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Home My WebLink About2022.08.30 Cameron Residence Calculations 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 Cameron Residence Floor Support 5924 Oakwood Manor NE, Fridley, MN 55432 • • 2� LICENSED •• PROFESSIONAL ; • ENGINEER — %N• 58974 Q� ''OF 1M 110 `�� 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: Signature:- Date08-30-bq2 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. IBA22-378 August 30,2022 [� 5FA Design Group, LLC ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO. IIBA22-378 PROJECT DATE Cameron Residence Floor Support 8/30/2022 SUBJECT BY IntelliJack(Steel Beam)/(wood Beam)& Intellibrace Design Requirements �BE Structural Narrative The structural calculations and drawings enclosed support the use of IntelliJacks for mitigation of observed structural settlements, and support of the vertical loads tributary to it, at a residential property located in Fridley, MN as referenced on the coversheet.IntelliJacks consist of a 3.5" square steel tube attached to a plate by a 1.25" diameter adjustable threaded rod. This plate is attached to the bottom side of a supporting beam with (4) bolts with nuts.The steel pipe sits in a pre-fabricated base plate that bears on a poured in place concrete footing. The structural calculations and drawings enclosed are in reference to the design of the basement wall stabilization of the residence located in Fridley, MN as referenced on the coversheet. Intellibrace systems are used to support and stabilize foundation walls. Heavy-duty zinc plated steel beams are custom-fit to the basement wall with heavy-duty steel brackets that are anchored to the basement concrete slab floor and floor joists. The steel beams will stabilize the wall in its current position, without any further adjustment. The Intellibrace design gives the ability to continue to tighten the system during the dry season for possible wall improvement. 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 Floor Dead Load 15.0 psf Interior Wall Dead Load 9.0 psf Live Loads Floor Live Load (Residential) 40.0 psf Soil Parameters Reference Standards Conform to CBC Chapter 18 "Soils & Foundations". Allowable Foundation Pressure (Assumed) 1500 psf LDeflections Total Load Deflection Limit L/240 Live Load Deflection Limit L/360 Project Title: Engineer: Project I D: Project Descr: Steel Beam Project File: IBA22-378 Cameron Residence.ec6 LIC#:KW-06015057,Build:20.21.9.26 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: 7 ft 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(0.1320)L(0.220) S4x7.7 S4x7.7 Z S4x7.7 Span =2.0 ft Span =3.0 ft r�T Span =2.0 ft I J 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 =5.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.081 : 1 Maximum Shear Stress Ratio = 0.046 : 1 Section used for this span S4x7.7 Section used for this span S4x7.7 Ma :Applied 0.704 k-ft Va :Applied 0.7040 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 2.000ft Location of maximum on span 2.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 3,846 —360 Span:3: L Only Max Upward Transient Deflection -0.003 in Ratio= 13,685 —360 Span:3: L Only Max Downward Total Deflection 0.020 in Ratio= 2404 —240. Span:3:+D+L Max Upward Total Deflection -0.004 in Ratio= 8553 —240. Span:3:+D+L Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.232 1.232 Overall MINimum -0.277 -0.277 D Only 0.462 0.462 +D+L 1.232 1.232 +D+0.750L 1.040 1.040 +0.60D 0.277 0.277 L Only 0.770 0.770 Project Title: Engineer: Project I D: Project Descr: General Beam Analysis Project File: IBA22-378 Cameron Residence.ec6 LIC#:KW-06015057,Build:20.21.9.26 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E) Wood Beam Top General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 2.