.48 1 -0.45 -4.89 -11.40 2 -0.45 -4.96 -11.48 2 -0.69 -9.23 -15.74 3 -0.47 -5.19 -11.71 3 -0.37 -3.44 -9.95 4 -0.41 -4.24 -10.75 4 -0.45 -4.89 -11.40 1E 0.77 17.21 10.70 5 0.40 10.50 3.98 2E -0.72 -9.75 -16.27 6 -0.29 -1.99 -8.51 3E -0.57 -7.14 -13.65 1E -0.48 -5.43 -11.94 4E -0.60 -7.57 -14.08 2E -1.07 -16.11 -22.62 3E -0.53 -6.33 -12.854E-0.48 -5.43 -11.945E0.61 14.30 7.786E-0.43 -4.52 -11.04 DATEPROJECT Velocity pressure Design pressures for MWFRS Topographic factor (26.8 & Table 26.8-1) SUBJECT Wind Design Criteria BY CAF Net Pressure with Basic wind speed (26.5.1) 2/1/2021Nordwall Residence Underpinning Surface Surface Roof angle q =Roof angle q = G Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-16 Net Pressures (psf), Load Case A G Cp f Net Pressure with 7 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Existing Lateral Resistance Along Gridline A CAF Footing/Foundation Wall Section Properties 8 in 92 in Int Buried Footing Depth, df =8 in Ext Exposed Footing Depth, dexp = 24 in Cross Sectional Area, A = 736 in² Section Modulus, Sx = 981 in³ Gross Moment of Inertia, Ig =519125 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 27.4 k-ft 0.65 §21.2.2 17.8 k-ft 65830 lbs §22.5.5.1 0.75 §21.2.1 24686 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline A) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+∅'/2) Kp =2.88 Soil Unit Weight, γ = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =4.7 ft Int Buried Soil Depth, di = df-12" =0.0 ft A = Pp*(de) =740 psf B = Pp*(di) =0 psf wext = A*de/2 =3452 plf wint = B*di/2 =0 plf Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for load combinations. Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =5.00 ft Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =0.00 ft Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =3.58 ft Interior Length Due to Shear, Lint = 0.5ɸVu/wint =0.00 ft ◄Shear Controls Rpext= wext*Lext =17260 lbs Rpint= wint*Lint =0 lbs Lateral Capacity, Rp= Rpext+Rpint =17260 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 40 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =3000 lbs Footing Frictional Resistance Along Gridline A Unpiered Portion of Gridline A = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 25 ft Dead Load Above = 1353 plf Soil Friction VRESIST =10150 lbs Foundation Width, b = Foundation Depth, d = Conc Modulus of Rupture, fr = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) Total available resistance along Gridline A = 17260lbs + 3000lbs + 10150lbs = 30410lbs Cracking Moment, Mcr = S*fr = Flexure Reduction Factor, φ = Design Moment, φMcr = Shear Strength, Vc = Shear Reduction Factor, φ = Design Shear, 0.5φVc = Note: Section about is a general representation of a concrete footing. Refer to plans for specific details Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. 8 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Lateral Design Loads Along Gridline A CAF Wind Base Shear Along Gridline A Longitudinal End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf Tributary Width = 2.40 ft Tributary Width = 9.60 ft Tributary Height = 9.00 ft Tributary Height = 14.00 ft a = 2.40 ft Design base shear VWIND =2496 lbs ASD(60%) base shear VWIND =1498 lbs ◄Wind Controls VWIND + Vsf + Vsa =1498 lbs Seismic Base Shear Along Gridline A RoofDL =(15 psf) (14.00 ft)Base shear = 0.008 W RoofSL = (50 psf) (14.00 ft) 20.00% = 140 plf Trib Length = 40 ft ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf 2nd FloorDL =(15 psf) (12.00 ft) WallDL =(12 psf) (4.50 ft) StemwallDL =(81 pcf) (8.00 