Loading...
HomeMy WebLinkAboutBLD2021-00136 - 07A STRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONS Matvey Foundation Repair, Inc 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 Anderson Residence Underpinning 273 South Bay Ln, Port Ludlow, WA 98365 Project No. MFR20-098 PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Push Pier Design Requirements DH Structural Narrative General Building Department City of Port Ludlow Building Code Conformance (Meets Or Exceeds Requirements) 2015 International Building Code (IBC) 2015 International Residential Code (IRC) 2015 Washington Building Code 2015 Washington Residential Code Dead Loads 15.0 psf Floor Dead Load 15.0 psf Wood Wall Dead Load 12.0 psf Interior Wall Dead Load 9.0 psf Deck Dead Load 12.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 25.0 psf Deck Live Load 60.0 psf Floor Live Load (Residential)40.0 psf Roof Dead Load The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the two-story residence located in Port Ludlow, WA 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. There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and testing requirements per IBC 2015 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed by Behlen Mfg Co. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Design Loads DH Tributary Width To Pier == 5.50 ft Load Type Design Load Line Load RoofDL =(15 psf) (18.75 ft) = 281 plf Dead Load 6.357 kips RoofSL = (25 psf) (18.75 ft) = 469 plf Floor Live Load 3.823 kips 2ndFloorDL =(15 psf) (7.38 ft) = 111 plf Roof Snow Load 2.578 kips 2ndFloorLL =(40 psf) (7.38 ft) = 295 plf Controlling ASD Load Combination: DeckDL =(12 psf) (4.00 ft) = 48 plf D+0.75L+0.75S DeckLL =(60 psf) (4.00 ft) = 240 plf ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf ConcFloorLL =(40 psf)(4.00 ft)= 160 plf ExteriorWallDL =(12 psf) (18.00 ft) = 216 plf FootingDL =(150 pcf) (24.00 in) (12.00 in) = 300 plf Max Vertical Load to Worst Case Pier 11.158 kips See attached footing calculation for unsupported footing span length Worst Case Vertical Design Loads (Gridline 1) Tributary Length Pier Layout (See S2.1 for Enlarged Plan) PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Design Loads DH Tributary Width To Pier == 4.25 ft Load Type Design Load Line Load RoofDL =(15 psf) (18.75 ft) = 281 plf Dead Load 4.917 kips RoofSL = (25 psf) (18.75 ft) = 469 plf Floor Live Load 2.957 kips 2ndFloorDL =(15 psf) (7.38 ft) = 111 plf Roof Snow Load 1.994 kips 2ndFloorLL =(40 psf) (7.38 ft) = 295 plf Controlling ASD Load Combination: DeckDL =(12 psf) (4.00 ft) = 48 plf D+0.75L+0.75S DeckLL =(60 psf) (4.00 ft) = 240 plf ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf ConcFloorLL =(40 psf)(4.00 ft)= 160 plf ExteriorWallDL =(12 psf) (18.00 ft) = 216 plf FootingDL =(150 pcf) (24.00 in) (12.00 in) = 300 plf Max Vertical Load to Worst Case Pier 8.630 kips See attached footing calculation for unsupported footing span length Worst Case Vertical Design Loads (Gridline 1 Pier 12) Tributary Length PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Design Loads DH Tributary Width To Pier == 6.08 ft Load Type Design Load Line Load RoofDL =(15 psf) (16.00 ft) = 240 plf Dead Load 8.693 kips RoofSL = (25 psf) (16.00 ft) = 400 plf Floor Live Load 2.433 kips DeckDL =(12 psf) (4.00 ft) = 48 plf Roof Snow Load 2.433 kips DeckLL =(60 psf) (4.00 ft) = 240 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 ExteriorWallDL =(12 psf) (18.00 ft) = 216 plf StemwallDL =(150 pcf)(8.00 in)(72.00 in)= 600 plf FootingDL =(150 pcf) (10.00 in) (12.00 in) = 125 plf Max Vertical Load to Worst Case Pier 12.342 kips See attached footing calculation for unsupported footing span length Worst Case Vertical Design Loads (Gridline 3) Tributary Length PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Design Loads DH Tributary Width To Pier == 6.50 ft Load Type Design Load Line Load RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 7.807 kips RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 1.040 kips ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf Roof Snow Load 0.650 kips ConcFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination: ExteriorWallDL =(12 psf) (18.00 ft) = 216 plf D+0.75L+0.75S StemwallDL =(150 pcf) (8.00 in) (72.00 