REVIEWED BLD BLD2021-1510+Structural_Analysis_or_Calculations+11.4.2021_11.38.20_AM+2502554FrHAREZLAK
ENGINEERING
STRUCTURAL ENGINEERING CALCULATIONS:
NICHOLS ZANIS RESIDENCE
PREPARED BY: PHIL HAREZLAK, PE
DATE: 1 1 /02/2021
Page 1 of 12
WOE HAREZLAK
ENGINEERING
NICHOLS ZANIS RES.
JOB
SHFFT NO
CALCULATED BY PAH
CHECKED BY
SCALE
OF
DATE
DATE
5 A 2
TYPICAL LOADING:
FLOOR DEAD LOAD = 15 PSF
FLOOR LIVE LOAD = 40 PSF
PROJECT SCOPE:
EXISTING SINGLE FAMILY IS TO BE REMODELED AND AN EXISTING
BEARING WALL WILL BE REMOVED. PLEASE SEE THE ATTACHED PLANS
FOR CLARIFICATIONS.
EXISTING BUILDING PLANS AND SITE VISIT BY THE CONTRACTOR
CONFIRM PRE-MFR ROOF TRUSSES SPANNING TO EXTERIOR WALL
LOCATIONS; THEREFORE, THERE IS NO ROOF LOAD AT THE INTERIOR
BEARING WALL. CONTRACTOR TO CLARIFY THAT THERE IS NO PLYWOOD
SHEATHING INSTALLED ON THE WALL PRIOR TO REMOVAL. A LATERAL
FORCE ANALYSIS HAS NOT BEEN COMPLETED AT THIS TIME, ASSUMING
INTERIOR WALL IS NOT A SHEAR WALL.
NEW BEAM WILL BE DROPPED TO SUPPORT THE EXISITNG 1.75x 11.875"
LVL, SEE PLAN.
NEW POSTS,FOOTINGS, AND CONNECTIONS HAVE BEEN SIZED AS
i INDICATED ON THE PLANS.
. _. ... .. _._..__._ ... ..... ............ _ __.._..... .. ... . ......,..... ... _.__ ,.. ........... .. ,.. :..,..._._ E
Page 2 of 12
D PRODUCT207
FrHAREZLAK
ENGINEERING
HAREZLAK ENGINEERING
NICHOLS ZANIS RESIDENCE - STRUCTURAL
CALCULATIONS
Page 3 of 12
REVISIONS 3D VIEWS ARE NOT TO
SCALE AND MAY NOT
Number Date Revised By-- Description REFLECT EXACTLY WHAT IS
AVAILABLE FOR THE
PROJECT. RENDER VIEWS
ARE REPRESENTATIONS OF
WHAT THE VIEW COULD
LOOK LIKE, NOT WHAT IT
WILL LOOK LIKE.
2D VIEWS ALWAYS
SUPERCEDE 3D VIEWS
L
I I II
I II
II �
II
uP
I \ � N
------------
00
v) CD 0
E
II
(E) 11 1/6" X 1 1/2" TJI @ 16" OG /
II II = U co
1.1KDL+ � = �
3.Ok LL I 04 6 O
N
II O
II � cfl N
m � (E) YNIALL TO BE REMOVED "? Nt
r O
(E) 11 l/8" X 1 7/6" LVL
(E) 11 l/8" X 1 1/2" TJI
(E) WALL TO BE REMOVED
@16" OG HUNG OFF �+
LICENSE NUMBER:
(E) LVL cv
i- HOMERSL941 BT
11 v 11
1.131cn
1.B3; EXISTING BEAM IS
OVERSTRESSED BASED ON
ANALYSIS- ADDING POST BELOW
WILL CAUSE POST TO ACT AS
SUPPORT AND THE LOADING HAS
BEEN ACCOUNTED FOR IN THE
POST/ FOOTING DESIGN
UP
II
V \
Z�
� Z
W
P.1B1 � 1 � w
w v (�
J
~ �w0
H
QW I''�
O `J
a Q z
cn (N) DROPPED BEAM PER STRUCTURAL
1.1KDL+ Q
3.Ok LL
r LL
REACTION FROM
1.B1 m
DRAWN BY:
JT
1.B2 (N) T AND POST/BEAM CONNECTION PER STRUCTURAL
DATE:
10/20/2021
71.2K DL +
3.2k LL SCALE:
P.1 B2 REACTION FROM 1.B3
1 /4" = 1 ' 0"
TOTAL LOAD= SHEET #:
1.75K DL
4.45K LL 3
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H� HAREZLAK
� ENGINEERING
Wood Beam
DESCRIPTION: 1.131
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Project Title:
Engineer:
Project ID:
Project Descr:
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-16
Fb -
Fc - Prll
Wood Species : iLevel Truss Joist
Fc - Perp
Wood Grade : MicroLam LVL 1.9 E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
07875) L(021
1.75xl 1.87
Span = 11.0 ft
Software
2,600.0 psi
2,600.0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
Printed: 1 NOV 2021, 3:45PM
File: Nichols Zanis RES.ec6
INC. 1983-2020, Build:12.20.8.24
E : Modulus of Elasticity
Ebend- xx 1,900.0 ksi
Eminbend - xx 965.71 ksi
Density 42.010 pcf
1.75x11.87
Span = 12.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: D = 0.0150, L = 0.040 ksf, Tributary Width =
5.250 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.539 1
