REVIEWED BLD2023-1421+Structural_Calculations+11.8.2023_9.24.49_AM+3888199RECEIVED
Nov 09 2023 SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R S
DEVELOPMENT SERVICES
DEPARTMENT
March 13, 2023 BLD2023-1421
To: Rob Michel, Michel Design
From: Evan Underbrink, PE, SE
Re: 7824 175th St SW
Geogrid Slope Stabilization
SSS# s2009O29
The geotechnical engineer has designed a system to stabilize the slope and keystone
block wall behind the house. The top layer of geogrid is to be anchored to the existing
foundation wall using a pressure treated 2x6 anchored with 1/2" x 5" long Simpson Titen
HD screw anchors at 30". Please see the attached detail for reference.
If you have any questions or require additional information, please call.
Attached:
Patio Modular Block Wall
Detail (from Geotech included for reference)
Detail GGA
Supporting calculations
ALL WORK SUBJECT
■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ .................................
: The following documentation shall be available on '
TO FIELD
= site for the building inspector:
INSPECTION FOR
■ -
CODE COMPLIANCE
=
❑ COE APPROVED ARCHITECTURAL PLAN SET
: ❑ COE APPROVED STRUCTURAL PLAN SET ;
APPROVED
PLANS MUST BE
: ❑X COE REVIEWED CALCULATION PACKET '
ON JOB SITE
: ❑ ENERGY CREDIT WORKSHEET
❑ SITE PLAN ;
❑ CIVIL PLAN '
❑X Sheets W1,P1, and Al �
; ❑
■
■
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
24113 56t" Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
GEOGRID
R
GEOTECH
GGA GEOGRID ANCHORAGE
N.T.S.
EXISTING SLAB ON GRADE
N
GEOGRID WRAPPED AROUND
PRESSURE TREATED 2x6 LEDGERS
AND ANCHORED INTO FOUNDATION
/ 0 x 5 #TITEN-HD SCREW
ANCHORS @ 30" oc & AT EA END
/
OF 2x6 LEDGERS
(3%" MINIMUM EMBEDMENT INTO
\/
EXISTING FOUNDATION)
,
\�
EXISTING HOUSE FOUNDATION
WALL
i
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: s2009O29.ec6
DESCRIPTION: Wood Ledger
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
850 psi
E: Modulus of Elasticity
Load Combination: ASCE 7-16
Fb -
850 psi
Ebend- xx 1300 ksi
Fc - Prll
1300 psi
Eminbend - xx 470ksi
Wood Species Hem -Fir
Fc - Perp
405 psi
Wood Grade No.2
Fv
150 psi
Ft
525 psi
Density 26.84 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
2x6
Span = 2.50 ft
Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : E = 0.50 , Tributary Width = 1.0 ft, (Geogrid Load)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Design OK
Maximum Bending Stress Ratio =
0.97a 1
Maximum Shear Stress Ratio =
0.414
Section used for this span
2x6
Section used for this span
2x6
fb: Actual =
1,590.89 psi
fv: Actual =
79.55 psi
Fb: Allowable =
1,626.56 psi
Fv: Allowable =
192.00 psi
Load Combination
E Only" 0.70
Load Combination
E Only" 0.70
Location of maximum on span =
1.254ft
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
0.231 in Ratio =
129 > 1 Span: 1 : E Only
Max Upward Transient Deflection
-0.231 in Ratio =
129 -1 Span: 1 : E Only* -1.0
Max Downward Total Deflection
0.162 in Ratio =
185 > 1 Span: 1 : E Only * 0.70
Max Upward Total Deflection
-0.162 in Ratio =
185 > 1 Span: 1 : E Only * -0.70
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear a ues
Segment Length Span # M V
Cd CFN C i Cr
Cm C t CL M fb F'b
V fv F'v
0.00
0.00
0.00
0.00
Length = 2.50 ft
1
0.90
1.300
0.80
1.00
1.00
1.00
1.00
914.94
0.00
0.00
108.00
E Only' 0.70
1.300
0.80
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.50 ft
1
0.978
0.414
1.60
1.300
0.80
1.00
1.00
1.00
1.00
0.27
1,590.89
1626.56
0.44
79.55
192.00
E Only' -0.70
1.300
0.80
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.50 ft
1
0.978
0.414
1.60
1.300
0.80
1.00
1.00
1.00
1.00
0.27
1,590.89
1626.56
0.44
79.55
192.00
E Only" 0.5250
1.300
0.80