in) = 600 plf FootingDL =(150 pcf) (12.00 in) (10.00 in) = 125 plf Max Vertical Load to Worst Case Pier 9.074 kips See attached footing calculation for unsupported footing span length Worst Case Vertical Design Loads (Gridline C) Tributary Length PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Design Loads DH Tributary Width To Pier == 9.00 ft Load Type Design Load Line Load DeckDL =(12 psf) (4.00 ft) = 48 plf Dead Load 1.227 kips DeckLL =(60 psf) (4.00 ft) = 240 plf Floor Live Load 2.160 kips FootingDL =(150 pcf) 18.000 in Ø (36.00 in) = 795 lb Roof Snow Load 0.000 kips Controlling ASD Load Combination: D+L Max Vertical Load to Worst Case Pin Pile 3.387 kips See attached footing calculation for unsupported footing span length Worst Case Vertical Design Loads (Gridline At Pin Pile) Tributary Length PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY 2.875 in Ø Push Pier System DH Design Input Pier System Designation = 2.875 in Ø Pier Material = Galvanized External Sleeve Material = Galvanized Vertical Load to Pier, PTL = 12.342 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Normal Surface Force, Fn = 6.171 kips Vertical Component of Tieback, PTB = 0.000 kips Design Load (Vertical), PDL = 12.342 kips Design Moment, MomentPierDL = 52.455 kip-in Sleeve Property Input Sleeve Length = 48.000 in Design Sleeve OD = 3.445 in Design Wall Thickness = 0.188 in r = 1.153 in A = 1.927 in² S = 1.488 in³ Z = 2.000 in³ I =2.563 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.833 in Design Wall Thickness = 0.141 in k = 2.10 r = 0.953 in A = 1.192 in² c = 1.416 in S = 0.764 in³ Z = 1.022 in³ I =1.083 in⁴ E = 29000 ksi Fy = 50 ksi Hyrdraulic Ram Area =9.620 in² Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 26.44 OK, <200 Note: Flexural design capacity Fe = 409.224 ksi based on combined plastic section 4.71*(E/Fy).5 =113.43 modulous of pier and sleeve Fcr = 47.507 ksi Pn = 56.6 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =33.9 kips Actual Axial Compressive Demand, Pr =12.342 kips D/tPier =20.1 OK, <.45E/Fy Mn = 151.1 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =90.5 kip-in Actual Flexural Demand, Mr =52.5 kip-in Combined Axial & Flexure Check =0.88 OK Results §E3 §(E3-4) §(E3-1) Note: Sleeve reduces bending stress on main pier from eccentricty 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 Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. §E2 §(E3-2 & E3-3) §F1 §(F8-1) §F8 §E1 §(H1-1a & 1b) 2.875" Diameter Pipe Pier with 0.165" Thick Wall Minimum ¼" Foundation Lift During Installation Minimum 10'-0" Installation Depth And Minimum 2600 psi Installation Pressure 3.5"Diameterx48'' Long Pipe Sleeve With 0.216"ThickWall Max Load To Pier = Design Load = 12342 lb PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY 2.875 in Ø Push Pier System (Grid 1 at Pier 12)DH Design Input Pier System Designation = 2.875 in Ø Pier Material = Galvanized External Sleeve Material = Galvanized Vertical Load to Pier, PTL = 8.630 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Normal Surface Force, Fn = 4.315 kips Vertical Component of Tieback, PTB = 2.936 kips Design Load (Vertical), PDL = 11.566 kips Design Moment, MomentPierDL = 41.082 kip-in Sleeve Property Input Sleeve Length = 48.000 in Design Sleeve OD = 3.445 in Design Wall Thickness = 0.188 in r = 1.153 in A = 1.927 in² S = 1.488 in³ Z = 2.000 in³ I =2.563 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.833 in Design Wall Thickness = 0.141 in k = 2.10 r = 0.953 in A = 1.192 in² c = 1.416 in S = 0.764 in³ Z = 1.022 in³ I =1.083 in⁴ E = 29000 ksi Fy = 50 ksi Hyrdraulic Ram Area =9.620 in² Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 26.44 OK, <200 Note: Flexural design capacity Fe = 409.224 ksi based on combined plastic section 4.71*(E/Fy).5 =113.43 modulous of pier and sleeve Fcr = 47.507 ksi Pn = 56.6 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =33.9 kips Actual Axial Compressive Demand, Pr =11.566 kips D/tPier =20.1 OK, <.45E/Fy Mn = 151.1 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =90.5 kip-in Actual Flexural Demand, Mr =41.1 kip-in Combined Axial & Flexure Check =0.74 OK Results Note: Sleeve reduces bending stress on main pier from eccentricty 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 Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. §E2 §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 §(H1-1a & 1b) Max Load To Pier = Design Load = 11566 lb 2.875" Diameter Pipe Pier with 0.165" Thick Wall 3.5"Diameterx48'' Long Pipe Sleeve With 0.216"ThickWall Minimum 10'-0" Installation Depth And Minimum 2500 psi Installation Pressure Minimum ¼" Foundation Lift During Installation PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Foundation Supportworks Helical Tieback System (Grid 1 Pier 12)DH Design Input Depth to Centerline of Anchor, Pv =1.000 ft Tieback Installation Depth, AT =15.000 ft Angle of Tieback Downward from Horizontal, =30° Soil Unit Weight, = 110 pcf Angle of Internal Soil Friction, Ф = 32° Tension Load to Anchor, TR = 5.872 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.196 in² ft = 2.674 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = SAE Grade 8 Double Shear Capacity = 40.200 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 9.690 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 9.563 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 5.000 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 5.000 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 2.202 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.936 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = *D12/4-*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = *D22/4-*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = *D32/4-*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi Q =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 12 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.500 ksf Nc =9 Qu =∑Ah(cNc) =11.744 kips Qa, compression/tension = Qu/FS = 5.872 kips OK ◄ Cohesive Controls Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 =110 pcf ∅ = 32° Ref Table 3-4 Failure Plane Wedge Angle, θ = 29° Lead Helix Horizontal Length, Ah =12.990 ft Depth of Helix, D1 =7.250 ft Depth of Helix, D2 =6.250 ft Depth of Helix, D3 =0.000 ft q'1 = *D1 =797.5 psf q'2 = *D2 =687.5 psf q'3 = *D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =20.04 (for ∅ =32°) Q1u =A1(q'1Nq) =5.382 kips Q2u =A2(q'2Nq) =7.345 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =6.364 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1500 lb-ft Ultimate Pile Capacity, Qu =15.000 kips Allowable Pile Capacity, Qa =7.500 kips OK Results 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Depth And 1500 ft-lb Installation Torque Max Load To Tieback = Design Load = 5872 lb 1.5" Solid Square Shaft Tieback Installed at a 30 Degree Angle PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson 2/1/2021 SUBJECT BY Foundation Supportworks 2.375" in Ø Pin Pile System DH Design Input Pin Pile System Designation = Standard, Sch 40 Vertical Load to Pier, PTL = 3.387 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, l = 0.500 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Design Load (Vertical), PDL = 3.387 kips Design Moment, MomentPierDL = 14.395 kip-in Sleeve Property Input Sleeve Length = 0.000 in Design Sleeve OD = 2.822 in Design Wall Thickness = 0.176 in r = 0.937 in A = 1.465 in² S = 0.912 in³ Z = 0.000 in³ I =1.287 in⁴ E = 29000 ksi Fy = 50 ksi Pile Property Input Design Tube OD = 2.328 in Design Wall Thickness = 0.131 in k = 2.10 r = 0.778 in A = 0.902 in² c = 1.164 in S = 0.470 in³ Z = 0.632 in³ I =0.547 in⁴ E = 29000 ksi Fy = 60 ksi Pile Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 16.19 OK, <200 Note: Flexural design capacity Fe = 1091.880 ksi based on combined plastic section 4.71*(E/Fy).5 =103.55 modulous of pier and sleeve Fcr = 58.636 ksi Pn = 52.9 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =31.7 kips Actual Axial Compressive Demand, Pr =3.387 kips D/tPier =17.8 OK, <.45E/Fy Mn = 37.9 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =22.7 kip-in Actual Flexural Demand, Mr =14.4 kip-in Combined Axial & Flexure Check = 0.69 OK Results §(H1-1a & 1b) Max Load To Pile = Design Load = 3387 lb §(F8-1) §F1 2.375" Diameter Pipe Pile With 0.154" Thick Wall Minimum 10'-0" Installation Depth And Drive Until Less Than 1" Movement is Observered In A 1 Min Time Span With 110LB (Or 150LB) Pneumatic Hammer Minimum ¼" Foundation Lift During