REVIEWED RESUB1 BLD2023-1107+Structural_Calculations+10.2.2023_8.22.34_PM+3817205HAREZLAK
■ ENGINEERING
............. REVIEWED ...............:The following documentation shall'be available on' APPROVED
BY I . site for the building inspector:
CITY OF EDMONDS BLD2O23-1 I 07 PLANS MUST BE
BUILDING DEPARTMENT;:®COE APPROVED ARCHITECTURAL PLAN SET ON JOB SITE
- .... .... .. ! ® COE APPROVED STRUCTURAL PLAN SET
® COE REVIEWED CALCULATION PACKET
❑ ENERGY CREDIT WORKSHEET
❑SITE PLAN ALL WORK SUBJECT
RES U B ; ❑ CIVIL PLAN TO FIELD
❑ INSPECTION FOR
Oct 03 2023 !❑ CODE COMPLIANCE
CITY OF EDMONDS
1..............iiiiii......P....................!
DEVELOPMENT SERVICES
DEPARTMENT
STRUCTURAL ENGINEERING CALCULATIONS:
717 DALEY RESIDENCE
PREPARED BY: PHIL HAREZLAK, PE
DATE: 08/31 /2023
Page 1 of 10
FIRST FLOOR NEW r.--\_FIRST FLOOR DEMO
1'-0"
1 /4" = 1'-0"
NEW
TO B
FRAM
OUT
FOUP
;EILII
�EMC
EVE Al
3EAM
=XIS1
1
FA
3
4
FLOOR PLAN GENERAL NOTES
ALL DIMENSIONS ARE FROM FACE OF STUD OF NEW WALLS AND FINISHED
SURFACE OF EXISTING WALLS UNLESS OTHERWISE NOTED.
TYPICAL INTERIOR PARTITION IS 2x4 STUD @ 16" O.C. WITH ONE LAYER OF
1/2" GYP BOARD ON EACH SIDE, EXCEPT WHERE NOTED ON PLANS. USE
2x6 STUDS AT PLUMBING WALLS.
50 CFM EXHAUST FAN AT ALL NEW BATHROOMS
CONTRACTOR WILL APPLY FOR PLUMBING, MECHANICAL, ELECTRICAL
PERMITS SEPARATLY.
WHOLE HOUSE FAN SHALL BE LOCATED/ASSOCIATED WITH THE MAIN
FLOOR LAUNDRY FAN (CONTRACTOR TO VERIFY). THIS FAN TO BE
TIC
-O RUN
rALL
FM, 1.0
\LLY TO
1.5
kLLY OR
ES
:L`1I
LDING
"AND
AIRED
NG
RE ALARM
EXTERIOR POST AND FOOTING
POURED AS EXISTING
LING SYSTEM CANTILEVERS
'AST EXISTING STEM WALL AND
JDATION
- NEW CONSTRUCTION
EXISTING TO REMAIN
FLOOR PLAN KEYNOTES
JG JOISTS CANNOT BE
IVIED AT THIS SECTION UNLESS
RE INSTALLING A NEW RIDGE
AND RETROFITTING THE
ING RAFTERS
103 91st Ave SE, Lake
Stevens. WA 98258
r**ftu
r**ft
REVISION LOG
REV # DATE
STATUS:
DPS PERMIT NUMBER:
BNA Project number:
DRAWN BY:
SHEET NAME
SHEET NO.
