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Home My WebLink AboutWasserman - Calcs sFA Design Group, LLC STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS a PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA 503.641 .8311 1 www.sfadg.com STRUCTURAL CALCULATIONS Wasserman Residence Basement Wall Upgrade 340 Hugo St. NE, Fridley, MN 55432 ,• LICENSED •• PROFESSIONAL • ENGINEER Nam• 58974 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 laws of the State of Minnesota Print Name: liesse adl� Signature: Date 10.10. 2 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. IBA22-454 October 10,2022 [� 5FA Design Group, LLC ®� STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO. I BA22-454 PROJECT DATE Wasserman Residence Basement Wall Upgrade 10/10/2022 SUBJECT BY Wall Anchor Design Requirements �131-1 Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation wall stabilization of the residence w/basement located in Fridley, MN as referenced on the cover sheet. The Wall Anchor System is used as a reinforcement system to anchor plain concrete block, clay block/brick, timber and poured concrete walls, as well as steel sheeting, against the forces of unbalanced fill, such as with basement walls. 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 [� 5FA Design Group, LLC PROJECT NO. SHEET NO. �] STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-454 PROJECT DATE Wasserman Residence Basement Wall Upgrade 10/10/2022 SUBJECT BY Wall Anchors Layout JBH Wall Anchor Layout(See S2.1 for Enlarged Plan) E U 56'-0" 15'-8" Ill O - - - -- I L —I --- ---- I 8 �-- AG RAGE (E} CONC SLAB �i I of ON GRADE I (E) WOOD � ABOVE E-----------G)---- I � I F----------- ------ I o77 I 14= I 77 �'� r1� oT E__________- Epp c IjAO I N T /\ E----------- ------ 00 10-- - - UP 0 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-454 PROJECT DATE Wasserman 10/10/2022 SUBJECT BY Grip-Tite Wall Anchor Capacity BH Ah FPa FPd FPp r BURIED EARTH GRADE ANCHOR 1�4so 11=1 11=1 11= 1= Q =1 11=1 WALLR _ _ RI a =1 11=1 I I=1 =1 I 1=1 11= 11—III—II1= II—III—III Q Tanchor �=III=III-III—III—III—III—III—III—III—III—III- � �—► 1=1 11=1 11=1 11=1 I IM 11=1 11=1 11=1 11=1, =1 11=1 11= 0Q'=1 1=1 I I—III—III—III—I 1=1 11=1 11=1 11=1 I=111 11 1 11 1 11 III, I II II II II II 11 l 1l l l 1111111=III—III=III=III—III-1 1—I 111-111 I— ��Q / NOTE: SECTION ABOVE IS A GENERAL REPRESENTATION OF �F 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= 3.00 ft Wall Height,W= 8.00 ft Unbalanced Fill Depth,F= 7.00 ft Equivalent Fluid Weight,Wa= 33.8 Ib/ft3 Active Earth Pressure,Pa= 828 lb/ft =0.5'Ka'y'F2 Seismic Earth Pressures,Pe= 39 lb/ft =5.5F Surcharge Pressure,Ps= 40 Ib/ft2 Surcharge Pressure,Ps= 86 lb/ft Distributed Load on wall,w= 639 lb/ft Horizontal Load to Deadman= 1.917 kips Vertical Load to anchor= 0.167 kips Tension Load to Anchor,Tanchor= 1.924 kips Deadman Size= 26"x 26" Depth to Centerline of Anchor,Pv= 3.50 ft Distance From Wall,Ah= 15.00 ft Soil Unit Weight,y= 110 Ib/ft3 Angle of Internal Soil Friction,(V= 320 Anchor Angle,a= 50 Soil Slope= 0° Factor of Safety,FS= 2.0 Calcs Failure Plane Wedge Angle,6= 290 Depth to Top of Anchor,Avt= 3.73 ft OK Depth to Bottom of Anchor,Avb= 5.89 ft OK Active Failure Plane Distance,FPa= 3.88 ft Passive Failure Plane Distance,FPp= 10.63 ft Distance Between Failure Planes,FPd= 0.49 ft OK Coefficient of Active Earth Pressure,Ka= 0.307 =(1-sin(V)/(1+sin(V) Coefficient of Passive Earth Pressure,Kp= 3.255 =(1+sin(V)/(1-sin(V) Output Capcity of Deadman=Tcapacity= 6.731 kips OK =('/27Avb2(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= 7 in Section Modulous of Single Plate,Sx= 0.274 in' Area of Wing,Awing= 84.0 in 0 Load on Wing,Pwing= 337 Ib Applied Bending Moment at Wing,Mawing= 1.179 k-in ___ __ ____ _ Allowable Bending Stress(0.6"50ksi),fb= 30.0 ksi Applied Bending Stress at Wing,Fb= 4.3 ksi Project Title: Engineer: Project I D: Project Descr: General Beam Analysis Project File:Wasserman Residence Calcs.ec6 LIC#:KW-06015057,Build:20.21.9.26 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Soil Load Generation per ft of Wall General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 3.