Installation Note: Sleeve reduces bending stress on main pier from eccentricty 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 §E2 §(E3-4) Note: Section above is a general representation of pin pile system, refer to plan for layout and project specific details. §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Foundation Supportworks Helical Tieback System (At Pin Pile)DH Design Input Depth to Centerline of Anchor, Pv =1.500 ft Tieback Installation Depth, AT =10.000 ft Angle of Tieback Downward from Horizontal, =15° Soil Unit Weight, = 110 pcf Angle of Internal Soil Friction, Ф = 32° Tension Load to Anchor, TR = 2.053 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.196 in² ft = 0.935 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = SAE Grade 8 Double Shear Capacity = 40.200 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 3.388 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 3.344 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 5.000 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 5.000 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 0.770 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 1.027 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = *D12/4-*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = *D22/4-*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = *D32/4-*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi Q =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 12 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.500 ksf Nc =9 Qu =∑Ah(cNc) =11.744 kips Qa, compression/tension = Qu/FS = 5.872 kips OK Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 =110 pcf ∅ = 32° Ref Table 3-4 Failure Plane Wedge Angle, θ = 29° Lead Helix Horizontal Length, Ah =9.659 ft Depth of Helix, D1 =2.459 ft Depth of Helix, D2 =1.941 ft Depth of Helix, D3 =0.000 ft q'1 = *D1 =270.5 psf q'2 = *D2 =213.5 psf q'3 = *D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =20.04 (for ∅ =32°) Q1u =A1(q'1Nq) =1.825 kips Q2u =A2(q'2Nq) =2.281 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =2.053 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1500 lb-ft Ultimate Pile Capacity, Qu =15.000 kips Allowable Pile Capacity, Qa =7.500 kips OK Results Minimum 10'-0" Installation Depth And 1500 ft-lb Installation Torque Max Load To Tieback = Design Load = 2053 lb 1.5" Solid Square Shaft Tieback Installed at a 15 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Retaining Wall Loads (Rankine Analysis) (At Grid 3)DH Spacing, s = 9.33 ft Angle of Tieback Downward from Horizontal, =15° Angle of Internal Soil Friction (Soil on Soil), Ф =32° Soil Backfill Angle, θ =0° Height of Grade hg =4.00 ft Height of Wall, hw = 6.00 ft Simplified Method Seismic Multiplier, KE = 9 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 0 lb/ft² Surcharge Equivalent Height of Earth, hsu = 0.00 ft Coefficient of Active Earth Pressure, Ka = 0.307 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 34 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 144 lb/ft @ 2.67 ft Total Surcharge Pressure, Hsu = 0 lb/ft @ 2.00 ft Total Active Earth Pressure, Ha = 270 lb/ft @ 1.33 ft Total Horizontal Pressure, HT = 414 lb/ft Max Horizontal Seismic Load , TCEL = 1.344 kips Max Horizontal Surcharge Load , TCLL = 0.000 kips Max Horizontal Earth Load , TCHL = 2.523 kips Max Horizontal Load , TCHORIZ = 3.866 kips Max Vertical Load , TCVERT = 1.036 kips Max Tension Load , TR = 4.003 kips Depth to Tieback, y = 1.80 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Foundation Supportworks HA150 Helical Tieback DH Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =1.797 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, =15° Soil Unit Weight, = 110 pcf Angle of Internal Soil Friction, Ф = 32° Applied Loads Vertical Load Tieback, TCV = 1.036 kips Tension Load to Anchor, TR = 4.003 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.001 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 6.605 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 6.519 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.001 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.001 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.501 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.001 