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 4.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#3 Span Length = 4.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#4 Span Length = 4.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#5 Span Length = 4.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 Span#6 Span Length = 4.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#7 Span Length = 4.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#8 Span Length = 2.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0.3360)L(0.560) X X X X X Span=2.0 ft Span=4.0 ft Span=4.0 ft Span=4.0 ft Span=4.0 ft Span=4.0 ft Span=4.0 ft San=2.0 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 = 14.0 ft DESIGN SUMMARY Maximum Bending= 1.268 k-ft Maximum Shear= 1.879 k Load Combination +D+L Load Combination +D+L Span#where maximum occurs Span#2 Span#where maximum occurs Span#6 Location of maximum on span 4.000 ft Location of maximum on span 4.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 99082 Max Upward Total Deflection -0.000 in 536063 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Support 8 Support 9 Overall MAXimum 0.435 3.062 3.694 3.552 3.600 3.552 3.694 3.062 0.435 Overall MINimum D Only 0.163 1.148 1.385 1.332 1.350 1.332 1.385 1.148 0.163 +D+L 0.435 3.062 3.694 3.552 3.600 3.552 3.694 3.062 0.435 +D+0.750L 0.367 2.583 3.117 2.997 3.037 2.997 3.117 2.583 0.367 +0.60D 0.098 0.689 0.831 0.799 0.810 0.799 0.831 0.689 0.098 L Only 0.272 1.914 2.309 2.220 2.250 2.220 2.309 1.914 0.272 Project Title: Engineer: Project I D: Project Descr: General Beam Analysis Project File: IBA22-378 Cameron Residence.ec6 LIC#:KVV-06015057,Build:20.21.9.26 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E) Wood Beam Bot General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 2.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 4.660 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#3 Span Length = 4.660 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#4 Span Length = 4.660 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#5 Span Length = 2.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 ID(02040)L(O.340) b � X X X X Span=2.0 ft Span=4.660 ft Span=4.660 ft Span=4.660 ft Span=2.0 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 =8.50 ft DESIGN SUMMARY Maximum Bending= 1.030 k-ft Maximum Shear= 1.327 k Load Combination +D+L Load Combination +D+L Span#where maximum occurs Span#4 Span#where maximum occurs Span#4 Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.001 in 100237 Max Upward Total Deflection -0.000 in 426634 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 0.167 2.129 2.594 2.594 2.129 0.167 Overall MINimum D Only 0.063 0.799 0.973 0.973 0.799 0.063 +D+L 0.167 2.129 2.594 2.594 2.129 0.167 +D+0.750L 0.141 1.797 2.189 2.189 1.797 0.141 +0.60D 0.038 0.479 0.584 0.584 0.479 0.038 L Only 0.104 1.331 1.621 1.621 1.331 0.104 [� 5FA Design Groups LLE PROJECT NO. SHEET NO. ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-378 PROJECT DATE Cameron Residence Floor Support 8/30/2022 SUBJECT BY Project Layout BE Pier Layout(See S2.1 for Enlarged Plan) O O 29'-4" o i 1 r---------------------------- I I Iw I I 16 I to I I I I o p I I I I I BIZ I I 3-0" 12'-0" S4x7.7 OB 2'-0' I r^ — (6) EO ISPACESIJ J L-J L-J L-J L-J L-J L-J I I r(E) DROPPED BEAM TYPI I I r—� r—� r—� J +O+- 31 I I I I 6'-p" (3) EQ SPACES 8'_0^ I I I I 2'-0"SQx6"DP 3/4" MINUI I I I COMPACTED CRUSHED I I 2 1 I STONE FTC W/ IJ-IC (E) CONIC SLAB I ENDURACRETE FTG PER I I ON GRADE I GENERAL NOTES TYP I I I I I I I I I I I I O - I L -------------I------------- 2 L-----------------------------J O (V (E) FOUNDATION/(N) INTELLIJACK/INTELIBRACE LAYOUT PLAN z SCALE NTS [� SFA Design Group, LLC PROJECT NO. SHEET NO. ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-378 PROJECT DATE Cameron Residence Floor Support 8/30/2022 SUBJECT BY IMG IJ350 IntelliJack System BE (E) FLOOR SHEATHING (E) FLOOR FRAMING (E) BEAM IJ—LR PER GENERAL (4�/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 REO'D LENGTH) IMG IJ—IC PER IMG IJ—BP PER GENERAL GENERAL NOTES NOTES W/ 5/,"0x41/q" (E) INTERIOR a EMBED SS SLEEVE ANCHOR GRADE W s I II I 111111111 111= COMPACTED STRUCTURAL PER FILL PER PLAN 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= CIP Pmax= 3.694 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= 3.694 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= 2.14 ksi Fb= 30.36 ksi fb= 2.68 ksi Cm = 1.00 fa/Fa= 0.15 Eq 1-11-1 and Eq 1-11-2 Eq 1-11-1 0.25572 Tube OK Eq 1-11-2 0.16580 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= 3.01 ksi Fb= 46.20 ksi fb= 19.26 ksi Cm = 1.00 fa/Fa= 0.07 Eq 1-11-3 may be used Eq H1-1 NA Eq H1-2 NA Eq 1-11-3 0.49 Tube OK Bearing Capacity of Cast-In-Place 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=3694LB 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 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-378 PROJECT DATE Cameron Residence Floor Support 8/30/2022 SUBJECT BY IMG IntelliBrace System BE Lateral Earth Pressure Input Values Width of Floor Joist= 1.5 in OK, No Add'I Blocking Needei Add'I Blocking Thickness= N/A in Spacing,s= 58 in OC Angle of Internal Soil Friction (Soil on Soil),(D= 30.0 ° Soil Backfill Angle,9= 0.0 ° Height of Grade h9= 5 ft Height of Wall,hW= 7 ft Simplified Method Seismic Multiplier, KE= 0 Unit Weight of Earth,we= 110 Ib/ft3 Surcharge Load,ws= 40 Ib/ft2 Lateral Earth Pressure Coefficient, k= 0.333 Active Earth Pressure,wa= 40 Ib/ft3 Lateral Earth Pressures Seismic Pressure, HE= 0 lb/ft of Wall Surcharge Pressure, Hsu= 67 lb/ft of Wall Active Earth Pressure, Ha= 500 lb/ft of Wall Total Seismic Pressure, HE= 0 lb Applied at 3.34 ft Total Surcharge Pressure, Hsu= 322 lb Applied at 2.50 ft Total Active Earth Pressure, Ha= 2417 lb Applied at 1.67 ft Horizontal Pressure, HT= 567 lb/ft of Wall Total Horizontal Pressure, HT= 2739 lb Applied at 1.76 ft l Reactions Total Force at Base of IntelliBrace, FB= 2048 Ibs Total Force at Top of IntelliBrace, FE= 690 Ibs Capacity of 3/4"Thru-Bolts= 1740 Ibs OK Capacity of Anchor Bolt into Conc Slab= 10200 Ibs OK T SHEATHING T/SHEATHING PER ARCH r R/FRAMING _ l f- � - B T/SHEATHING II PER ARCH _I I IIIII' III I—� T SLAB I—� a• III '=III=III,—II�II .. III NOTE:SECTION ABOVE IS A GENERAL REPRESENTATION OF A INTELLBRACE SYSTEM. REFER TO THE PLAN FOR LAYOUT AND PROJECT SPECIFICS. Project Title: Engineer: Project I D: Project Descr: Steel Beam Project File: IBA22-378 Cameron Residence.ec6 LIC#:KVV-06015057,Build:20.21.9.26 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Intellibrace 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 H(2 417) L(O. 220) S4x7.7 L Span=7.0 ft -I r � Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load : L= 0.3220 k @ 2.50 ft Point Load : H =2.417 k @ 1.670 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.391 : 1 Maximum Shear Stress Ratio = 0.133 : 1 Section used for this span S4x7.7 Section used for this span S4x7.7 Ma :Applied 3.415 k-ft Va :Applied 2.047 k Mn/Omega :Allowable 8.733 k-ft Vn/Omega :Allowable 15.440 k Load Combination +L+H Load Combination +L+H Location of maximum on span 1.680ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 4,116 —360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.135 in Ratio= 620 —240. Span: 1 :+L+H Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.047 0.692 Overall MINimum -0.207 -0.115 H Only 1.840 0.577 +L+H 2.047 0.692 +0.750L+H 1.996 0.663 +0.60H 1.104 0.346 L Only 0.207 0.115