Maximum Shear Stress Ratio
=
0.471 :
1
Section used for this span
1.75x11.87
Section used for this span
1.75x11.87
fb: Actual =
1,400.59psi
fv: Actual
=
134.37 psi
Fb: Allowable =
2,600.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
11.000ft
Location of maximum on span
=
11.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.097 in
Ratio
= 1484 >=480
Max Upward Transient Deflection
0.000 in
Ratio = 0 <480
Max Downward Total Deflection
0.133 in
Ratio = 1079 >=360
Max Upward Total Deflection
-0.000 in
Ratio
= 718793 >=360
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m C t C L M fb
F'b
V
fv
Pv
+D+H
0.00
0.00
0.00
0.00
Length = 11.0 ft 1 0.163 0.143
0.90
1.000 1.00
1.00
1.00 1.00 1.00 1.31 381.98
2340.00
0.51
36.65
256.50
Length = 12.0 ft 2 0.163 0.143
0.90
1.000 1.00
1.00
1.00 1.00 1.00 1.31 381.98
2340.00
0.51
36.65
256.50
+D+L+H
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 11.0 ft 1 0.539 0.471
1.00
1.000 1.00
1.00
1.00 1.00 1.00 4.80 1,400.59
2600.00
1.86
134.37
285.00
Length = 12.0 ft 2 0.539 0.471
1.00
1.000 1.00
1.00
1.00 1.00 1.00 4.80 1,400.59
2600.00
1.86
134.37
285.00
+D+Lr+H
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 11.0 ft 1 0.118 0.103
1.25
1.000 1.00
1.00
1.00 1.00 1.00 1.31 381.98
3250.00
0.51
36.65
356.25
Length = 12.0 ft 2 0.118 0.103
1.25
1.000 1.00
1.00
1.00 1.00 1.00 1.31 381.98
3250.00
0.51
36.65
356.25
+D+S+H
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 11.0 ft 1 0.128 0.112
1.15
1.000 1.00
1.00
1.00 1.00 1.00 1.31 381.98
2990.00
0.51
36.65
327.75
Length = 12.0 ft 2 0.128 0.112
1.15
1.000 1.00
1.00
1.00 1.00 1.00 1.31 381.98
2990.00
0.51
36.65
327.75
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Page 5 of 12
H� HAREZLAK
� ENGINEERING
Wood Beam
DESCRIPTION: 1.132
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 : DF/DF
Wood Grade : 24F-V4
Beam Bracing : Completely Unbraced
D(1.1) L(3)
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Printed: 2 NOV 2021, 1:42PM
File: Nichols Zanis RES.ec6
INC. 1983-2020, Build:12.20.8.24
Fb +
2,400.0 psi
E : Modulus of Elasticity
Fb -
1,850.0 psi
Ebend- xx
1,800.0 ksi
Fc - Prll
1,650.0 psi
Eminbend - xx
950.0 ksi
Fc - Perp
650.0 psi
Ebend- yy
1,600.0 ksi
Fv
265.0 psi
Eminbend - yy
850.0 ksi
Ft
1,100.0 psi
Density
31.210 pd
3.5x10.5
Span = 10.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent
= 0.0 -->> 3.250 ft,
Tributary Width = 11.0 ft
Point Load : D = 1.10, L = 3.0 k @ 3.250 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.917 1
Maximum Shear Stress Ratio
=
0.613 : 1
Section used for this span
3.5x10.5
Section used for this span
3.5x10.5
fb: Actual =
2,126.23psi
fv: Actual
=
162.57 psi
Fb: Allowable =
2,318.46psi
Fv: Allowable
=
265.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
3.257ft
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
0.213 in
Ratio = 590 >=480
Max Upward Transient Deflection
0.000 in
Ratio = 0 <480
Max Downward Total Deflection
0.292 in
Ratio = 431 >=360
Max Upward Total Deflection
0.000 in
Ratio = 0 <360
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m C t C L M fb
F'b
V
fv F'v
+D+H
0.00
0.00
0.00 0.00
Length = 10.50 ft 1 0.273 0.184
0.90
1.000 1.00
1.00
1.00 1.00 0.97 3.07 572.28
2097.46
1.07
43.82 238.50
+D+L+H
1.000 1.00
1.00
1.00 1.00 0.97
0.00
0.00
0.00 0.00
Length = 10.50 ft 1 0.917 0.613
1.00
1.000 1.00
1.00