Scale
4254780327
www.drift-ia.com
Lu
z
W
0
J
U)
ry
w
W w
73
Z W Z
U
Z
Q
U)
U)
W
of
0
U
W
a
DESCRIPTION
FLOOR PLAN
Author
1 /4" = 1'-0" 1
0
0_
00
LO
C0
N
O
N
w
F-
a
0
F-
0
J
0-
ORIGINAL DRAWING SIZE IS 36" X 24" DO NOT SCALE DRAWINGS FOR MEASUREMENTS
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
Wood Beam Project File: 717 Daley RES.ec6
DESCRIPTION: R.131
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 +
2,800.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
2,800.0 psi
Ebend- xx 2,000.0 ksi
Fc - Prll
3,000.0 psi
Eminbend - xx 1,036.83ksi
Wood Species Boise Cascade
Fc - Perp
750.0 psi
Wood Grade Versa Lam 2800
Fv
285.0 psi
Ft
2,100.0psi
Density 41.760pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
3.5x9.5
Span = 12.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.020, S =
0.0250 ksf, Tributary Width
= 12.50 ft, (ROOF LOAD)
Uniform Load : D = 0.010, L =
0.010 ksf, Tributary Width =
12.50 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.877. 1
Maximum Shear Stress Ratio =
0.504 : 1
Section used for this span
3.5x9.5
Section used for this span
3.5x9.5
fb: Actual
= 2,884.84psi
fv: Actual =
165.31 psi
F'b
= 3,289.96psi
F'v =
327.75 psi
Load Combination
+D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span
= 6.000ft
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 0.293 in Ratio =
491 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.660 in Ratio =
218 -180 Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Katios
Segment Length Span # M V CD CM Ct CLx CF Cfu
D Only
Ci Cr
Length = 12.0 ft
1
0.598
0.344
0.90
1.00
1.00
1.00
1.022
1.00
1.00
1.00
+D+L
1.00
1.00
1.00
1.022
1.00
1.00
1.00
Length = 12.0 ft
1
0.717
0.412
1.00
1.00
1.00
1.00
1.022
1.00
1.00
1.00
+D+S
1.00
1.00
1.00
1.022
1.00
1.00
1.00
Length = 12.0 ft
1
0.857
0.493
1.15
1.00
1.00
1.00
1.022
1.00
1.00
1.00
+D+0.750L
1.00
1.00
1.00
1.022
1.00
1.00
1.00
Length = 12.0 ft
1
0.538
0.309
1.25
1.00
1.00
1.00
1.022
1.00
1.00
1.00
+D+0.750L+0.750S
1.00
1.00
1.00
1.022
1.00
1.00
1.00
Moment a ues
Shear Values
M
fb
F'b
V
fv
F'v
0.0
0.00
0.0
0.0
6.75
1,538.6
2,574.7
1.95
88.2
256.5
0.0
0.00
0.0
0.0
9.00
2,051.4
2,860.8
2.61
117.6
285.0
0.0
0.00
0.0
0.0
12.38
2,820.7
3,290.0
3.58
161.6
327.8
0.0
0.00
0.0
0.0
8.44
1,923.2
3,576.0
2.44
110.2
356.3
0.0
0.00
0.0
0.0
Page 3 of 10
� HAREZLAK
� ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 717 Daley RES.ec6
DESCRIPTION: R.132
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
Load Combination ASCE 7-16
Wood Species Boise Cascade
Wood Grade Versa Lam 2800
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb +
2,800.0 psi
E : Modulus of Elasticity
Fb -
2,800.0 psi
Ebend- xx 2,000.0 ksi
Fc - Prll
3,000.0 psi
Eminbend - xx 1,036.83ksi
Fc - Perp
750.0 psi
Fv
285.0 psi
Ft
2,100.0psi
Density 41.760pcf
D(2.2) L(0175)
S(1.9)
S(0.05)
5.25x9.5
Span = 16.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width
= 2.0 ft, (ROOF LOAD)
Point Load: D = 2.20, L = 0.750,
S = 1.90 k @ 12.0 ft, (POINT
LOAD FROM R.B1)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.664 1
Maximum Shear Stress Ratio =
0.342 : 1
Section used for this span
5.25x9.5
Section used for this span
5.25x9.5
fb: Actual =
2,194.37psi
fv: Actual =
112.08 psi
F'b =
3,304.68psi
F'v =
