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Home My WebLink AboutSchreiner - Calcs sFA Design Group, LLC STRUCTURAL I GEOTECHNICAL ( SPECIAL INSPECTIONS a PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA 503.641 .831 1 1 www.sfadg.com STRUCTURAL CALCULATIONS Schreiner Residence Underpinning 477 Rice Creek Terrace NE, Fridley, MN 55432 • LICENSED • PROFESSIONAL ; • ENGINEER — %0• 58974 Q� ''OF 1M 10 `�� PROFESSIONAL ENGINEER I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the lows of the State of Minnesota Print Name: .1-sse eaqA Signature: Date 10/12 22 License # 58974 LIMITATIONS 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. Project No. IBA22-460 October 12,2022 [� 5FA Design Group, LLC ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO. I BA22-460 PROJECT DATE Schreiner Residence Underpinning 10/12/2022 SUBJECT BY Helical Pier Design Requirements �KT Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story residence located in Fridley, 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. Pier sections are continuously hydraulically torqued 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, , and concrete foundation Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation General Building Department City of Fridley 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 Roof Dead Load 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 CMU Wall Dead Load 81.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 35.0 psf Deck Live Load 60.0 psf Floor Live Load (Residential) 40.0 psf Deflections Total Load Deflection Limit L/240 Live Load Deflection Limit L/360 [� 5FA Design Groups LLC PROJECT NO. SHEET NO. ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-460 PROJECT DATE Schreiner Residence Underpinning 10/12/2022 SUBJECT BY Pier Layout KT Pier Layout(See S2.1 for Enlarged Plan) 69'-4" 13'-6" 11'-D" 17'-6" I 21'-4" I 6'-0" T T T T T T T T T I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .n 2'-0" I (8) EQ SPACES 12'-0" I I 2'-O"SQx6"DP 3/4" MINUS I COMPACTED CRUSHED STONE FTC W/ IJ-IC ENDURACRETE I I I I I I FTC PER GENERAL NOTES TYP I I I I I I II II II II II II II II r r 54x7.7 r r (E) BEAM I I I I I L_J L_J I I I I I I 2'-o"I I 6'-0" s'-o" a'-o" I I I I I I I (E) CONC SLAB I I I ON GRADE TYP I I I I IL_------------ L --� O— -- I ——————————— J _ IL---------------------------------------JI o _ I r 7-0 � 7-0" � 7-0" h- �J ��J A°ST A°ST A°Sl A°sT A°sT I A°`�T •O°J'T O-- - - - -- 1 ---- 2 3 r— 4 --5---6-- ? I 8'-0" MAX (4) EO SPACES S'-0" MAX I I I LINE OF (E) DECK I ABOVE I o5� r� I e A°SP I �- - - - -- L-------�j 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-460 PROJECT DATE Schreiner Residence Underpinning 10/12/2022 SUBJECT BY Design Loads KT Worst Case Vertical Design Loads (Gridline 4) Tributary Width To Pier= =7.00 ft Load Type Design Load Tributary Length Line Load ROOfDL= (15 psf) (15.17 ft) =228 plf Dead Load 10.017 kips RoofSL= (35 psf) (15.17 ft) =531 plf Floor Live Load 2.332 kips 1StFloorDL= (15 psf) (4.33 ft) =65 plf Roof Snow Load 3.717 kips 1StFloorLL= (40 psf) (4.33 ft) = 173 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 InteriorWaIIDL = (9 psf) (4.33 ft) =39 plf EXteriorWallDL = (12 psf) (18.00 ft) =216 plf CMU StemwallDL_ (81 psf) (42.00 in) =284 plf FootingDL_ (150 pcf) (24.00 in) (16.00 in) =400 plf Max Vertical Load to Worst Case Pier 14.554 kips Max Unsupported Ftg Span from Arching Action 8.00 