1.00 1.00 0.97 11.40 2,126.23
2318.46
3.98
162.57 265.00
+D+Lr+H
1.000 1.00
1.00
1.00 1.00 0.97
0.00
0.00
0.00 0.00
Length = 10.50 ft 1 0.201 0.132
1.25
1.000 1.00
1.00
1.00 1.00 0.95 3.07 572.28
2852.68
1.07
43.82 331.25
+D+S+H
1.000 1.00
1.00
1.00 1.00 0.95
0.00
0.00
0.00 0.00
Length = 10.50 ft 1 0.217 0.144
1.15
1.000 1.00
1.00
1.00 1.00 0.96 3.07 572.28
2642.53
1.07
43.82 304.75
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00 1.00 0.96
0.00
0.00
0.00 0.00
Length = 10.50 ft 1 0.609 0.401
1.25
1.000 1.00
1.00
1.00 1.00 0.95 9.31 1,737.75
2852.68
3.26
132.88 331.25
+D+0.750L+0.750S+H
1.000 1.00
1.00
1.00 1.00 0.95
0.00
0.00
0.00 0.00
Length = 10.50 ft 1 0.658 0.436
1.15
1.000 1.00
1.00
1.00 1.00 0.96 9.31 1,737.75
2642.53
3.26
132.88 304.75
Page 6 of 12
H� HAREZLAK
� ENGINEERING
Wood Beam
DESCRIPTION: 1.133 (EXISTING)
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
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 +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : iLevel Truss Joist Fc - Perp
Wood Grade : MicroLam LVL 1.9 E Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0975) L
Software
2,600.0 psi
2,600.0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
Printed: 2 NOV 2021, 2:47PM
File: Nichols Zanis RES.ec6
INC. 1983-2020, Build:12.20.8.24
E : Modulus of Elasticity
Ebend- xx 1,900.0 ksi
Eminbend - xx 965.71 ksi
Density 42.010 pcf
1.75x11.87 '
EXISTING LVL GIRDER BEAM
Span = 18.750 ft APPEARS TO BE
)plied Loads
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft
OVERSTRESSED BASED ON
ANALYSIS
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
=
1.7631
Maximum Shear Stress Ratio
=
0.762 :
1
Section used for this span
1.75x11.87
Section used for this span
1.75x11.87
fb: Actual
=
4,583.70psi
fv: Actual
=
217.20 psi
Fb: Allowable
=
2,600.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
=
9.375ft
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
1.567 in
Ratio =
143 <480
Max Upward Transient Deflection
0.000 in
Ratio =
0 <480
Max Downward Total Deflection
2.155 in
Ratio =
104 <360
Max Upward Total Deflection
0.000 in
Ratio =
0 <360
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M
V
C d C FN C i
Cr
C m
C t C L M fb
F'b
V
fv
F'v
+D+H
0.00
0.00
0.00
0.00
Length=18.750 ft 1 0.534
0.231
0.90 1.000 1.00
1.00
1.00
1.00 1.00 4.28 1,250.10
2340.00
0.82
59.24
256.50
+D+L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length=18.750 ft 1 1.763
0.762
1.00 1.000 1.00
1.00
1.00
1.00 1.00 15.71 4,583.70
2600.00
3.01
217.20
285.00
+D+Lr+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length=18.750 ft 1 0.385
0.166
1.25 1.000 1.00
1.00
1.00
1.00 1.00 4.28 1,250.10
3250.00
0.82
59.24
356.25
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length=18.750 ft 1 0.418
0.181
1.15 1.000 1.00
1.00
1.00
1.00 1.00 4.28 1,250.10
2990.00
0.82
59.24
327.75
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length=18.750 ft 1 1.154
0.499
1.25 1.000 1.00
1.00
1.00
1.00 1.00 12.85 3,750.30
3250.00
2.46
177.71
356.25
+D+0.750L+0.750S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length=18.750 ft 1 1.254
0.542
1.15 1.000 1.00
1.00
1.00
1.00 1.00 12.85 3,750.30
2990.00
2.46
177.71
327.75
+D+0.60W+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length=18.750 ft 1 0.301
0.130
1.60 1.000 1.00
1.00
1.00
1.00 1.00 4.28 1,250.10
4160.00
0.82
59.24
456.00
Page 7 of 12
H� HAREZLAK
� ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 NOV 2021, 3:41 PM
Wood Beam
File: Nichols Zanis RES.ec6
�.�
Software copyright ENERCALC, INC. 1983-2020. Build:12.20.8.24
DESCRIPTION: 1.133
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 +
2,600.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
2,600.0 psi
Ebend- xx 1,900.0 ksi
Fc - Prll
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade : MicroLam LVL 1.9 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 42.010 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.0975) L(0.26)
D(0.0975) L(0.26)
1.75x11.87
Span = 6.750 ft
1.75x11.87
Span = 11.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft
ADDITION OF (N) 4x6
POST
Load for Span Number 2
BELOW & (N) DROPPED BEAM
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.5231
Maximum Shear Stress Ratio
=
0.543 : 1
Section used for this span
1.75x11.87
Section used for this span
1.75x11.87
fb: Actual =
1,360.03psi
fv: Actual
=
154.83 psi
Fb: Allowable =
2,600.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
6.750ft
Location of maximum on span
=
6.750 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.134 in
Ratio =
1054>=480
Max Upward Transient Deflection
-0.013 in
Ratio =
6233>=480
Max Downward Total Deflection
0.184 in
Ratio =
766>=360
Max Upward Total Deflection
-0.018 in
Ratio =
4533>=360
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m
C t C L M fb
F'b
V
fv Pv
+D+H
0.00
0.00
0.00 0.00
Length = 6.750 ft 1 0.159 0.165
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.27 370.92
2340.00
0.59
42.23 256.50
Length=11.750 ft 2 0.159 0.165
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.27 370.92
2340.00
0.59
42.23 256.50
+D+L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.750 ft 1 0.523 0.543
1.00
1.000 1.00
1.00
1.00
1.00 1.00 4.66 1,360.03
2600.00
2.15
154.83 285.00
Length=11.750 ft 2 0.523 0.543
1.00
1.000 1.00
1.00
1.00
1.00 1.00 4.66 1,360.03
2600.00
2.15
154.83 285.00
+D+Lr+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.750 It 1 0.114 0.119
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.27 370.92
3250.00
0.59
42.23 356.25
Length=11.750 ft 2 0.114 0.119
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.27 370.92
3250.00
0.59
42.23 356.25
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.750 ft 1 0.124 0.129
1.15
1.000 1.00
1.00
1.00
1.00 1.00 1.27 370.92
2990.00
0.59
42.23 327.75
Page 8 of 12
� HAREZLAK
� ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Printed:21 OCT2021, 5:47PM
Wood Column File: Nichols Zanis RES.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
i.i
DESCRIPTION: P.1 B1
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name
4x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded
Lumber
Overall Column Height
9 ft
Wood Member Type
Sawn
( Used for non -slender calculations)
Exact Width
3.50 in Allow
Stress Modification Factors
Wood Species Hem -Fir
Exact Depth
3.50 in
Cf or Cv for Bending
1.50
Wood Grade No.2
Area
12.250 in12
Cf or Cv for Compression 1.150
Fb + 850.0 psi Fv
150.0 psi
Ix
12.505 in14
Cf or Cv for Tension
1.50
Fb - 850.0 psi Ft
525.0 psi
ly
i
12.505 n^4
Cm : Wet Use Factor
1.0
Fc - PrII 1,300.0 psi Density
26.840 pcf
Ct :Temperature Factor
1.0
Fc - Perp 405.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial
Kf : Built-up columns
1 ,0 NDS 15.3.2
Basic 1,300.0
1,300.0 1,300.0 ksi
Use Cr : Repetitive ?
