BLD REVIEWED BLD2020-1386+Structural_Calculations+12.18.2020_5.29.07_PM+1955974C �
ENGINEERING
250 41h Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
STRUCTURAL CALCULATIONS
Rotmark Residence
17512 715t Ave W
Edmonds, WA 98026
1211712020
CG Project No.: 20187.10
Proiect Location
17512 71st Ave W
Edmonds, WA 98026
Proiect Description
It appears that a shoring wall is needed to stabilize the slope in the back yard. The geotechnical
engineer has recommended a new retaining wall with grouted tiebacks near the top of the slope. The
new wall will consist of timber lagging spanning between small 3" square steel tube piles driven into
the soil with a 140-pound jack hammer. The wall will be tied back to the anchors with a waler system.
The height of the proposed wall will be between 4-6ft above grade and will be approximately 55ft
long. The existing Keystone block retaining wall at the south will be left in place. The neighbor's side
sewer will be located so that no conflicts will exist between the tieback anchors and the existing
sewer.
Scope of Work
Provide stamped structural calculations and construction drawings suitable for permit and
construction
Basis of Design
Retaining Wall Active Earth Pressure, H 45 PCF
Seismic Surcharge, E 8H
Grouted Anchors Grout Adhesion 2000 PSF
Description By LS Date 11 5 2020
CM
Checked Date
Project Summary
ENGINEERING Scale NTS Sheet No.
250 4th Ave South project .lob No.
Suite 200
Edmonds, WA 98020 Rotmark Residence 20187.10
Loading Diagram: HSS3x3x1/4 @ 4'-0"
0
CO
0
� 25 deg
45PCF 8H
Grouted anchor
@ 8'-0"
HSS6x4x1/4
w,active = 45PCF*7FT = 315 PSF
w,eq = 8PCF*7FT = 56 PSF
GM Description Retaining Wall By LS Date11/5/2020
40 Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 2
Job No.
Edmonds, WA 98020 Project Rotmark Residence
425.778.8500 20187.10
www.cgengineering.com
Shorina Post:
Assume post braced by soil at toe -side
3'
w,H
= 315PSF*4FT = 1,260 PLF
2'@SIM
w,E
= 56PSF*4FT = 224 PLF
At"SIM"
w,H
= 315PSF*3FT = 945 PLF
4'
w,E
= 56PSF*3FT = 168 PLF
5'@SIM
w,H w,E
Use HSS3x3x1/4 @ 4'-0" OC
6'
per Enercalc output
5'@SIM
At "SIM" use HSS3x3x1/4 @ 3'-0" OC
per Enercalc output
L
Ties-
att7o�,Gte.;_ we rV sLaet
Grouted Anchors:
3'
�n
Ft� o
F,E
Z�
F, H
10,
Assume all loads go into grouted anchor (conservative)
F,H = 315PSF*8FT*7FT/2 = 8,820 LBS
F,E = 56PSF*8FT*7FT = 3,136 LBS
Load combination: 0.7E + H
F,total = 8820 + 0.7*3136 = 11,015 LBS
A,req = 11,015LBS / 2000PSF = 5.51SF
Try 3" diameter anchor:
A,prov = 3.14*(3/12)*15ft = 11.8SF > 5.51SF ... OK
Use 3" diameter grouted anchor
(15ft bonded length) @ 8'-0"
4M Description Retaining Wall By LS Date11/5/2020
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 Edmonds,WA98020 Project Rotmark Residence Job No. 3
425.778.8500 20187.10
www.cgengineering.com
Steel Beam
DESCRIPTION: Steel Shoring - full depth
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis: Major Axis Bending
HSS3x3x1 /4
Span =3.0ft
Applied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : E = 0.2240 k/ft, Tributary Width = 1.0 ft
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Fy : Steel Yield : 46.0 ksi
E: Modulus: 29,000.0 ksi
H SS 3x3x 1 /4
Span = 10.0 ft
Service loads entered. Load Factors will be applied for calculations.