ft [� 5FA Design Group, LLC ®� PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-460 PROJECT DATE Schreiner Residence Underpinning 10/12/2022 SUBJECT BY IMG 2.875"in fd Push Pier System KT (�/PIER/ (Design Input REACTION Pier System Designation= 3.5"fd PIER CAP WITH Vertical Load to Pier, PTA= 14.554 kips THREADED RODS i , AND FOOTING S FOOTIN L AND Minimum Installation Depth, L= 10.000 ft Unbraced Length, I= 1.000 ft PIER Eccentricity,e= 4.250 in a° (E) GRADE Y EXTERNAL SLEEVE Vertical Component of Tieback, PTB= 0.000 kips a III= Design Load (Vertical), PDT= 14.554 kips BRACKET--,, P� Design Moment, MomentPierDL= 61.853 kip in EXCAVATION III—III= Sleeve Property Input =III—I Sleeve Length= 48.000 in a - -III Design Sleeve OD= 3.933 in Design Wall Thickness= 0.192 inI— r= 1.324 in —III—III— I —I I I—I I I—I I Ii A= 2.262 in2 I=1 I I—I I =1 I I=1 I I—III—I 11= S= 2.017 in3 Note: Sleeve reduces bending stress on main Z= 2.695 in' pier from eccentricty I —Z —I —III—III—� 1 = 3.966in° III� ——I I III—I�IIIII�II E= 29000 ksi _ Fy= 50 ksi I—I I o I I I I-- EXTERNAL (Pier Property Input —I I.E =I I I I=I I I=SIEVE _ I—I I I-1 Design Tube OD= 3.45s in i l—_� —I I II(I I I II I I F Design Wall Thickness= 0.141 in - I Ld k= 2.10 r= 1.174in IIIII —II IIIIIIIII� 1=_ _ I Note: Design thickness of pier and sleeve A= 1.469 in2 c= 1.729 in —III III- PIER based on 93%of nominal thickness per A/SC — - and the/CC-ES AC358 based on a corrosion S= 1.170 in Z= 1552 in' REACTION AT LOAD . loss rate of 50 years for zinc-coated steel BEARING STRATUM I = 2.023 in E= 29000 ksi Fy= 50 ksi Note:Section above is a general representation of piering system,refer Hydraulic Ram Area= 14.180 in' to plan for layout and project specific details. Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r= 21.47 OK,<200 §E2 Note: Flexural design capacity Fe= 620.726 ksi §(E3-4) based on combined plastic section 4.71'(E/Fy)5= 113.43 §E3 modulous of pier and sleeve Fcr= 48.342 ksi §(E3-2&E3-3) Pn= 71.0 kips §(E3-1) Safety Factor for Compression, Q,= 1.67 Allowable Axial Compressive Strength, Pnlfl,= 42.5 kips §E1 Actual Axial Compressive Demand, Pr= 14.554 kips D/tp[ef= 24.5 OK,<.45E/Fy §F8 Mn= 212.3 kip-in §(F8-1) Safety Factor for Flexure, S2b= 1.67 Allowable Flexural Strength, Mnlflb= 127.2 kip-in §F1 Actual Flexural Demand, Mr= 61.9 kip-in Combined Axial&Flexure Check= 0.77 OK §(H1-1a&1b) I Resu Its Max Load To Pier= Design Load=14554 lb 2.875"Diameter Pipe Pier with 0.165"Thick Wall 3.5"Diameterx48"Long Pipe Sleeve With 0.216"Thick Wall Minimum 10'-0"Installation Depth And Minimum 2100 psi Installation Pressure Minimum'/°"Foundation Lift During Installation General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation for Pier (Deck Grid B) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 11.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.108) D(O. 18) D(0.03)L(0.08) D(0.24375) (0.56875) ,Xf X � C l ) j T�T f1�'i Span=11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.0150, S =0.0350 ksf, Tributary Width = 16.250 ft, (Roof Load) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =2.0 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width =2.0 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width =9.0 ft, (Exterior Wall) DESIGN SUMMARY Maximum Bending = 16.011 k-ft Maximum Shear= 5.569 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Location of maximum on span 