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 3.50 ft Area= 10.0 in12 Moment of Inertia = 100.0 inA4 X X Span =3.50 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--»7.0 ft, Tributary Width = 1.0 ft Varying Uniform Load : H = 0.2370->0.0 k/ft, Extent=0.0--»7.0 ft DESIGN SUMMARY Maximum Bending= 0.317 k-ft Maximum Shear= 0.3887 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 3.500 ft Location of maximum on span 3.500 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 148176 Max Upward Total Deflection 0.000 in 4142071 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.277 0.639 Overall MINimum H Only 0.277 0.553 +L+H 0.277 0.639 +0.750L+H 0.277 0.618 +0.60H 0.166 0.332 L Only 0.000 0.086 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS IBA22-454 PROJECT DATE Wasserman 10/10/2022 SUBJECT BY Grip-Tite Wall Anchor Capacity BH Ah FPa FPd FPp r BURIED EARTH GRADE ANCHOR 1�4so 11=1 11=1 11= 1= Q =1 11=1 WALLR _ _ RI a =1 11=1 I I=1 =1 I 1=1 11= 11—III—II1= II—III—III Q Tanchor �=III=III-III—III—III—III—III—III—III—III—III- � �—► 1=1 11=1 11=1 11=1 I IM 11=1 11=1 11=1 11=1, =1 11=1 11= 0Q'=1 1=1 I I—III—III—III—I 1=1 11=1 11=1 11=1 I=111 11 1 11 1 11 III, I II II II II II 11 l 1l l l 1111111=III—III=III=III—III-1 1—I 111-111 I— ��Q / NOTE: SECTION ABOVE IS A GENERAL REPRESENTATION OF �F 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= 5.00 ft Wall Height,W= 7.00 ft Unbalanced Fill Depth,F= 7.00 ft Equivalent Fluid Weight,Wa= 33.8 Ib/ft3 Active Earth Pressure,Pa= 828 lb/ft =0.5'Ka'y'F2 Seismic Earth Pressures,Pe= 39 lb/ft =5.5F Surcharge Pressure,Ps= 40 Ib/ft2 Surcharge Pressure,Ps= 86 lb/ft Distributed Load on wall,w= 895 lb/ft Horizontal Load to Deadman= 4.475 kips Vertical Load to anchor= 0.000 kips Tension Load to Anchor,Tanchor= 4.475 kips Deadman Size= 26"x 26" Depth to Centerline of Anchor,Pv= 4.50 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= 00 Soil Slope= 0° Factor of Safety,FS= 2.0 Calcs Failure Plane Wedge Angle,6= 290 Depth to Top of Anchor,Avt= 3.42 ft OK Depth to Bottom of Anchor,Avb= 5.58 ft OK Active Failure Plane Distance,FPa= 3.88 ft Passive Failure Plane Distance,FPp= 10.07 ft Distance Between Failure Planes,FPd= 0.05 ft OK Coefficient of Active Earth Pressure,Ka= 0.307 =(1-sin(V)/(1+sin(V) Coefficient of Passive Earth Pressure,Kp= 3.255 =(1+sin(V)/(1-sin(V) Output Capcity of Deadman=Tcapacity= 6.045 kips OK =('/27Avb2(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= 7 in Section Modulous of Single Plate,Sx= 0.274 in' Area of Wing,Awing= 84.0 in 0 Load on Wing,Pwing= 783 Ib Applied Bending Moment at Wing,Mawing= 2.741 k-in ___ __ ____ _ Allowable Bending Stress(0.6"50ksi),fb= 30.0 ksi Applied Bending Stress at Wing,Fb= 10.0 ksi General Beam Analysis Project File:Wasserman Residence Calcs.ec6 LIC#:KW-06015057,Build:20.22.8.17 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Soil Load Generation per ft of Wall General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 2.50 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 Span#2 Span Length = 4.50 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 POW L Span =2.50 ft + Span=4.50 ft J r 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--»7.0 ft, Tributary Width = 1.0 ft Varying Uniform Load : H = 0.2370->0.0 k/ft, Extent=0.0--»7.0 ft DESIGN SUMMARY Maximum Bending= 0.639 k-ft Maximum Shear= 0.4966 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 2.500 ft Location of maximum on span 2.500 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.003 in 40304 Max Upward Total Deflection -0.000 in 319278 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.055 0.895 Overall MINimum -0.034 H Only 0.055 0.774 +L+H 0.021 0.895 +0.750L+H 0.029 0.865 +0.60H 0.033 0.465 L Only -0.034 0.121