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = *D12/4-*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = *D22/4-*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = *D32/4-*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi Q =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 12 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.500 ksf Nc =9 Qu =∑Ah(cNc) =11.744 kips Qa, compression/tension = Qu/FS = 5.872 kips OK Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 =110 pcf ∅ = 32° Ref Table 3-4 Failure Plane Wedge Angle, θ = 29° Lead Helix Horizontal Length, Ah =14.489 ft Depth of Helix, D1 =5.550 ft Depth of Helix, D2 =5.032 ft Depth of Helix, D3 =0.000 ft q'1 = *D1 =610.4 psf q'2 = *D2 =553.5 psf q'3 = *D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =20.04 (for ∅ =32°) Q1u =A1(q'1Nq) =4.120 kips Q2u =A2(q'2Nq) =5.914 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =5.017 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 4003 lb 1.5" Solid Square Shaft Tieback Installed at a 15 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Foundation Supportworks FS288BL Bracket DH Capacity of 3/4" GRB7 (125ksi) Threaded Rod =11 D = 0.750 in Ft = 125 ksi At = 0.344 in² Capacity =42.950 kips Block Shear at ⅜" Plate  and  to  TBS =0.3(58)(⅜)(11)+0.5(58)(⅜)(2) =93.525 kips Capacity of Weld  E70 Electrodes = 70 ksi Size of Fillet = 0.188 in Length of Weld = 11.000 in Capacity of Per Inch of Fillet = 2.784 kli Capacity of Fillet =30.627 kips Capacity of ⅜" Plate  At = 3.188 in² Ft = 21.600 ksi T =68.850 kips I =0.031 in⁴ A = 0.375 in² r = 0.289 in k = 1.00 l = 8.500 in kl/r = 30.0 Fa = 20.350 ksi S = 4.516 in³ Fb = 27.000 ksi RMAX =15.429 kips ◄ Limiting System Factor Fv = 14.400 ksi VALLOW =43.200 kips Results Capacity of System (2 Sides) = 15.43(2)=30.86kips (Bracket Only) PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson 2/1/2021 SUBJECT BY Foundation Supportworks FS288B Bracket DH Capacity of 3/4" GRB7 (125ksi) Threaded Rod =11 D = 0.750 in Ft = 125 ksi At = 0.344 in² Capacity =42.950 kips Block Shear at ⅜" Plate  and  to  TBS =0.3(58)(⅜)(10)+0.5(58)(⅜)(2) =87.000 kips Capacity of Weld  E70 Electrodes = 70 ksi Size of Fillet = 0.188 in Length of Weld = 12.000 in Capacity of Per Inch of Fillet = 2.784 kli Capacity of Fillet =33.411 kips Capacity of ⅜" Plate  At = 1.875 in² Ft = 21.600 ksi T =40.500 kips I =0.031 in⁴ A = 0.375 in² r = 0.289 in k = 1.00 l = 6.750 in kl/r = 24.0 Fa = 20.350 ksi S = 1.000 in³ Fb = 27.000 ksi RMAX =15.429 kips ◄ Limiting System Factor Fv = 14.400 ksi VALLOW =29.025 kips Results Capacity of System (2 Sides) = 15.43(2)=30.86kips (Bracket Only) PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Seismic Design Criteria DH ASCE 7-10 Chapters 11 & 12 Soil Site Class = D Tab. 20.3-1, (Default = D) Response Spectral Acc. (0.2 sec) Ss =127.10%g = 1.271g Figs. 22-1, 22-3, 22-5, 22-6 Response Spectral Acc.( 1.0 sec) S1 =51.30%g = 0.513g Figs. 22-2, 22-4, 22-5, 22-6 Site Coefficient Fa = 1.000 Tab. 11.4-1 Site Coefficient Fv = 1.500 Tab. 11.4-2 Max Considered Earthquake Acc. SMS = Fa.Ss = 1.271g (11.4-1) Max Considered Earthquake Acc. SM1 = Fv.S1 = 0.770g (11.4-2) @ 5% Damped Design SDS =2/3(SMS)= 0.847g (11.4-3) SD1 =2/3(SM1)= 0.513g (11.4-4) Risk Category = II, Standard Tab. 1.5-1 Flexible Diaphragm §12.3.1 Seismic Design Category for 0.1 sec D Tab. 11.6-1 Seismic Design Category for 1.0 sec D Tab. 11.6-2 S1 < 0.75g N/A §11.6 Since Ta < .8Ts (see below), SDC =D 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 =24.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1 Cu =1.400 for SD1 of 0.513g Tab. 12.8-1 Approx Fundamental period, Ta = Ct(hn)x = 0.217 (12.8-7) TL =12 sec Figs. 22-12 through 22-16 Calculated T shall not exceed ≤CuTa = 0.304 Use T =0.22 sec 0.8TS = 0.8(SD1/SDS)= 0.484 Exception of §11.6 does not apply Is structure Regular & ≤ 5 stories ? Yes §12.8.1.3 Max Ss ≤ 1.5g E-W N-S Response Modification Coefficient R = 6.5 6.5 Tab. 12.2-1 Over Strength Factor =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 C s W (12.8-1) Cs =SDS = 0.130 SDS = 0.130 (12.8-2) R/Ie R/Ie or need not to exceed, Cs = SD1 = 0.364 SD1 = 0.364 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 =0.130 0.130 