5.750ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.078 in 1773 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.132 in 1041 Max Upward Total Deflection 0.001 in 264998 Vertical Reactions Support notation : Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.569 5.569 Overall MINimum D Only 2.299 2.299 +D+L 2.759 2.759 +D+S 5.569 5.569 +D+0.750L 2.644 2.644 +D+0.750L+0.750S 5.096 5.096 +0.60 D 1.379 1.379 L Only 0.460 0.460 S Only 3.270 3.270 General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation for Pier (Deck Grid 5) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 8.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 3.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(2.299 D 0.102 L 0.51 D 0 bl 0A L 0.51 D(0.0862 )L(o.23) D( .0862 )L(0. 3) D(0.06)S(0.14) (0.06)S(0.1 ) x x Span=8.0 ft Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.0150, S=0.0350 ksf, Tributary Width =4.0 ft, (Roof Load) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =5.750 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width = 5.750 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width = 9.0 ft, (Exterior Wall) Point Load : D=2.299, S=3.270 k @ 0.0 ft, (Reaction From Grid B) Uniform Load : D =0.0120, L=0.060 ksf, Tributary Width =8.50 ft, (Deck Load) Load for Span Number 2 Uniform Load : D =0.0150, S=0.0350 ksf, Tributary Width =4.0 ft, (Roof Load) Uniform Load : D =0.0150, L= 0.040 ksf, Tributary Width =5.750 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width = 5.750 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width =9.0 ft, (Exterior Wall) Uniform Load : D =0.0120, L= 0.060 ksf, Tributary Width =8.50 ft, (Deck) DESIGN SUMMARY F—Maximum Bending = 6.783 k-ft Maximum Shear= 5.238 k Load Combination +D+L Load Combination +D+L Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Location of maximum on span 3.446ft Location of maximum on span 8.000 ft Maximum Deflection Max Downward Transient Deflection 0.016 in 6047 Max Upward Transient Deflection -0.008 in 9108 Max Downward Total Deflection 0.025 in 3898 Max Upward Total Deflection -0.012 in 5870 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 8.423 8.682 Overall MINimum D Only 3.702 3.086 General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation for Pier (Deck Grid 5) Vertical Reactions Support notation : Far left is# Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L 6.245 8.682 +D+S 7.453 4.144 +D+0.750L 5.609 7.283 +D+0.750L+0.750S 8.423 8.077 +0.60 D 2.221 1.851 L Only 2.544 5.596 S Only 3.751 1.059 General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation for Pier (Deck Near Grid 5) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#3 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#4 Span Length = 5.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.108 D(0.108 D(0.108) D(0.108 d � �� - ) b M_ 5) b M ) v (0.09( )L(0.26 (0.097 )L(0.26 (0.097 )L(0.26 (0.09( )L(0.26 D(0.06)S(O.14) D(0-06)S(0.14)t t t D(0-06) (0.14)t tD(0.06) (0.14) X X X X X Ir Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D =0.0150, S=0.0350 ksf, Tributary Width =4.0 ft, (Roof Load) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =6.50 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width =6.50 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width =9.0 ft, (Exterior Wall) Load for Span Number 2 Uniform Load : D =0.0150, S=0.0350 ksf, Tributary Width =4.0 ft, (Roof Load) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =6.50 