327.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
11.971 ft
Location of maximum on span =
15.241 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.360 in Ratio =
533 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.742 in Ratio =
258 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Katios
Segment Length Span # M V CD CM Ct CLx CF Cfu
D Only
Ci Cr
Length = 16.0 ft
1
0.444
0.227
0.90
1.00
1.00
1.00
1.026
1.00
1.00
1.00
+D+L
1.00
1.00
1.00
1.026
1.00
1.00
1.00
Length = 16.0 ft
1
0.518
0.264
1.00
1.00
1.00
1.00
1.026
1.00
1.00
1.00
+D+S
1.00
1.00
1.00
1.026
1.00
1.00
1.00
Length = 16.0 ft
1
0.664
0.342
1.15
1.00
1.00
1.00
1.026
1.00
1.00
1.00
+D+0.750L
1.00
1.00
1.00
1.026
1.00
1.00
1.00
Length = 16.0 ft
1
0.391
0.199
1.25
1.00
1.00
1.00
1.026
1.00
1.00
1.00
+D+0.750L+0.750S
1.00
1.00
1.00
1.026
1.00
1.00
1.00
Moment a ues Shear Values
M
fb
F'b
V
fv
F'v
0.0
0.00
0.0
0.0
7.55
1,147.1
2,586.3
1.94
58.3
256.5
0.0
0.00
0.0
0.0
9.79
1,488.2
2,873.6
2.50
75.3
285.0
0.0
0.00
0.0
0.0
14.44
2,194.4
3,304.7
3.73
112.1
327.8
0.0
0.00
0.0
0.0
9.23
1,402.9
3,592.0
2.36
71.0
356.3
0.0
0.00
0.0
0.0
Page 4 of 10
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
Wood Beam Project File: 717 Daley RES.ec6
DESCRIPTION: R.J1
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 +
900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D
2x6
Span = 13.0 ft EXISTING JOISTS ARE
OVERSTRESSED BASED ON
EXISTING SPANS AND
DESIGN LOADING
-
Applied Loads
Sery ce loads en,-.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0120, S = 0.0250
ksf
DESIGN SUMMARY
Maximum Bending Stress Ratio =
1.603 1
Maximum Shear Stress Ratio =
0.395 : 1
Section used for this span
2x6
Section used for this span
2x6
fb: Actual =
2,480.53psi
fv: Actual =
81.71 psi
F'b =
11547.33psi
F'v = 207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
6.500ft
Location of maximum on span =
12.573 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs = Span
# 1
Maximum Deflection
Max Downward Transient Deflection
0. 71 in Ratio =
160 <321 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <321 n/a
Max Downward Total Deflection
1. 7 in Ratio =
108 <180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load 4nnin3tii5ns)
Load Combination Max Stress Ratios
Segment Length Span # M V CD
CM Ct CLx
CF Cfu C i Cr M fb F'b V
fv
F'v
D Only
0.0 0.00
0.0
0.0
Length = 13.0 ft 1 0.664 0.164 0.90
1.00 1.00 1.00
1.300 1.00 1.00 1.15 0.51 804.5 1,211.0 0.15
26.5
162.0
+D+S
1.00 1.00 1.00
1.300 1.00 1.00 1.15 0.0 0.00
0.0
0.0
Length = 13.0 ft 1 1.603 0.395 1.15
1.00 1.00 1.00
1.300 1.00 1.00 1.15 1.56 2,480.5 1,547.3 0.45
81.7
207.0
+D+0.750S
1.00 1.00 1.00
1.300 1.00 1.00 1.15 0.0 0.00
0.0
0.0
Length = 13.0 ft 1 1.332 0.328 1.15
1.00 1.00 1.00
1.300 1.00 1.00 1.15 1.30 2,061.5 1,547.3 0.37
67.9
207.0
+0.60D
1.00 1.00 1.00
1.300 1.00 1.00 1.15 0.0 0.00
0.0
0.0
Length = 13.0 ft 1 0.224 0.055 1.60
1.00 1.00 1.00
1.300 1.00 1.00 1.15 0.30 482.7 2,152.8 0.09
15.9
288.0
Page 5 of 10
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
Wood Beam Project File: 717 Daley RES.ec6
DESCRIPTION: R.J1 (RETROFIT RAFTERS)
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 +
900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D
2-2x6
Span = 13.0 ft
RETROFIT EXISTING
FRAMING PER SK-2.