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 0.130 W 0.130 W PROJECT NO. SHEET NO. MFR20-098 INPUT DATA Exposure category (26.7.3)B V = 110 mph Kzt =1.00 Flat Building height to eave he = 18 ft Building height to ridge hr = 24 ft Building length L = 93 ft Building width B = 46 ft Ground Elevation Above Sea Level E = 350 ft qh = 0.00256 Kh Kzt Kd V^2 =18.43 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 & Eq. 30.3-1) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1)= 0.700 Kd = wind directionality factor. (Tab. 26.6-1, for building)= 0.85 Ke = ground elevation factor. (Tab. 26.9-1)= 1.00 h = mean roof height = 21.00 ft < 60 ft, Satisfactory (ASCE 7-10 26.2.1) p = qh [(G Cpf )-(G Cpi )]pmin =16 psf for wall area (28.4.4) where: p = pressure in appropriate zone. (Eq. 28.4-1). pmin =8 psf for roof area (28.4.4) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building) = 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =4.60 ft 14.62 14.62 (+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) 1 0.48 12.23 5.59 1 -0.45 -4.98 -11.61 2 -0.69 -9.40 -16.03 2 -0.69 -9.40 -16.03 3 -0.44 -4.80 -11.44 3 -0.37 -3.50 -10.14 4 -0.38 -3.68 -10.32 4 -0.45 -4.98 -11.61 1E 0.73 16.81 10.17 5 0.40 10.69 4.05 2E -1.07 -16.40 -23.04 6 -0.29 -2.03 -8.66 3E -0.67 -9.00 -15.64 1E -0.48 -5.53 -12.16 4E -0.56 -7.09 -13.73 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -13.09 4E -0.48 -5.53 -12.16 5E 0.61 14.56 7.93 6E -0.43 -4.61 -11.24 Net Pressure with Basic wind speed (26.5.1) 2/1/2021Anderson Residence Underpinning Surface Surface Roof angle =Roof angle = G Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-10 Net Pressures (psf), Load Case A G Cp f Net Pressure with DATEPROJECT Velocity pressure Design pressures for MWFRS Topographic factor (26.8 & Table 26.8-1) SUBJECT Wind Design Criteria BY DH PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Existing Lateral Resistance Along Gridline 3 DH Footing/Foundation Wall Section Properties 8 in 80 in Int Buried Footing Depth, df =10 in Ext Exposed Footing Depth, dexp = 24 in Cross Sectional Area, A = 640 in² Section Modulus, Sx = 853 in³ Gross Moment of Inertia, Ig =341333 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 23.9 k-ft 0.65 §21.2.2 15.5 k-ft 57243 lbs §22.5.5.1 0.75 §21.2.1 21466 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline 3) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+'/2) Kp =2.88 Soil Unit Weight, = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =3.7 ft Int Buried Soil Depth, di = df-12" =0.0 ft A = Pp*(de) =581 psf B = Pp*(di) =0 psf wext = A*de/2 =2131 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 =5.00 ft Interior Length Due to Shear, Lint = 0.5ɸVu/wint =0.00 ft Rpext= wext*Lext =10656 lbs Rpint= wint*Lint =0 lbs Lateral Capacity, Rp= Rpext+Rpint =10656 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 28 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =2100 lbs Footing Frictional Resistance Along Gridline 3 Unpiered Portion of Gridline 3 = No Total available resistance along Gridline 3 = 10656lbs + 2100lbs + 0lbs = 12756lbs 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. Foundation Width, b = Foundation Depth, d = Conc Modulus of Rupture, fr = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) PROJECT NO. SHEET NO. MFR20-098 PROJECT DATE Anderson Residence Underpinning 2/1/2021 SUBJECT BY Lateral Design Loads Along Gridline 3 DH Wind Base Shear Along Gridline 3 Longitudinal End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf Tributary Width = 4.60 ft Tributary Width = 9.40 ft Tributary Height = 18.00 ft Tributary Height = 24.00 ft a = 4.60 ft Design base shear VWIND =4934 lbs ASD(60%) base shear VWIND =2961 lbs Seismic Controls Seismic Base Shear Along Gridline 3 RoofDL =(15 psf) (16.00 ft)Base shear = 0.130 W FoundationDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf Trib Length = 28 ft WallDL =(12 psf) (9.00 ft) StemwallDL =(150 pcf) (8.00 in) (72.00 in) FootingDL =(150 pcf) (10.00 in) (12.00 in) PerpWallsDL =(12 psf) (9.00 ft) (24.00 ft) Design base shear VSEISMIC =4984 lbs ASD(70%) base shear VSEIS =3489 lbs ◄Seismic Controls = 108 plf Worst Case Lateral Load Along Gridline 3 = 3489 lbs Total Available Lateral Resistance Along Gridline 3 = 12756 lbs No Additional Lateral Resistance Required Loading Direction: = 240 plf = 600 plf = 125 plf = 2592 lb Concrete Beam SFA ENGINEERING LLCLic. # : KW-06005923 DESCRIPTION:Turndown Ftg Check Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Anderson Residence.ec6 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 10.