REVIEWED BLD2024-0227+Structural_Analysis_or_Calculations+2.15.2024_7.51.14_AM+4061293RECEIVED
BLD2024-0227 Feb 21 2024
Cl
OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT No, $ INVESTIGATIVE DESIGNER DATE
--_----
Imc ENGINEERS, LLC CHECKED BY DATE
3605 C ST NE, AUBURN, WA. 98002
RESPONSIVE ACCURATE • THOROUGH 253.833.5557Co)/253.833.7309CF)
CAUSE d ORIGIN DUE D/LIGENCE RESTORATION DESIGN EXPERT W/INESS ACC/DENT INVES7/GA7/ON SEISMI HAZARD ASSESSMENT STRUCTURAL CONSUL7A7/O1V
STRUCTURAL CALCULATIONS
CLIENT: GOLDEN COAST
1201 MONSTER ROAD SW
SUITE 520
RENTON, WA. 98057
PROJECT:
FIRDALE VILLAGE 11
TENANT IMPROVEMENT
9617 FIRDALE AVE
EDMONDS, WA.
STRUCTURAL
BC INVESTIGATIVE ENGINEERS
ENGINEER:
5605 C STREET NE
AUBURN, WA. 98002
253.833.5557(o)/253.833.7903 (F)
PROJECT NUMBER:
21004-01
LOCATION/JURISDICTION:
CITY OF EDMONDS
CODE:
2018 IBC/IEBC
LOADS:
I. LATERAL LOADS: WIND:
SEISMIC:
II. VERTICAL LOADS: SNOW, GROUND
FLOOR, LIVE
REVIEWED
BY
CITY OF EDMONDS
110 MPH @ 3-SECOND GUST
B PER LOCAL TOPO
I KZT
-122.362 LONG
47.778 LAT
1.261 SS
0.496 SI
30 PSF
100 PSF
III. SOILS 2,000 PSF, ASSUMED AS ALLOWED BY CODE
WIND GOVERNS BY INSPECTION BASED ON LOCATION (SS AND SI)
SEE PREVIOUS SUBMITTAL AND PERMIT BLD2022-1181
CHANGE FOR NEW STAIRS TO LOWER LEVEL
TENANT TO OCCUPY ENTIRE BUILDING
t,
E�(
i
r �
lS5
51v
Project Title:
INVESTIGATIVE
Engineer:
BCENGINEERS,
Project ID:
LLC
Project Descr:
R F S P n N S I V F • A C C I I R A T E • T H n R n
Wood Beam
Project
File: Calcs for Full Rebuild (21004).ec6
LIc# KW-06014804, Build:20.23.08 30 BC Investigative Engineers
(c) ENERCALC INC 1983-2023
DESCRIPTION: [PFTH]
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Allowable Stress Design
Fb
+
975 psi
E : Modulus of Elasticity
Load Combination IBC 2018
Fb
-
975 psi
Ebend- xx 1500ksi
Fc
- Prl;
1350 psi
Eminbend - xx 550ksi
Wood Species Hem -Fir
Fc
- Perp
405 psi
Wood Grade No.1
Fv
150 psi
Ft
625 psi
Density 26 84pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.04�(0�3�
2-2x12
Span = 4.0 ft
J
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0450, L = 0.30 , Tributary Width =
1.0 ft, ([PFTS])
DESIGN SUMMARY
MEN=•
Maximum Bending Stress Ratio =
0.134 1
Maximum Shear Stress Ratio
=
0.109 : 1
Section used for this span
2-2x12
Section used for this span
2-2x12
fb: Actual =
130.84psi
fv: Actual
=
16.34 psi
F'b =
975.00psi
F'v
=
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
2 000ft
Location of maximum on span
=
3.066ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span
# 1
Maximum Deflection
Max Downward Transient Deflection
0.003 in Ratio =
14745> 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.004 in Ratio =
12822 > 360 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <360 n/a
Maximum Forces & Stresses for Load
Combinations
Load Combination ax Stress Ratios
3hearValues
Segment Length Span # M V CD
CM Ct CLx
CF Cfu C i C, M fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 4 0 ft 1 0.019 0.016 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.09 17.1
877.5
0.05
2.1
135.0
+D+L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00
0.0
0.0
Length = 4.0 ft 1 0 134 0 109 1.00
1.00 1.00 1.00
1.000 1 00 1.00 1.00 0.69 130.8