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0120, S =
0.0250 ksf, Tributary Wi
= 2.0 ft
DESIGN SUMMARY
-,13,11M•IIIIII
Maximum Bending Stress Ratio
=
Maximum Shear Stress Ratio =
0.197 : 1
Section used for this span
W473pSli
Section used for this span
2-2x6
fb: Actual
=
fv: Actual =
40.85 psi
F'b
=
F'v =
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
= 6.500ft
Location of maximum on span =
12.573 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.486 in Ratio =
321 > 321 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <321 n/a
Max Downward Total Deflection
0.719 in Ratio =
217 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Katios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 13.0 ft
1
0.332
0.082
0.90
1.00
1.00
1.00
1.300
1.00
1.00
1.15
0.51
402.2
1,211.0
0.15
13.3
162.0
+D+S
1.00
1.00
1.00
1.300
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 13.0 ft
1
0.802
0.197
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1.15
1.56
1,240.3
1,547.3
0.45
40.9
207.0
+D+0.750S
1.00
1.00
1.00
1.300
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 13.0 ft
1
0.666
0.164
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1.15
1.30
1,030.8
1,547.3
0.37
34.0
207.0
+0.60D
1.00
1.00
1.00
1.300
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 13.0 ft
1
0.112
0.028
1.60
1.00
1.00
1.00
1.300
1.00
1.00
1.15
0.30
241.3
2,152.8
0.09
8.0
288.0
Page 6 of 10
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
General Footing
Project File: 717 Daley RES.ec6
LIC# : KW-06017599, Build:20.23.08.30
HAREZLAK ENGINEERING (c) ENERCALC
INC 1983-2023
DESCRIPTION: F1
Code References
Calculations per ACI 318-14, IBC 2018, CBC
2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
(P Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
When max. length or width is greater than
-
-
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
2.0 ft
Length parallel to Z-Z Axis =
2.0 ft
Z
Footing Thickness =
8.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars - 4.0
Reinforcing Bar Size = # 3
Bars parallel to Z-Z Axis
Number of Bars = 3.0 4 - # 3 Bars
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (AC I 15.4.4.2) (7
Direction Requiring Closer Separation X-X Section Looking to +Z
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
plied Loads
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
D Lr L
2.0
0.60
3 # 4 Bars',
CID
co
Z-Z Section Looking to +X
S W E H
1.80 k
ksf
k-ft
k-ft
k
k
Page 7 of 10
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
General Footing Project File: 717 Daley RES.ec6
DESCRIPTION: F1
DESIGN SUMMARY
- • •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.6980
Soil Bearing
1.047 ksf
1.50 ksf
+D+0.750L+0.750S about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.1566
Z Flexure (+X)
0.7350 k-ft/ft
4.694 k-ft/ft
+1.20D+L+1.60S
PASS
0.1566
Z Flexure (-X)
0.7350 k-ft/ft
4.694 k-ft/ft
+1.20D+L+1.60S
PASS
0.1172
X Flexure (+Z)
0.7350 k-ft/ft
6.274 k-ft/ft
+1.20D+L+1.60S
PASS
0.1172
X Flexure (-Z)
0.7350 k-ft/ft
6.274 k-ft/ft
+1.20D+L+1.60S
PASS
0.1895
1-way Shear (+X)
14.210 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.1895
1-way Shear (-X)
14.210 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.1895
1-way Shear (+Z)
14.210 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.1895
1-way Shear (-Z)
14.210 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.3763
2-way Punching
56.448 psi
150.0 psi
+1.20D+L+1.60S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
1.50
n/a
0.0
0.5967
0.5967
n/a
n/a
0.398
X-X, +D+L
1.50
n/a
0.0
0.7467
0.7467
n/a
n/a
0.498
X-X, +D+S
1.50
n/a
0.0
1.047
1.047
n/a
n/a
0.698
X-X, +D+0.750L
1.50
n/a
0.0
0.7092
0.7092
n/a
n/a
0.473
X-X, +D+0.750L+0.750S
1.50
n/a
0.0
1.047
1.047
n/a
n/a
0.698
X-X, +0.60D
1.50
n/a
0.0
0.3580
0.3580
n/a
n/a
0.239
Z-Z, D Only
1.50
0.0
n/a
n/a
n/a
0.5967
0.5967
0.398
Z-Z, +D+L
1.50
0.0
n/a
n/a
n/a
0.7467
0.7467
0.498
Z-Z, +D+S
1.50
0.0
n/a
n/a
n/a
1.047
1.047
0.698
Z-Z, +D+0.750L
1.50
0.0
n/a
n/a
n/a
0.7092
0.7092
0.473
Z-Z, +D+0.750L+0.750S
1.50
0.0
n/a
n/a
n/a
1.047
1.047
0.698
Z-Z, +0.60D
1.50
0.0
n/a
n/a
n/a
0.3580
0.3580
0.239
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
inA2
inA2
inA2
k-ft
X-X, +1.40D
0.350
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.40D
0.350
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L
0.420