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width =6.50 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width =9.0 ft, (Exterior Wall) Load for Span Number 3 Uniform Load : D =0.0150, S=0.0350 ksf, Tributary Width =4.0 ft, (Roof Load) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =6.50 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width =6.50 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width =9.0 ft, (Exterior Wall) Load for Span Number 4 Uniform Load : D =0.0150, S=0.0350 ksf, Tributary Width =4.0 ft, (Roof Load) Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width =6.50 ft, (Floor Load) Uniform Load : D =0.0090 ksf, Tributary Width =6.50 ft, (Interior Wall) Uniform Load : D =0.0120 ksf, Tributary Width =9.0 ft, (Exterior Wall) General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation for Pier (Deck Near Grid 5) DESIGN SUMMARY Maximum Bending = 1.671 k-ft Maximum Shear= 1.894 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Span#where maximum occurs Span # 1 Span#where maximum occurs Span#3 Location of maximum on span 5.000 ft Location of maximum on span 5.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.002 in 38490 Max Upward Total Deflection -0.000 in 1037286 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.226 3.566 2.897 3.566 1.226 Overall MINimum D Only 0.636 1.851 1.504 1.851 0.636 +D+L 1.147 3.337 2.711 3.337 1.147 +D+S 0.911 2.651 2.154 2.651 0.911 +D+0.750L 1.019 2.966 2.410 2.966 1.019 +D+0.750L+0.750S 1.226 3.566 2.897 3.566 1.226 +0.60 D 0.382 1.111 0.903 1.111 0.382 L Only 0.511 1.486 1.207 1.486 0.511 S Only 0.275 0.800 0.650 0.800 0.275 [� 5FA Design Group, LLC ®� PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IIBA22-460 PROJECT DATE Schreiner Residence Underpinning 10/12/2022 SUBJECT BY Grip-Tite Helical Pier System KT Design Input CL/PIER/ REACTION Pier System Designation = GTRDS2875 PIER CAP WITH Finish Type= Galvanized THREADED RODS I nN (E) STEMWALL Vertical Load to Pier, PTA= 8.682 kips AND FOOTING Minimum Installation Depth, L= 10.000 ft PIER Unbraced Length, I = 1.000 ft EXTERNAL SLEEVES (E) GRADE Eccentricity, e= 4.250 in Friction Factor of Safety, FS= 2 I=III= Normal Surface Force, Fn= 4.341 kips BRACKET P„ Vertical Component of Tieback, PTB= 0.000 kips p p EXCAVATION Design Load(Vertical+Tieback), PDT= 8.682 kips Trr +MomentEccentricity= 36.899 kip-in =I -MomentTieback= 0.000 kip-in =kil — I I—III= III—ICI ICI—ICI—I -MomentFriaion= 0.000 kip-in =III—III— i 1—III—III—I I Design Moment, MomentPierDk= 36.899 kip-in Sleeve Property Input Sleeve Length = 24.000 in Design Sleeve OD= 3.410 in —J III—_ EXTERNAL Design Wall Thickness= 0.171 in I U I I I I-i�LEEVE Note: Sleeve reduces bending stress on main A= 1.741 in r= 1.147 in 2 — DER pier from eccentricty —HELIX BLADE (D3) S= 1.343 in3 Z= 1.797 in3 = 2.290 in4 E= 29000 ksi Fy= 50 ksi I I I I I HELIX BLADE (D2) Pier Property Input Design Tube OD= 2.811 in Design Wall Thickness= 0.171 in — III—III— k= 2.10 r= 0.935 in A= 1.419 in I�— HELIX BLADE (D1) Note: Design thickness of pier and sleeve based c= 1.406 in _I_ on 93%of nominal thickness per AISC and the = S= 0.883 in3 ICC-ES AC358 based on a corrosion loss rate of 50 years for zinc-coated steel Z= 1.194 in3 I = 1.242 in° Note:Section above is a general representation of piering system, E= 29000 ksi refer to plan for layout and project specific details. Fy= 50 ksi