Varying Uniform Load : H= 0.0->0.540 k/ft, Extent = 0.0 - > 3.0 ft, Trib Width =1.0 ft
Load for Span Number 2
Uniform Load : E = 0.2240 k/ft, Extent = 0.0 --» 4.0 ft, Tributary Width =1.0 ft
Varying Uniform Load : H= 0.540->1.260 k/ft, Extent = 0.0 - > 4.0 ft, Trib Width =1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.872: 1 Maximum Shear Stress Ratio =
0.194
Section used for this span
HSS3x3x1/4
Section used for this span
HSS3x3x1/4
Ma: Applied
4.965 k-ft
Va : Applied
3.437 k
Mn / Omega: Allowable
5.693 k-ft
Vn/Omega : Allowable
17.721 k
Load Combination
+0.70E+H
Load Combination
+0.70E+H
Location of maximum on span
3.440ft
Location of maximum on span
3.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.073 in Ratio =
1,632 >=100.
Max Upward Transient Deflection
-0.002 in Ratio =
31,139 >=100.
Max Downward Total Deflection
0.855 in Ratio =
140 >=50.0
Max Upward Total Deflection
-0.810 in Ratio =
89 >=50.0
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° DO Location in Span
1 0.0000 0.000 H Only-0.8099 0.000
+0.70E+H 2 O.8549 4.560 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MlNimum
H Only
+0.70E+H
+0.5250E+H
+0.60H
+0.70E+0.60H
E Only
Support Support
Support
4.718
0.790
1.490
0.078
3.675
0.735
4.718
0.790
4.457
0.776
2.205
0.441
3.248
0.496
1.490
0.078
4
Steel Beam
DESCRIPTION: Steel Shoring -full depth (high) (S I M
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis: Major Axis Bending
H 0,0.27 H 0.27,0.95
b b
HSS3x3x1 /4
Span = 2.0 ft
)plied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : E = 0.1680 k/ft, Tributary Width = 1.0 ft
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Fy : Steel Yield : 46.0 ksi
E: Modulus: 29,000.0 ksi
HSS3x3x1/4
Span = 10.0 ft
Service loads entered. Load Factors will be applied for calculations.
Varying Uniform Load : H= 0.0->0.270 k/ft, Extent = 0.0 - > 2.0 ft, Trib Width =1.0 ft
Load for Span Number 2
Uniform Load : E = 0.1680 k/ft, Extent = 0.0 - > 5.0 ft, Tributary Width =1.0 ft
Varying Uniform Load : H= 0.270->0.950 k/ft, Extent = 0.0 - > 5.0 ft, Trib Width =1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.974: 1 Maximum
Shear Stress Ratio =
0.148
Section used for this span
HSS3x3x1/4
Section used for this span
HSS3x3x1/4
Ma: Applied
5.547 k-ft
Va : Applied
2.628 k
Mn / Omega: Allowable
5.693 k-ft
Vn/Omega : Allowable
17.721 k
Load Combination
+0.70E+H
Load Combination
+0.70E+H
Location of maximum on span
4.000ft
Location of maximum on span
2.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.176 in Ratio =
680 >=100.
Max Upward Transient Deflection
-0.105 in Ratio =
459 >=100.