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Bottom, from 0.0 to 6.250 ft in this span . Beam self weight calculated and added to loads Loads on all spans... D = 1.267, Lr = 0.4690, L = 0.990 Uniform Load on ALL spans : D = 1.267, Lr = 0.4690, L = 0.990 k/ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.953 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 3.131 ft Mn * Phi : Allowable 18.646 k-ft Typical SectionSection used for this span Mu : Applied 17.768 k-ft Maximum Deflection 0 <360.0 30097 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio =<360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.002 in Ratio =>=240.0 Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 8.160 8.160 Overall MINimum 1.466 1.466 +D+H 4.741 4.741 +D+L+H 7.834 7.834 +D+Lr+H 6.206 6.206 +D+S+H 4.741 4.741 +D+0.750Lr+0.750L+H 8.160 8.160 +D+0.750L+0.750S+H 7.061 7.061 +D+0.60W+H 4.741 4.741 +D+0.750Lr+0.750L+0.450W+H 8.160 8.160 +D+0.750L+0.750S+0.450W+H 7.061 7.061 Steel Beam SFA ENGINEERING LLCLic. # : KW-06005923 DESCRIPTION:C-Channel Check Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Anderson Residence.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Minor Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :36.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : E = 0.1440, H = 0.270 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.327 : 1 Load Combination +0.70E+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 0.5562 k Mn / Omega : Allowable 1.276 k-ft Vn/Omega : Allowable C5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +0.70E+H 7.823 k Section used for this span C5x9 Ma : Applied Maximum Shear Stress Ratio =0.071 : 1 0.000 ft 0.417 k-ft Va : Applied 0 <600.0 1610 Ratio =0 <600.0 Maximum Deflection Max Downward Transient Deflection 0.009 in 4,145Ratio =>=600. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.022 in Ratio =>=600. Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.556 Overall MINimum 0.216 H Only 0.405 +0.60H 0.243 +0.70E+0.60H 0.394 +0.5250E+H 0.518 +0.70E+H 0.556 E Only 0.216 © 2017 Supportworks® All Rights Reserved 232 appendix 2a %racNet Specifications & Capacities FS288B Bracket Specifications & Capacities when used with the PP288 Push Pier System Bracket: Weldment manufactured from 1⁄4", 3⁄8", and 1⁄2" ASTM A36 plate Pier Tube: Ø2.875" x 0.165" wall x 36" long Triple-coated in-line galvanized ASTM A500 Grade C Yield strength = 50 ksi (min) Tensile strength = 55 ksi (min) Pier Tube Coupler: Ø2.500" x 0.180" wall x 6" long ASTM A53 Grade B Type E and S Yield strength = 35 ksi (min) Tensile strength = 42 ksi (min) Pier Starter Tube: Pier tube section with machined Ø3.375" friction reduction collar pressed around leading end External Sleeve: Ø3.500" x 0.216" wall x 30" or 48" long with welded collar or trumpet flare at one end ASTM A500 Grade B or C Yield strength = 50 ksi (min) Tensile strength = 62 ksi (min) Cap Plate: 1" x 5.00" x 9.00" ASTM A572 Grade 50 with confining ring on one side Bracket Hardware(3): (2) - Ø3⁄4" x 16" long all-thread rod Grade B7 Tensile strength = 125 ksi (min) Electrozinc plated per ASTM B633 Bracket Finish: Available plain or hot-dip galvanized(2) EXISTING STRUCTURE ALL-THREAD ROD TEMPORARY EXCAVATION CAP PLATE TY P I C A L I N S T A L L A T I O N A S S E M B L Y BA S I C B R A C K E T D I M E N S I O N S 6.75 4 . 0 0 L I F T 10.00 8.00 8. 0 0 EXTERNAL SLEEVE (48" SHOWN) PP288 PIER SHAFT FS288B BRACKET 6. 