Helix Properties and Capacity Fyh= 50 ksi Fbh=0.75*Fyh= 37.500 ksi Di = 10 in Al = p*D12/4= 78.5 in ti = 0.375 in S, = 1*t,2/6= 0.023 in Q1 =Al*wl = 38.4 kips wi = 0.489 ksi D2= 12 in A2= p*D22/4-p*(Tube OD)2/4= 106.9 in t2= 0.375 in S2= 1*t22/6= 0.023 in Q2=A2*w2= 40.9 kips w2= 0.383 ksi D3= 0 in A3= p*D32/4-p*(Tube OD)2/4= 0.0 in t3= 0.000 in S3= 1*t32/6= 0.000 in Q3=A3*w3= 0.0 kips w3= 0.000 ksi IQ= 79.3 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 Ri = 1.758 kli Weld OK R2= 1.758 kli Weld OK R3= 0.000 kli Soil -Individual Bearing Method -Cohesive Factor of Safety= 2.0 Blow Count, N = 18 ZAh=Al+A2+A3= 1.3 ft2 Cohesion, c= 2.250 ksf Nc= 9 QU=ZAh(cNc)= 26.076 kips Qa,compression/tension=Qu/FS= 13.038 kips OK Soil -Individual Bearing Method -Non-Cohesive Factor of Safety, FS= 2.0 y= 110 pcf 0= 32° Depth of Helix, Di = 9.500 ft Depth of Helix, D2= 7.000 ft Depth of Helix, D3= 0.000 ft q'i =y*D1 = 1045.0 psf q'2=y*D2= 770.0 psf q'3=y*D3= 0.0 psf Nq= 1+0.56(12*0)0/54= 20.04 (for 0=32°) Q1 U=A1(q'i Nq)= 11.421 kips Q2U=A2(q'2Nq)= 11.454 kips Q3U=A3(q'3Nq)= 0.000 kips Qa,compression/tension= JQu/FS= 11.438 kips OK t Non-Cohesive Controls Soil -Torque Correlation Method -Verification Factor of Safety, FS= 2.0 Design Work Load, DL= 8.682 kips Emperical Torque Correleation Factor, Kt= 9 ft-1 Final Installation Torque, T = 1929 lb-ft Ultimate Pile Capacity, Qu= 17.364 kips Allowable Pile Capacity, Qa= 8.682 kips OK Results Max Load To Pier= Design Load=8682 lb 2.875" Diameter Pipe Pier with 0.203"Thick Wall 3.5" Diameterx24" Min Long Pipe Sleeve With 0.3"Thick Wall 0.375"Thick 10/12" Helix With 0.25" Fillet Welds Each Side of Helix to Pier Minimum 10'-0"Installation Depth And Minimum 2000 lb-ft Installation Torque Steel Beam Project File:Schreiner Residence.ec6 LIC#:KW-06015657,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Supplemental Beam CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing : Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending D(0.30)L(0.50) S4x7.7 S4x7.7 S4x7.7 S4x7.7 Span=2.0 ft Span =6.0 ft Span=6.0 ft Span=2.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D =0.0240, L=0.040 ksf, Tributary Width = 12.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.321 : 1 Maximum Shear Stress Ratio= 0.168 : 1 Section used for this span S4x7.7 Section used for this span S4x7.7 Ma:Applied 2.800 k-ft Va:Applied 2.60 k Mn/Omega:Allowable 8.733 k-ft Vn/Omega:Allowable 15.440 k Load Combination +D+L Load Combination +D+L Location of maximum on span 6.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 3,199 >=360 Span:4:L Only Max Upward Transient Deflection -0.005 in Ratio= 9,661 >=360 Span:4:L Only Max Downward Total Deflection 0.036 in Ratio= 1999 >=180 Span:4:+D+L Max Upward Total Deflection -0.008 in Ratio= 6038 -180 Span:4:+D+L Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 3.800 5.200 3.800 Overall MINimum 0.855 1.170 0.855 D Only 1.425 1.950 1.425 +D+L 3.800 5.200 3.800 +D+0.750L 3.206 4.387 3.206 +0.60D 0.855 1.170 0.855 L Only 2.375 3.250 2.375 General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation For Intellijack General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 1.50 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 11.667 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 Span#3 Span Length = 11.667 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 D(0.30)L(0.50) Sp n = 1.50 ft Span = 11.667 ft Span = 11.667 