Max Downward Total Deflection
1.019 in Ratio =
118 >=50.0
Max Upward Total Deflection
-0.678 in Ratio =
71 >=50.0
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" DO Location in Span
1 0.0000 0.000 +0.70E+H-0.6784 0.000
+0.70E+H 2 1.0187 4.680 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MlNimum
H Only
+0.70E+H
+0.5250E+H
+0.60H
+0.70E+0.60H
E Only
Support Support Support
1.000 0.176
2.434 0.886
3.134 1.010
2.959 0.979
1.460 0.532
2.160 0.655
1.000 0.176
61
LAGGING DESIGN"pdated 7/11/2011
ALL GEOMETRY
Wall Ht = 7 ft Earth Pressure = 45 pcf
Pile Spacing = 4 ft Seismic Load = 8 H psf
DESIGN LOADS
Soil Load = 295.31 plf
Seismic Load = 52.50 plf
GOVERNING LOADS
0.6D+W+H = 295.31 plf
0.6D+0.7E+H = 332.06 plf
LAGGING PROPERTIES
per
Lagging Size = 4x12 HF#2
Pressure Treated = Yes
Load Duration = Permanent
W = 3.5 in
D = 11.25 in
A = 39.38 in
S = 22.97 Ina
Fb = 850
Fv = 150
BENDING DESIGN
Load Case 7
MMAX =WL2/8 590.6 Ft#
fb =M/S = 308.6 psi
fb/F'b = 36.2%
SHEAR DESIGN
Load Case 7
VMAX = W L/2 = 590.6 #
fv = 3/2*V/A = 22.50 psi
fv/F'v = 17.2%
SUMMARY
Lagging Size = 4x12 HF#2
Max Pile Spacing = 4 ft
Max Retained Ht = 7 ft
Description
ENGINEERING
250 4th Ave South rojeo
Suite 200
Edmonds, WA 98020
Worst case loading applied over "D" of bottom lagging
ASCE 2.4.1 load case 7
ASCE 2.4.1 load case 8
2005 NDS
CD =
0.90 CF =
1.10
Ci Fb =
0.80
CD seismic =
1.6 Cf" =
1.10
Ci Fv =
1.00
CMFb=
1.00 Cr=
1.15
CM Fv =
0.97
F'b=Fb*CD*CM*CF*Cf"*Ci*Cr
851.598 psi
F'bseismic=
1513.95 psi
F'v=Fv*CD*CM.Ci=
130.95 psi
F'vseismic=
186.24 psi
Load Case 8
MMAX =WL2/8 664.1 Ft#
fb =M/S = 346.971 psi
fb/F'b = 22.9%
Load Case 8
VMAX= WL/2 =
664.1 #
fv = 3/2*V/A =
25.30 psi
fv/F'v =
13.6%
Governing Load Case = 0.6D+W+H
Bending Stress = 36.2%
Shear Stress = 17.2%
Lagging Design
Rotmark Residence
OK
OK
By LS
Checked
Scale
Job No.
20187.10
Date 11/5/2
Sheet No.
6
F,hH, F,hE (horz)
F,vH, FyE (vert)
Use HSS6x4x1/4 per Enercalc output
F,hH
= 9.7K*cos25
= 8.81K
F,hE
= 3.4K*cos25
= 3.1 K
a.5° F,vH
= 9.7K*sin25 =
4.1 K
F,vE
= 3.4K*sin25 =
1.4K
H=9.7K
E=3.4K (loading based on 8ft
V
trib)
F,hH
= 8.8K*3/8
= 3.31K
F,hE
= 3.1 K*3/8
= 1.1 K
F,hH, F,hE (horz) F,vH
= 4.1 K*3/8
= 1.51K
F,vH, FyE (vert) F,vE
= 1.4K*3/8 =
0.51K
—30--X
(loading based on 3ft trib)
?e-r 6we e'l e-
*Limit whaler cantilever to T-0" max
CM Description Retaining Wall By I-S Date11/5/2020
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 project Job No. 7
Edmonds, WA 98020 Rotmark Residence
425.778.8500 20187.10
www.cgengineering.com
Steel Column
DESCRIPTION: Whaler
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Steel Section Name
Analysis Method :
Steel Stress Grade
Fy : Steel Yield
E : Elastic Bending Modulus
HSS6x4x1 /4
Allowable Strength
46.0 ksi
29,000.0 ksi
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Overall Column Height 8.0 ft
Top & Bottom Fixity Top Fixed, Bottom Fixed
Brace condition for deflection (buckling) along columns
X-X (width) axis:
Unbraced Length for buckling ABOUT Y-Y Axis = 8.0 ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 8.0 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
BENDING LOADS ...
Lat. Point Load at 4.0 ft creating Mx-x, E = 3.10, H = 8.80 k
Lat. Point Load at 4.0 ft creating My-y, E =1.40, H = 4.10 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.9034 : 1
Maximum Load Reactions . .
Load Combination
+0.70E+H
Top along X-X
2.540 k
Location of max.above base
0.0 ft
Bottom along X-X
2.540 k
At maximum location values are ...
Top along Y-Y
5.485 k
Pa: Axial
0.0 k
Bottom along Y-Y
5.485 k
Pn / Omega: Allowable
93.248 k
Ma-x : Applied
-10.970 k-ft
Maximum Load Deflections ...
