HomeMy WebLinkAbout340 HUGO ST NE APPROVED PLANS PROFESSIONAL ENGINEER XIuiiiuii
GENERAL REQUIREMENTS I hereby certify that this plan, specification, or ���gS E O���i�i�
REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO report was prepared by me or under my direct �.��,.• ••• 'F9
REFERENCED PROJECT. supervision and that I am a duly Licensed �'• LICENSED ••�
Professional Engineer under the laws of the _ PROFESSIONAL ; _ Kra
NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. State of Minnesota = ENGINEER _
N• •� SFA Design Group.LLr
i�• 58974 o
DESIGN CRITERIA Print Name: Jesse D •. .•p P =�a.�R L1VefmOe.� $edne.wA
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BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): Signature: ����iiCj�•F�NI„ ` ��`
2018 INTERNATIONAL BUILDING CODE (IBC) Date 10.10. 22 License # 58974
2018 INTERNATIONAL RESIDENTIAL CODE (IRC)
2020 MINNESOTA BUILDING CODE
2020 MINNESOTA RESIDENTIAL CODE W W
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GRIP-TITE WALL ANCHOR SYSTEM z
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MATERIALS: Q W
PLATE STEEL: ASTM A1011 C1008—C1010, Fy = 38 KSI, Ft = 52 KSI, 10 GAUGE PLATE EMBOSSED W/ Z co
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(2) LONGITUDINAL RIBS.
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REVIEWED FOR CODE COMPLIANCE cr Q O z
• WALL E: SIZE= 1108. REF MFR SPECIFICATIONS FOR ADDL INFO.
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EARTH ANCHOR: FABRICATED FROM (2) 11 x28 WALL PLATES PER MFR WELDED IN A CROSS PATTERN. ONE Q > = w
INCH ON EA END OF WALL PLATES ARE BENT 90'. SIZE=26x26. REF MFR SPECIFICATIONS FOR ADDL INFO. BUILDING INSPECTOR 10/18/2022 z =O Q
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THREADED ROD: ASTM A108 GRADE 1018 STEEL Fy = 36 KSI, MIN TENSILE STRENGTH = 23 KIPS, 3/4-10 W W LL
UNC 2B, 0.734" NOMINAL DIAMETER, 108" LONG (ASSEMBLY CONSISTS OF (2) RODS). Cn 2
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THREADED ROD COUPLER: ASTM A513, TYPE 5, GRADE 1020, Fy = 35 KSI, F„ = 50 KSI, 3/4-10 UNC 213, Q
OVERSIZED TAP, 3" LONGxO.984"0.
m
TERMINATION HARDWARE: SAE J995 GRADE 2 HEAVY SQUARE NUTS 3/4-10 UNC 26, OVERSIZED TAP.
ALLOWABLE TENSILE CAPACITY=30 kips.
FINISH: ALL COMPONENTS ARE HD GALV IN ACCORDANCE WITH ASTM A153.
s
4 GENERAL NOTES
r REVISIONS
PROJECT NO:
I BA22-454
DESIGNED BY:
BH
< DRAWN BY:
Y BH
r N•
i CHECKED BY:
i. CVR,JLD
DATE:
!' 10.10.2022
SHEET NO:
VICINITY MAP
S1 . 1
SCALE: NTS
PROFESSIONAL ENGINEER
I hereby certify that this plan, specification, or ♦������S E•�•��//�i��
EF report was prepared by me or under my direct ♦ •' '•Fy
supervision and that I am a duly Licensed �: '•2
56 —0 Professional Engineer under the laws of the LICENSED Kra
= ; PROFESSIONAL ;
State of Minnesota = ENGINEER •
I 15 —8 I r.(p• •Q 5FA Design Group.LLr
��• 58974 •� 11—I o��� 7 �N_
Print Name: Jesse D % •. :p�� =a.oR`` e.moe.�Ise=ne.wA
Signature: ''���//�F liii ���♦♦
Date 10.10. 22 License # 58974
L — — — — — — (E) FOUNDATION/(N) WALL ANCHOR LAYOUT PLAN NOTES:
E----------- ——————— GARAGE I 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS uJ 0
o (E) CONIC SLAB 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES BETWEEN FIELD CONDITIONS & THOSE U Q
CD 1 S4.1 TYP I ON GRADE I (E) WOOD SHOWN IN THESE DOCUMENTS PRIOR TO WORK TYP Z
� � DECK ABOVE----------�------- 3. � INDICATES (E) CMU WALL ON (E) CONIC FOOTING (CONTRACTOR TO VERIFY 8"Wx8'-0"H (E) CMU 0(:D N
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�I� 6. Q INDICATES LOCATION OF STEP IN (E) CMU WALL ~
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rn 8, WALL ANCHOR SPACING SHALL BE AS INDICATED ON PLAN >Q Cn
9, BEFORE INSTALLATION OF ANCHORS, THE CONTRACTOR SHALL VERIFY IN FIELD THE INSTALLATION DEPTH > m
(Afi) DOES NOT EXCEED THE BUILDING SETBACK DISTANCE FROM THE PROPERTY LINE SUCH THAT THE
EARTH ANCHORS DO NOT ENCROACH INTO THE ADJACENT PROPERTY.
10. FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL WITH HYDRAULIC CEMENT OR EPDXY
1 — — 11. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO
00 UP
� AI B C D E F G
(E)FDN/(N)WALL
ANCHOR LAYOUT
PLAN
REVISIONS
2 _
3
C 4
5
6 ---- PROJECT NO:
IBA22-454
-------- DESIGNED BY:
BH
1 Z �-- ----� DBHWN BY:
9 I I CHECKED BY:
CVR,JLD
DATE:
10 _ 10.10.2022
(E) FDN/(N) WALL ANCHOR LAYOUT PLAN N i2 ------ SHEET NO:
KEY PLAN S2. 1
SCALE: 3/1 g"=1'-0"
SCALE: NTS
PROFESSIONAL ENGINEER
I hereby certify that this plan, specification, or ,�', �' S E.•'����ii�
report was prepared by me or under my direct `��, C;•' '•Fy
supervision and that I am a duly LicensedLICENSED
�: �•2
Professional Engineer under the laws of the ; pR0 ESSIONAL•; Kra
State of Minnesota = ENGINEER • _
�• •Q 5FA Design Group,LLr
58974 ', o e. �..ffmw
15'—0" �� •• •O�� Portlantl,OR Llve mo e,A Seattle,WA
Ah Print Name: Jesse D
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FP, = 3'-11" FPd = 0'-6" Signature: ����i�j�•FiM� `��``
FP = 10'-8" Date 10.10. 22 License # 58 74
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111-1 I 1-1 1 a ,1 I— PROJECT NO:
I BA22-454
1 I= 1 1= 1 1 ® DESIGNED BY:
BH
-III-I 1-1 1-111-1 11; N DRAWN BY:
BH
I.;, I I I- CHECKED BY:
NOTES: CVR,JLD
DATE:
1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S 10.10.2022
2. ENTIRE ANCHOR ASSEMBLY IS HD GALV
E CMU BASEMENT WALL/ N WALL ANCHOR SECTION EARTH PLATE DETAIL SHEET NO:
S4. 1
SCALE: 3/4"=1'-0"
1
r
PROFESSIONAL ENGINEER
I hereby certify that this plan, specification, or ♦�', �' S E•�•��//�i��
report was prepared by me or under my direct �♦♦♦ c;•' '•Fy
supervision and that I am a duly LicensedLICENSED
�: �•2
Professional Engineer under the laws of the ; pR0 ESSIONAL•; Kra
State of Minnesota = . ENGINEER • _
!r.(p• •Q 5FA Design Group.LLr
58974 '/� o� �.
Print Name: Jesse D �� -•. :p � pun.=.a.oR`` se=ne.wA
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Signature: ''��1op x
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Date 10.10. 22 License # 58974
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11 III=1 I 111— 11 I 1EI11- 11 11 11=
(E) CONC FOOTING TYP 1111_
® N I II 11=1 I I—III-
11III=IIIIII1 I I=� 11_ PROJECT NO:
IBA22-454
DESIGNED BY:
BH
DRAWN BY:
BH
CHECKED BY:
NOTES: EARTH PLATE DETAIL DATE: JLD
1. REF PLAN FOR LAYOUT & INSTALLATION REVS 10.10.2022
2. ENTIRE ANCHOR ASSEMBLY IS HD GALV
SHEET NO:
E CMU WALL/ N WALL ANCHOR SECTION
1 S4.23
SCALE: /4"=1'—0"
r
INNnVATIVE vi'd E
BASEMENT AUTHORITY
Company
Slte: Name:Alvin and Barb Wasserman Jurisdiction: Customer il: Scope:Wap anchors on founds Rush City
340 Hugo Street NW 55432 Anoka County 154621 and retaining wall 13Z5 Frandsen Ave.
David Klein Scale: Inspection Date: Rush City, MN 55069
CFI: 651-502,8990 1/4":1'0" 09/15/2l}22
David.klein@teaminnovative.com
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
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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