in) (84.00 in) FootingDL =(150 pcf) (8.00 in) (16.00 in) PerpWallsDL =(12 psf) (4.50 ft) (24.00 ft) Design base shear VSEISMIC =418 lbs ASD(70%) base shear VSEIS =293 lbs Wind Controls No Additional Lateral Resistance Required Loading Direction: = 210 plf = 180 plf = 54 plf = 378 plf = 133 plf = 1296 lb Worst Case Lateral Load Along Gridline A = 1498 lbs Total Available Lateral Resistance Along Gridline A = 30410 lbs 9 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Existing Lateral Resistance Along Gridline 1 CAF Footing/Foundation Wall Section Properties 8 in 92 in Int Buried Footing Depth, df =8 in Ext Exposed Footing Depth, dexp = 24 in Cross Sectional Area, A = 736 in² Section Modulus, Sx = 981 in³ Gross Moment of Inertia, Ig =519125 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 27.4 k-ft 0.65 §21.2.2 17.8 k-ft 65830 lbs §22.5.5.1 0.75 §21.2.1 24686 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline 1) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+∅'/2) Kp =2.88 Soil Unit Weight, γ = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =4.7 ft Int Buried Soil Depth, di = df-12" =0.0 ft A = Pp*(de) =740 psf B = Pp*(di) =0 psf wext = A*de/2 =3452 plf wint = B*di/2 =0 plf Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for load combinations. Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =5.00 ft Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =0.00 ft Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =3.58 ft Interior Length Due to Shear, Lint = 0.5ɸVu/wint =0.00 ft ◄Shear Controls Rpext= wext*Lext =17260 lbs Rpint= wint*Lint =0 lbs Lateral Capacity, Rp= Rpext+Rpint =17260 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 24 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =1800 lbs Footing Frictional Resistance Along Gridline 1 Unpiered Portion of Gridline 1 = No Cracking Moment, Mcr = S*fr = Foundation Width, b = Foundation Depth, d = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) Conc Modulus of Rupture, fr = Note: Section about is a general representation of a concrete footing. Refer to plans for specific details Total available resistance along Gridline 1 = 17260lbs + 1800lbs + 0lbs = 19060lbs Flexure Reduction Factor, φ = Design Moment, φMcr = Shear Strength, Vc = Shear Reduction Factor, φ = Design Shear, 0.5φVc = Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. 10 of 11 PROJECT NO. SHEET NO. IBA21-013 PROJECT DATE Nordwall Residence Underpinning 2/1/2021 SUBJECT BY Lateral Design Loads Along Gridline 1 CAF Wind Base Shear Along Gridline 1 Longitudinal End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf Tributary Width = 2.40 ft Tributary Width = 17.60 ft Tributary Height = 9.00 ft Tributary Height = 14.00 ft a = 2.40 ft Design base shear VWIND =4288 lbs ASD(60%) base shear VWIND =2573 lbs ◄Wind Controls VWIND + Vsf + Vsa =2573 lbs Seismic Base Shear Along Gridline 1 RoofDL =(15 psf) (14.33 ft)Base shear = 0.008 W RoofSL = (50 psf) (12.33 ft) 20.00% = 123 plf Trib Length = 24 ft ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf 2nd FloorDL =(15 psf) (12.33 ft) WallDL =(12 psf) (4.50 ft) StemwallDL =(81 pcf) (8.00 in) (84.00 in) FootingDL =(150 pcf) (8.00 in) (16.00 in) PerpWallsDL =(12 psf) (4.50 ft) (40.00 ft) Design base shear VSEISMIC =261 lbs ASD(70%) base shear VSEIS =182 lbs Wind Controls = 215 plf Loading Direction: = 185 plf = 54 plf = 378 plf = 133 plf = 2160 lb Worst Case Lateral Load Along Gridline 1 = 2573 lbs Total Available Lateral Resistance Along Gridline 1 = 19060 lbs No Additional Lateral Resistance Required 11 of 11