Mn-x I Omega: Allowable
19.580 k-ft
Along Y-Y 0.08340 in
at 4.027ft
above base
for load combination :+0.70E+H
Ma-y :Applied
-5.080 k-ft
Mn-y/ Omega: Allowable
14.805 k-ft
Along X-X 0.07272 in
at 4.027ft
above base
for load combination :+0.70E+H
PASS Maximum Shear Stress Ratio =
0.1344 : 1
Load Combination
+0.70E+H
Location of max.above base
0.0 ft
At maximum location values are .. .
Va : Applied
5.485 k
Vn / Omega: Allowable
40.826 k
Load Combination Results
Maximum Axial + Bending Stress
Ratios
Maximum Shear Ratios
Load Combination Stress Ratio Status Location Cbx
Cby KxLx/Rx KyLy/Ry
Stress Ratio Status
Location
H Only 0.726 PASS
0.00 ft 1.93
1.93 43.64 59.63
0.108 PASS
0.00 ft
+0.70E+H 0.903 PASS
0.00 ft 1.93
1.93 43.64 59.63
0.134 PASS
0.00 ft
+0.5250E+H 0.859 PASS
0.00 ft 1.93
1.93 43.64 59.63
0.128 PASS
0.00 ft
+0.60H 0.436 PASS
0.00 ft 1.93
1.93 43.64 59.63
0.065 PASS
0.00 ft
+0.70E+0.60H 0.613 PASS
0.00 ft 1.93
1.93 43.64 59.63
0.091 PASS
4.03 ft
8
Steel Column
DESCRIPTION: Whaler - corner
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Steel Section Name
Analysis Method :
Steel Stress Grade
Fy : Steel Yield
E : Elastic Bending Modulus
HSS6x4xl /4
Allowable Strength
46.0 ksi
29,000.0 ksi
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Overall Column Height 3.00 ft
Top & Bottom Fixity Top Free, Bottom Fixed
Brace condition for deflection (buckling) along columns
X-X (width) axis:
Unbraced Length for buckling ABOUT Y-Y Axis = 3.00 ft, K =1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 3.00 ft, K =1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
BENDING LOADS ...
Lat. Point Load at 3.0 ft creating Mx-x, E =1.10, H = 3.30 k
Lat. Point Load at 3.0 ft creating My-y, E = 0.50, H = 1.50 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.9985 : 1
Maximum Load Reactions . .
Load Combination
+0.70E+H
Top along X-X
0.70 k
Location of max.above base
0.0 ft
Bottom along X-X
1.850 k
At maximum location values are ...
Top along Y-Y
1.550 k
Pa: Axial
0.0 k
Bottom along Y-Y
4.070 k
Pn / Omega: Allowable
114.526 k
Ma-x : Applied
-12.210 k-ft
Maximum Load Deflections ...
Mn-x I Omega: Allowable
19.580 k-ft
Along Y-Y 0.1039 in
at 3.Oft
above base
for load combination :+0.70E+H
Ma-y :Applied
-5.550 k-ft
Mn-y/ Omega: Allowable
14.805 k-ft
Along X-X 0.08893 in
at 3.Oft
above base
for load combination :+0.70E+H
PASS Maximum Shear Stress Ratio =
0.09969 : 1
Load Combination
+0.70E+H
Location of max.above base
0.0 ft
At maximum location values are .. .
Va : Applied
4.070 k
Vn / Omega: Allowable
40.826 k
Load Combination Results
Maximum Axial + Bending Stress
Ratios
Maximum Shear Ratios
Load Combination Stress Ratio Status Location Cbx
Cby KxLx/Rx KyLy/Ry
Stress Ratio Status
Location
H Only 0.810 PASS
0.00 ft 1.67
1.67 16.36 22.36
0.081 PASS
0.00 ft
+0.70E+H 0.998 PASS
0.00 ft 1.67
1.67 16.36 22.36
0.100 PASS
0.00 ft
+0.5250E+H 0.951 PASS
0.00 ft 1.67
1.67 16.36 22.36
0.095 PASS
0.00 ft
+0.60H 0.486 PASS
0.00 ft 1.67
1.67 16.36 22.36
0.048 PASS
0.00 ft
+0.70E+0.60H 0.675 PASS
0.00 ft 1.67
1.67 16.36 22.36
0.067 PASS
0.00 ft
9