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D =0.0240, L= 0.040 k/ft, Tributary Width = 12.50 ft DESIGN SUMMARY Maximum Bending = 13.387 k-ft Maximum Shear= 5.814 k Load Combination +D+L Load Combination +D+L Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Location of maximum on span 11.667ft Location of maximum on span 11.667 ft Maximum Deflection Max Downward Transient Deflection 0.031 in 4577 Max Upward Transient Deflection -0.013 in 2792 Max Downward Total Deflection 0.049 in 2860 Max Upward Total Deflection -0.021 in 1746 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.797 11.551 3.519 Overall MINimum D Only 1.799 4.332 1.320 +D+L 4.797 11.551 3.519 +D+0.750L 4.047 9.746 2.969 +0.60D 1.079 2.599 0.792 L Only 2.998 7.220 2.200 [� SFA Design Group, LLC PROJECT NO. SHEET NO. ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS �IBA22-460 PROJECT DATE Schreiner Residence Underpinning 10/12/2022 SUBJECT BY IMG IJ350 IntelliJack System KT (E) FLOOR SHEATHING (E) FLOOR FRAMING (E) BEAM IJ—LR PER GENERAL (4t/2"W MIN) NOTES (3" MAX UNBRACED THREADED ROD LENGTH) IMG IJ—TP PER GENERAL NOTES W/ (4) #12x3" WOOD SCREWS IMG IJ—TC PER GENERAL NOTES IMG IJ-350 PER GENERAL NOTES (CUT TO REQ'D LENGTH) IMG IJ—IC PER IMG IJ—BP PER GENERAL GENERAL NOTES NOTES W/ 5/g"0x4l/4" (E) INTERIOR e . EMBED SS SLEEVE ANCHOR GRADE a W g =11111 111111111 111= _ I COMPACTED STRUCTURAL -III III-1 I_ PER FILL E I III III- FILL PER PLAN r PLAN Note: Section above is a general representation of intellijack system, refer to plan for layout and project specific details. IntelliJack System = IJ350 Footing Type= Gravel Pmax= 5.200 kips Maximum Tube Unbraced Length, dt= 10.000 ft Maximum Threaded Rod Unbraced Length, dt,= 3.000 in Eccentricity, en,ax= 1.000 in Moment= 5.200 in-kips Tube Properties Design Tube OD= 3.500 in Design Wall Thickness= 0.165 in k= 1.00 r= 1.181 in A= 1.729 in c= 1.750 in S= 1.377 in 1 = 2.409 in E= 29000 ksi Fy= 46 ksi Tube Output kl/r= 101.65 Slenderness OK Cc= 111.55 F'e= 14.45 ksi Fa= 14.06 ksi fa= 3.01 ksi Fb= 30.36 ksi fb= 3.78 ksi Cm = 1.00 fa/Fa= 0.21 Eq 1-11-1 and Eq 1-11-2 Eq 1-11-1 0.37110 Tube OK Eq 1-11-2 0.23339 Tube OK Eq H1-3 NA Threaded Rod Properties Threaded Rod Dia. = 1.250 in k= 1.00 r= 0.313 in A= 1.227 in c= 0.625 in S= 0.192 in 1 = 0.120 in E= 29000 ksi Fy= 70 ksi Threaded Rod Output kl/r= 9.60 Slenderness OK Cc= 90.43 F'e= 1619.74 ksi Fa= 40.79 ksi fa= 4.24 ksi Fb= 46.20 ksi fb= 27.12 ksi Cm = 1.00 fa/Fa= 0.10 Eq 1-11-3 may be used Eq H1-1 NA Eq H1-2 NA Eq 1-11-3 0.69 Tube OK Bearing Capacity of Crushed Stone Footing _ Footing Depth = 6 in Footing Width = 24 in Footing Length = 24 in Soil Bearing Capacity= 1500 psf Capacity= 6.00 k OK MAX LOAD TO INTELLIJACK= 5200LB 3.5 IN DIAMETER INTELLIJACK TUBE WITH 0.165 IN. THICK WALL AND MAX HEIGHT OF 10FT 1-1/4 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN 24 IN SQR X 6 IN DP STRUCTURAL FILL EMBED THREADED ROD A MINIMUM OF 314 IN INTO CONFINING RING AND THREADED INSERT General Beam Analysis Project File:Schreiner Residence.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Load Generation per Foot of Wall General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 4.080 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 3.