975.0
0.37
16.3
1500
+D+0.750L
1.00 1.00 1.00
1.000 1 00 1.00 1 00
0.0
0.00
0.0
00
Length = 4.0 ft 1 0.084 0.068 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 054 102.4
1,218.8
0.29
12.8
187.5
+0.60D
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00
00
0.0
Length = 4.0 ft 1 0.007 0.005 1.60
1.00 1.00 1-00
1.000 1.00 1.00 1.00 0.05 10.2
1,560.0
0.03
1.3
240.0
Project Title:
Engineer:
INVESTIGATIVE Project ID:
Bc ENGINEERS, LLC Project Descr:
R FS Pn N S I V F • AC C II RA TF • TH 0n a ui,,
Wood Beam
LIC# : KW-06614804, Build 26.23.D8.30
DESCRIPTION: [PFTH]
Overall Maximum Deflections
Load Combination Span
+D+L 1
Vertical Reactions _
Load Combination
-N ax Upward from all— o�Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+0.750L
+0.60D
L Only
BC Investigative Engineers
Project File: Calcs for Full Rebuild (21004).ec6
(c) ENERCALC INC 1983-2023
Max. "-" Defl Location in Span Load Combination
0.0037 2.015
Support notation : Far left is #1
Support 1 Support 2
0.690 0.690
0.690 0.690
0.600 0.600
0.090 0.090
0.690 0.690
0 540 0.540
0.054 0.054
0.600 0.600
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Project Title:
En
CHINVESTIGATIVE Poe tineeID:
ICENGINEERS, LLC Project Descr:
R E S P n N S I V F • A C C I I R A T E • T H 0 R 0 11 G H
Wood Beam
LIC# . KW-06014804. Build 20 23 08.30 BC Investigative Engineers
DESCRIPTION: [STS]
Project File: Calcs for Full Rebuild (21004).ec6
(c) ENERCALC INC 1983-2023
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2600 psi
E: Modulus of Elasticity
Load Combination IBC 2018
Fb -
2600 psi
Ebend- xx 2000ksi
Fc - Prll
2510 psi
Eminbend - xx 1016.535ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade MicroLam LVL 2.0 E
Fv
285 psi
Ft
1555 psi
Density 42 01 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.03) L0.2)
1 75x5.5 1.75x5.5
Span =7.0ft
Span = 6.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations
Beam self weight NOT internally calculated
and added
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.10 ksf,
Tributary Width = 2.0 ft, (STAIRS)
Load for Span Number 2
Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 2.0 ft, (STAIRS)
DESIGN SUMMARY
' ' •
Maximum Bending Stress Ratio =
0.6191
Maximum Shear Stress Ratio
= 0.489 : 1
Section used for this span
1.75x5.5
Section used for this span
1.75x5.5
fb: Actual =
1,788.95psi
fv: Actual
= 139.32 psi
F'b =
2,891.03psi
F'v
= 285.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
7.000ft
Location of maximum on span
= 6.570ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.102 in Ratio =
824 > 360 Span: 2: L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.117 in Ratio =
716 > 240 Span: 2: +D+L
Max Upward Total Deflection
-0.001 in Ratio =
95584 -240 Span: 2: +D+L
Maximum Forces & Stresses for Load Combinations
Load Combination ax ress Ratios
_
Moment a u� el s Shear Values
Segment Length Span # M V CD
CM Ct CLx
CI: Cfu C; C r M fb
F'b V fv F'v
D Only
00 0.00 0.0 0.0
Length = 7.0 ft 1 0.090 0.071 0.90
1.00 1 00 1.00
1.112 1.00 1.00 1.00 017 233.3
2,601.9 0.12 182 256.5
Length = 6.50 ft 2 0.090 0.071 0.90
1.00 1 00 1.00
1.112 1.00 1.00 1.00 0.17 233.3
2,601.9 011 18.2 256.5
+D+L