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L
0.420
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L+0.50S
0.5325
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L+0.50S
0.5325
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L
0.3750
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L
0.3750
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D
0.30
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D
0.30
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L+1.60S
0.7350
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L+1.60S
0.7350
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60S
0.660
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
Page 8 of 10
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
General Footing
Project File: 717 Daley RES.ec6
LIC# : KW-06017599, Build:20.23.08.30
HAREZLAK ENGINEERING (c) ENERCALC
INC 1983-2023
DESCRIPTION: F2
Code References
Calculations per ACI 318-14, IBC 2018, CBC
2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
(P Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
When max. length or width is greater than
-
-
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
2.0 ft
Length parallel to Z-Z Axis =
2.0 ft
Z
Footing Thickness =
8.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars - 4.0
Reinforcing Bar Size = # 3
Bars parallel to Z-Z Axis
Number of Bars = 3.0 4 - # 3 Bars
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (AC I 15.4.4.2) (7
Direction Requiring Closer Separation X-X Section Looking to +Z
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
plied Loads
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
D Lr L
2.30
0.80
3 # 4 Bars',
CID
co
Z-Z Section Looking to +X
S W E H
1.90 k
ksf
k-ft
k-ft
k
k
Page 9 of 10
Project Title:
H A R E Z LA K
Engineer:
Project ID:
iENGINEERING
ProjectDescr:
General Footing Project File: 717 Daley RES.ec6
DESCRIPTION: F2
DESIGN SUMMARY
- • •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.7853
Soil Bearing
1.178 ksf
1.50 ksf
+D+0.750L+0.750S about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.1758
Z Flexure (+X)
0.8250 k-ft/ft
4.694 k-ft/ft
+1.20D+L+1.60S
PASS
0.1758
Z Flexure (-X)
0.8250 k-ft/ft
4.694 k-ft/ft
+1.20D+L+1.60S
PASS
0.1315
X Flexure (+Z)
0.8250 k-ft/ft
6.274 k-ft/ft
+1.20D+L+1.60S
PASS
0.1315
X Flexure (-Z)
0.8250 k-ft/ft
6.274 k-ft/ft
+1.20D+L+1.60S
PASS
0.2127
1-way Shear (+X)
15.950 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.2127
1-way Shear (-X)
15.950 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.2127
1-way Shear (+Z)
15.950 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.2127
1-way Shear (-Z)
15.950 psi
75.0 psi
+1.20D+L+1.60S
PASS
0.4224
2-way Punching
63.360 psi
150.0 psi
+1.20D+L+1.60S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
1.50
n/a
0.0
0.6717
0.6717
n/a
n/a
0.448
X-X, +D+L
1.50
n/a
0.0
0.8717
0.8717
n/a
n/a
0.581
X-X, +D+S
1.50
n/a
0.0
1.147
1.147
n/a
n/a
0.765
X-X, +D+0.750L
1.50
n/a
0.0
0.8217
0.8217
n/a
n/a
0.548
X-X, +D+0.750L+0.750S
1.50
n/a
0.0
1.178
1.178
n/a
n/a
0.785
X-X, +0.60D
1.50
n/a
0.0
0.4030
0.4030
n/a
n/a
0.269
Z-Z, D Only
1.50
0.0
n/a
n/a
n/a
0.6717
0.6717
0.448
Z-Z, +D+L
1.50
0.0
n/a
n/a
n/a
0.8717
0.8717
0.581
Z-Z, +D+S
1.50
0.0
n/a
n/a
n/a
1.147
1.147
0.765
Z-Z, +D+0.750L
1.50
0.0
n/a
n/a
n/a
0.8217
0.8217
0.548
Z-Z, +D+0.750L+0.750S
1.50
0.0
n/a
n/a
n/a
1.178
1.178
0.785
Z-Z, +0.60D
1.50
0.0
n/a
n/a
n/a
0.4030
0.4030
0.269
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
inA2
inA2
inA2
k-ft
X-X, +1.40D
0.4025
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.40D
0.4025
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L
0.5050
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L
0.5050
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L+0.50S
0.6238
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60L+0.50S
0.6238
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L
0.4450
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L
0.4450
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D
0.3450
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D
0.3450
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L+1.60S
0.8250
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+L+1.60S
0.8250
-Z
Bottom
0.1728
AsMin
0.30
6.274
OK
X-X, +1.20D+1.60S
0.7250
+Z
Bottom
0.1728
AsMin
0.30
6.274
OK
Page 10 of 10