1 9 2.0° VE R T I C A L Allowable Bracket Capacity(4,5,6,7) Rn /Ω with 30" Sleeve (kips) with 48" Sleeve (kips) Plain 23.9 36.7 Plain Corroded(1)18.5 28.5 Grout Filled Corroded(1)20.9 32.1 Maximum Drive Force During Installation(7)48.1 60.0 (1) Corroded capacities include a 50-year scheduled sacrificial loss in thickness per ICC-ES AC406. Grout filled piers consider a loss in thickness at the outside diameter only. (2) Hot-dip galvanized coating in accordance with ASTM A123. (3) Optional hardware utilizes similar sized contour (coil) thread made from AISI 1045, tensile strength = 120 ksi. Slightly lower tensile strength material does not govern the listed capacities. (4) Brackets shall be used for support of structures that are considered to be fixed from translation. Structures that are not fixed from translation shall be braced in some manner prior to installing retrofit bracket systems. (5) Allowable compression capacities consider continuous lateral soil confinement in soils with SPT N-values ≥ 4. Piers with exposed unbraced lengths or piers placed in weaker or fluid soils should be evaluated on a case-by-case basis by the project engineer. (6) Concrete bearing assumes a minimum compressive strength (f'c) of 2,500 psi. Local concrete bending and other local design checks should be evaluated on a case-by-case basis by the project engineer. (7) Push Piers shall be installed with a driving force exceeding the required allowable service load by a sufficient factor of safety (FOS). FOS is most commonly between 1.5 and 2.0, although a higher or lower FOS may be considered at the discretion of the pier designer or as dictated by local code or project requirements. 10/16/17 © 2017 Supportworks® All Rights Reserved 234 appendix 2a %racNet Specifications & Capacities FS288BL Bracket Specifications & Capacities when used with the PP288 Push Pier System Bracket: Weldment manufactured from 1⁄4", 3⁄8", and 1⁄2" ASTM A36 plate Pier Tube: Ø2.875" x 0.165" wall x 36" long Triple-coated in-line galvanized ASTM A500 Grade C Yield strength = 50 ksi (min) Tensile strength = 55 ksi (min) Pier Tube Coupler: Ø2.500" x 0.180" wall x 6" long ASTM A53 Grade B Type E and S Yield strength = 35 ksi (min) Tensile strength = 42 ksi (min) Pier Starter Tube: Pier tube section with machined Ø3.375" friction reduction collar pressed around leading end External Sleeve: Ø3.500" x 0.216" wall x 30" or 48" long with welded collar or trumpet flare at one end ASTM A500 Grade B or C Yield strength = 50 ksi (min) Tensile strength = 62 ksi (min) Cap Plate: 1" x 5.00" x 9.00" ASTM A572 Grade 50 with confining ring on one side Bracket Hardware(3): (2) - Ø3⁄4" x 16" long all-thread rod Grade B7 Tensile strength = 125 ksi (min) Electrozinc plated per ASTM B633 Bracket Finish: Available plain or hot-dip galvanized(2) EXISTING STRUCTURE 6. 0 0 8.00 4 . 0 0 L I F T 14.00 CAP PLATE FS288BL BRACKET ALL-THREAD ROD TY P I C A L I N S T A L L A T I O N A S S E M B L Y BA S I C B R A C K E T D I M E N S I O N S TEMPORARY EXCAVATION 6.75 8. 1 9 PP288 PIER SHAFT EXTERNAL SLEEVE (48" SHOWN) 2.0° VE R T I C A L Allowable Bracket Capacity(4,5,6,7) Rn /Ω with 30" Sleeve (kips) with 48" Sleeve (kips) Plain 21.4 32.9 Plain Corroded(1)16.6 25.4 Grout Filled Corroded(1)18.7 28.8 Maximum Drive Force During Installation(7)48.1 60.0 (1) Corroded capacities include a 50-year scheduled sacrificial loss in thickness per ICC-ES AC406. Grout filled piers consider a loss in thickness at the outside diameter only. (2) Hot-dip galvanized coating in accordance with ASTM A123. (3) Optional hardware utilizes similar sized contour (coil) thread made from AISI 1045, tensile strength = 120 ksi. Slightly lower tensile strength material does not govern the listed capacities. (4) Brackets shall be used for support of structures that are considered to be fixed from translation. Structures that are not fixed from translation shall be braced in some manner prior to installing retrofit bracket systems. (5) Allowable compression capacities consider continuous lateral soil confinement in soils with SPT N-values ≥ 4. Piers with exposed unbraced lengths or piers placed in weaker or fluid soils should be evaluated on a case-by-case basis by the project engineer. (6) Concrete bearing assumes a minimum compressive strength (f'c) of 2,500 psi. Local concrete bending and other local design checks should be evaluated on a case-by-case basis by the project engineer. (7) Push Piers shall be installed with a driving force exceeding the required allowable service load by a sufficient factor of safety (FOS). FOS is most commonly between 1.5 and 2.0, although a higher or lower FOS may be considered at the discretion of the pier designer or as dictated by local code or project requirements. 10/16/17