1.00 1.00 1 00
1 112 1.00 1.00 1.00
0.0 000 0.0 0.0
Length = 7.0 ft 1 0.619 0.489 1.00
1.00 1.00 1.00
1.112 1 00 1.00 1.00 1.32 1,788.9
2,891.0 0.89 139.3 285.0
Length = 6.50 ft 2 0.619 0 489 1 00
1.00 1.00 1.00
1.112 1.00 1.00 1 00 1.32 1,788.9
2,891 0 0.85 139.3 285.0
+D+0.750L
1.00 1.00 1 00
1.112 1.00 1.00 1.00
00 0.00 0.0 0.0
Length = 7 0 ft 1 0.387 0.306 1 25
1.00 1.00 1.00
1 112 1.00 1.00 1.00 1 03 1,400.0
3,613.8 0.70 109.0 356.3
Project Title:
BCINVESTIGATIVE Proe tID:
ENGINEERS, LLC Project Descr:
R F S P 0 N S I V F • A C C I I R A T F • T H 0 R 0 11 C H
Wood Beam
LIC# . Kw-06o14804, 8uild:20.23.08.30
DESCRIPTION: [STS]
Project File: Calcs for Full Rebuild (21004).ec6
BC Investigative Engineers (c) ENERCALC INC 1983.2023
Maximum Forces & Stresses for Load Combinations
Load Combination
Max
ress a ios
Moment Values
ear V aV-hies
Segment Length
Span #
M
V CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv,
F'v
Length = 6.50 ft
2
0.387
0.306 1.25
1.00
1.00
1.00
1 112
1.00
1.00
1 00
1.03
1,400.0
3,613.8
0.66
109.0
356.3
+0.60D
1.00
1.00
1.00
1 112
1.00
1.00
1.00
0.0
000
0.0
0.0
Length = 7.0 ft
1
0.030
0.024 1.60
1 00
1 00
1.00
1 112
1.00
1 00
1.00
0.10
140.0
4,625.6
0.07
10.9
456.0
Length = 6.50 ft
2
0.030
0.024 1 60
1.00
1.00
1.00
1 112
1.00
1.00
1.00
0.10
140.0
4,6256
0.07
10.9
456.0
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
+D+L 1
0.1172
3.050
+D+L 2
0.0704
3.849
+D+L
Vertical Reactions
Support
notation : Far left is #1
Load Combination
Support 1 Support
2 Support
3
Max Upward from all Loa on itions
0.617
1.943
0.545
Max Upward from Load Combinations
0.617
1.943
0.545
Max Upward from Load Cases
0.537
1.689
0.474
D Only
0.080
0.253
0.071
+D+L
0.617
1.943
0.545
+D+O 750L
0.483
1.520
0.427
+0.60D
0.048
0.152
0 043
L Only
0.537
1.689
0 474
Max. "+" Defl Location in Span
0.0000 0.000
-0.0008 0.182
Values in KIPS
Project Title:
Engineer:
INVESTIGATIVE Project ID:
BCENGINEERS, LLC Project Descr
RF 9 PO N S I VF • AC C IJ RA TF • TH 0 R0IIG H
Point Load on Slab
LIC# . KW-06014804, 961id•20.23 08.30
DESCRIPTION: [STS]
Code References
Calculations per IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
Analytical Values
d - Slab Thickness 3.50 in
FS - Req'd Factor of Safety 3.0 : 1
Analysis Formulas
Project File: Calcs for Full Rebuild (21004).ec6
BC Investigative Engineers
(c) ENERCALC INC 1983-2023
Ks - Soil Modulus of Subgrade Reac
50.0 pci
Ec - Concrete Elastic Modulus
2,850.0 ksi
fc - Concrete Compressive Strength
2.50 ksi
) - Poisson's Ratio
0.150
Min. Adjacent Load Distance 32.047 in
Pn = 1.72 [ (Ks R1 I Ec) 10,000 + 3.6] Fr d' Min Adjacent Column Distance =1.5 * ([ Ec d A 3 I (12 * ( 1- u^2) Ks ] "'
Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus
R1 = 50% plate average dimension = sgrt( PIWid * PILe d - Slab Thickness
Ec = Concrete elastic modulus u - Poisson's ratio
Fr - Concrete modulus of rupture = 7.5 * sgrt( fc) Ks = Soil modulus of subgrade reaction
d - Slab Thickness
Load & Capacity Table
Plate (in) R1 Applied Concentrated Load on Plate • (kip) Governing Pu Pin
Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check
[STS] 3.50 6.00 2.29 0.25 1.69 +D+L 1.9 31.6 Pass, FS=16.30 — 3