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.50 ft
1
0.734
0.311
1.60
1.300
0.80
1.00
1.00
1.00
1.00
0.21
1,193.17
1626.56
0.33
59.66
192.00
E Only"-0.5250
1.300
0.80
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.50 ft
1
0.734
0.311
1.60
1.300
0.80
1.00
1.00
1.00
1.00
0.21
1,193.17
1626.56
0.33
59.66
192.00
Wood Beam
LIC# : KW-06017385, Build:20.22.2.2
DESCRIPTION: Wood Ledger
Overall Maximum Deflections
Load Combination Span
Vertical Reactions
Load Combination
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: s2009O29.ec6
Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
1 0.0000 0.000 E Only * -1.0-0.2312 1.254
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
Overall MlNimum
-0.625
-0.625
E Only* 0.70
0.438
0.438
E Only* -0.70
-0.438
-0.438
E Only * 0.5250
0.328
0.328
E Only *-0.5250
-0.328
-0.328
E Only
0.625
0.625
E Only* -1.0
-0.625
-0.625
E-7i►vi�-Z•�c■ Anchor DesignerTM
Software
Version 3.1.2301.3
1.Project information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Concrete screw
Material: Carbon Steel
Diameter (inch): 0.500
Nominal Embedment depth (inch): 3.500
Effective Embedment depth, hef (inch): 2.560
Code report: ICC-ES ESR-2713
Anchor category: 1
Anchor ductility: No
hmfn (inch): 5.42
cap (inch): 3.88
Cmw (inch): 1.75
Smin (inch): 3.00
Recommended Anchor
Anchor Name: Titen HD® - 1/2" 0 Titen HD, hnom:3.5" (89mm)
Code Report: ICC-ES ESR-2713
Company:
Date:
1 /30/2023
Engineer:
Page:
1/5
Project:
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 6.00
State: Cracked
Compressive strength, F� (psi): 2500
Wc,v: 1.0
Reinforcement condition: Supplementary reinforcement not present
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
l+'71►��11+7•J►■ Anchor Designer TM
Software
Version 3.1.2301.3
QD
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.10.5.2 not applicable
Ductility section for shear: 17.10.6.2 not applicable
Do factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nua [lb]: 1500
Wax [lb]: 0
Way [lb]: 0
<Figure 1>
x
M
Company:
Date:
1 /30/2023
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z 15 OA
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►vi�-Z•�c■ Anchor DesignerTM
Software
Version 3.1.2301.3
<Figure 2>
3.50
Company:
Date:
1 /30/2023
Engineer:
Page:
3/5
Project:
Address:
Phone:
E-mail:
..
3
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►vi�-Z•�c■ Anchor DesignerTM
Software
Version 3.1.2301.3
Company:
Date:
1 /30/2023
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua (Ib) Vu (Ib) Way (Ib) �(Vuax)2+(Vuay)2 (Ib)
1 1500.0 0.0 0.0 0.0
Sum 1500.0 0.0 0.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (Ib): 1500
Resultant compression force (Ib): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (Ib) 0 ^a (Ib)
20130 0.65 13085
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kcAia f'chofl s (Eq. 17.6.2.2.1)
kc A. f� (psi) hof (in) Nb (Ib)
17.0 1.00 2500 2.560 3482
0.75^b = 0.750 (ANc/ANco)Y%d,NY%,NY%p,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
A (in') ANco (in' ca,.m (in) %d,N Pc,N :op,N Nb (Ib) 0 0.750Ncb (lb)
56.37 58.98 3.50 0.973 1.00 1.000 3482 0.65 1579
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load, Naa (lb) Design Strength, 0Nn (lb) Ratio Status
Steel 1500 13085 0.11 Pass
Concrete breakout 1500 1579 0.95 Pass (Governs)
112"0 Titen HD, hnom:3.5" (89mm) meets the selected design criteria.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►vi�-Z•�c■ Anchor DesignerTM
Software
Version 3.1.2301.3
Company:
Date:
1 /30/2023
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
12. Warnings
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need
not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com