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 0 0 �Oh��39d0.P) a o b Span=4.080 ft Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load : L=0.01230 k/ft, Extent= 0.0 »7.330 ft, Tributary Width = 1.0 ft Varying Uniform Load : H =0.2480->0.0 k/ft, Extent=0.0-->> 7.330 ft DESIGN SUMMARY Maximum Bending = 0.289 k-ft Maximum Shear= 0.4061 k Load Combination +L+H Load Combination +L+H Span#where maximum occurs Span # 1 Span#where maximum occurs Span# 1 Location of maximum on span 1.601 ft Location of maximum on span 4.080 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 188925 Max Upward Total Deflection -0.000 in 781424 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +L+H 1 0.0003 1.852 0.0000 0.000 2 0.0000 1.852 H Only -0.0001 1.238 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.374 0.624 0.012 Overall MINimum -0.007 H Only 0.355 0.566 -0.012 +L+H 0.374 0.624 0.001 +0.750L+H 0.369 0.610 -0.002 +0.60H 0.213 0.339 -0.007 L Only 0.020 0.058 0.012 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-460 PROJECT DATE Schreiner 10/12/2022 SUBJECT BY Grip-Tite Wall Anchor Capacity KT Ah FPa FPd FPP BURIED EARTH GRADE ANCHOR INTERIOR -��2— —III—III—III-"= —III —III—III= —III III III Q III—III— WALL R 11111= III—III=11 a=III—III—III1�I 1=1 1=1 1=1 1=1 1=1 — 1=1 1=1 1= 11 1=11=11=1 I1 1=1I1=1I—III—I 1I1 1' 11=11=1I _T 1 11YI I III —III—III I anchor-ri IIIIIiI�I III—III—III—III—III—III—III—III—III—III— — • III I I I i� rp I I—III—III—I 11=1 11=1 11=1 I I—I 11=1 I I—III—I 11=1 11=1 11= III—III 11=1 11=1 11=1 I I—I 11=1 I I- 11= 0=1 I—III—III—I 11 11 I—III—III—III—I I„IIQI��II I-III 111 1 11 11 1 III„III II II I—III-1II- -1 11II-1 II I— IIII—II II1-- I III--1 I I—I 11=1 11=1 I I—III—III—III—I I I I 1=1 11=1 I I—III—I I I �� III—I I11I11I—I 1-1I—I I1-1 II I'Fq�i—1 I1=„I _ IIIIIii' II,��IIIipgS��RFp J c.> NOTE: SECTION ABOVE IS A GENERAL REPRESENTATION OF THE WALL ANCHOR SYSTEM. REFER TO THE PLAN FOR LAYOUT AND PROJECT SPECIFICS. l Input Product= Grip-Tite Wall Type= CMU Spacing of Anchors,s= 4.67 ft Wall Height,W= 7.58 ft Unbalanced Fill Depth,F= 7.33 ft Equivalent Fluid Weight,Wa= 33.8 Ib/ft3 Active Earth Pressure,Pa= 908 lb/ft =0.5*Ka*y*Fl Seismic Earth Pressures,Pe= 40 lb/ft =5.5F Surcharge Pressure,Ps= 40 Ib/ft2 Surcharge Pressure,Ps= 90 lb/ft Distributed Load on wall,w= 624 lb/ft Horizontal Load to Deadman= 2.912 kips Vertical Load to anchor= 0.304 kips Tension Load to Anchor,Tanchor= 2.928 kips Deadman Size= 16"x 16" Depth to Centerline of Anchor,Pv= 3.25 ft Distance From Wall,Ah= 14.00 ft Soil Unit Weight,y= 110 Ib/ft3 Angle of Internal Soil Friction,(V= 320 Anchor Angle,a= 60 Soil Slope= 0° Factor of Safety,FS= 2.0 Calcs Failure Plane Wedge Angle,6= 290 Depth to Top of Anchor,Avt= 4.06 ft OK Depth to Bottom of Anchor,Avb= 5.38 ft OK Active Failure Plane Distance,FPa= 4.06 ft Passive Failure Plane Distance,FPp= 9.71 ft Distance Between Failure Planes,FPd= 0.22 ft OK Coefficient of Active Earth Pressure,Ka= 0.307 =(1-sin0)/(1+sin0) Coefficient of Passive Earth Pressure,Kp= 3.255 =(1+sin0)/(1-sin0) Output Capcity of Deadman=Tcapacity= 3.460 kips OK =(''Y27Avb2(Kp-Ka)/FS)(WDeadman) Component Capacities Threaded Rod Allowable Tensile Capacity= 14 kips Termination Hardware Allowable Tensile Capacity= 30 kips Plate Bending Capacity Capacities Plate Thickness,t= 0.1382 in Unsupported Length of Plate,L= 2 in Section Modulous of Single Plate,Sx= 0.274 in' Area of Wing,Awing= 24.0 in 0 Load on Wing,Pwing= 146 Ib Applied Bending Moment at Wing,Mawing= 0.146 k-in Allowable Bending Stress(0.6"50ksi),fb= 30.0 ksi Applied Bending Stress at Wing,Fb= 0.5 ksi