REVIEWED BLD2022-0501+Structural_Analysis_or_Calculations+4.21.2022_11.26.43_AM+2818654
STRUCTURAL CALCULATIONS
Port of Edmonds
Harbor Square Elevator Pit
Harbor Square Building 1
190 W Dayton St.
Edmonds, WA 98022
CG Project No.: 22013.10
250 4th Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
03/31/22
RECEIVED
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-0501
REVIEWED
BY
CITY OF EDMONDS
Project Description
Scope of Work
Basis of Design
Elevator Weight 1880 lbs.
Piston Weight 2000 lbs.
ERH 2/25/2022
NTS
22013.10
Project Summary
Port of Edmonds - Harbor Square Elevator Pit
Water intrusion was observed in the building pit for Building 4 at Harbor Square. Based on the
native soil in the area and the nature of the cracking in the slab, it appeared that the elevator
pit slab was compromised. The slab will be replaced with a new thick structural slab designed
to support the weight of the elevator. The new slab will be doweled into the existing
foundation and designed to span between the footings. New steel beams will be used to
temporarily support and stabilize the elevator cab and piston during construction.
We will provide stamped structural calculations and construction drawings suitable for permit
and construction.
Description
Project250 4th Ave South
Suite 200
Edmonds, WA 98020
By
Checked
Scale
Job No.
Date
Sheet No.
Date
1
2
Steel Beam
LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING (c) ENERCALC INC 1983-2022
DESCRIPTION:BM1
Project File: Harbor Square Elevator.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 1.0 k @ 2.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.051 : 1
Load Combination D Only
Span # where maximum occurs Span # 1
0.5375 k
Mn / Omega : Allowable 25.365k-ft Vn/Omega : Allowable
W6x15Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination D Only
27.554 k
Section used for this span W6x15
Ma : Applied
Maximum Shear Stress Ratio =0.020 : 1
0.000 ft
1.297k-ft Va : Applied
0 <360
10702
Ratio =0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio = <360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.006 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Span: 1 : D Only
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.538 0.538
Overall MINimum 0.323 0.323
D Only 0.538 0.538
+0.60D 0.323 0.323
3
Steel Beam
LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING (c) ENERCALC INC 1983-2022
DESCRIPTION:BM2
Project File: Harbor Square Elevator.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 1.940 k @ 2.885 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.062 : 1
Load Combination D Only
Span # where maximum occurs Span # 1
1.042 k
Mn / Omega : Allowable 47.156k-ft Vn/Omega : Allowable
W6x25Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination D Only
40.832 k
Section used for this span W6x25
Ma : Applied
Maximum Shear Stress Ratio =0.026 : 1
5.770 ft
2.902k-ft Va : Applied
0 <360
7605
Ratio =0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio = <360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.009 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Span: 1 : D Only
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.042 1.042
Overall MINimum 0.625 0.625
D Only 1.042 1.042
+0.60D 0.625 0.625
4
5
Concrete Beam
LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING (c) ENERCALC INC 1983-2022
DESCRIPTION:--None--
Project File: Harbor Square Elevator.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
2.50
7.50
145.0
Elastic Modulus 2,850.0 ksi
1
60.0
29,000.0
40.0
29,000.0
3=
2
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *375.0
pcf
E - Main Rebar ksi
psi
=1.0lLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
b 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
y
f
.Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 12.0 in
Span #1 Reinforcing....
1-#5 at 3.0 in from Bottom, from 0.0 to 5.770 ft in this span 1-#5 at 2.0 in from Top, from 0.0 to 5.770 ft in this span
.
Beam self weight calculated and added to loads
Point Load : D = 1.940 k @ 2.885 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.367 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.890 ft
Mn * Phi : Allowable 12.958 k-ft
Typical SectionSection used for this span
Mu : Applied 4.756 k-ft
Maximum Deflection
0 <360.0
20027
Ratio =0 <180.0
Max Downward Transient Deflection 0.000 in 0Ratio = <360.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.003 in Ratio = >=180.0
Max Upward Total Deflection 0.000 in
Span: 1 : D Only
Span: 1 : D Only
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Overall MAXimum 1.388 1.388
Overall MINimum 0.833 0.833
D Only 1.388 1.388
+0.60D 0.833 0.833
.
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in)
Overall Maximum Deflections
D Only 1 0.0035 2.885 0.0000 0.000
6
7