No
Minimum 470.0
470.0
Brace condition for deflection (buckling)
along columns :
X-X (width) axis:
Unbraced Length for buckling ABOUT Y-Y Axis
= 9 ft, K =1.0
Y-Y (depth) axis :
Fully braced
against buckling ABOUT X-X Axis
Applied Loads
Service loads
entered. Load Factors will be applied for calculations.
Column self weiqht included : 20.549 Ibs " Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 1.20, L = 3.30 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.9715 :1
Maximum SERVICE
Lateral Load Reactions. .
Load Combination
+D+L+H
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along XA
0.0 k
Bottom along XA
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections
...
At maximum location values are ...
Along Y-Y
0.0 in at
0.0 ft above base
Applied Axial
4.521 k
for load combination
: n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along XA
0.0 in at
0.0 ft above base
Fc: Allowable
379.869 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression
Tension
Load Combination +0.60D+0.70E+H
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
240.0 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location
Stress Ratio Status Location
+D+H 0.900
0.280
0.2646 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+L+H 1.000
0.254
0.9715 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+Lr+H 1.250
0.206
0.2583 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+S+H 1.150
0.223
0.2597 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750Lr+0.750L+H 1.250
0.206
0.7822 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0.750S+H 1.150
0.223
0.7862 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.60W+H 1.600
0.163
0.2551 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750Lr+0.750L+0.450W+H 1.600
0.163
0.7725 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0.750S+0.450W+H 1.600
0.163
0.7725 PASS
0.0 ft
0.0 PASS
9.0 ft
+0.60D+0.60W+0.60H 1.600
0.163
0.1531 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.70E+0.60H 1.600
0.163
0.2551 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0.750S+0.5250E+H 1.600
0.163
0.7725 PASS
0.0 ft
0.0 PASS
9.0 ft
Page 9 of 12
� HAREZLAK
� ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 NOV 2021, 9:53AM
Wood Column File: Nichols Zanis RES.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
i.i
DESCRIPTION: P.1 B2
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name
4x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded
Lumber
Overall Column Height
9 ft
Wood Member Type
Sawn
( Used for non -slender calculations)
Exact Width
3.50 in Allow
Stress Modification Factors
Wood Species Hem -Fir
Exact Depth
5.50 in
Cf or Cv for Bending
1.30
Wood Grade No.1
Area
19.250 in12
Cf or Cv for Compression
1.10
Fb + 975 psi Fv
140 psi
Ix
48.526 in14
Cf or Cv for Tension
1.30
Fb - 975 psi Ft
650 psi
ly
19.651 in^4
Cm :Wet Use Factor
1.0
Fc - Prll 850 psi Density
26.84 pcf
Ct : Temperature Factor
1.0
Fc - Perp 405 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial
Kf : Built-up columns
1 ,0 NDS 15.3.2
Basic 1300
1300 1300
ksi
Use Cr : Repetitive ?
No
Minimum 470
470
Brace condition for deflection (buckling)
along columns :
X-X (width) axis:
Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K =1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K =1.0
Applied Loads
Service loads
entered. Load Factors will be applied for
calculations.
Column self weiqht included : 32.292 Ibs " Dead
Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 1.70, L = 4.450 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8909 :1
Maximum SERVICE
Lateral Load Reactions. .
Load Combination
+D+L+H
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla Comp
Only, fc/Fc'
Top along XA
0.0 k
Bottom along XA
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections
...
At maximum location values are ...
Along Y-Y
0.0 in at
0.0 ft above base
Applied Axial
6.182 k
for load combination
: n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along XA
0.0 in at
0.0 ft above base
Fc: Allowable
360.505 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression
Tension
Load Combination +0.60D+0.70E+H
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
224.0 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location
Stress Ratio Status
Location
+D+H 0.900
0.421
0.2540 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+L+H 1.000
0.386
0.8909 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+Lr+H 1.250
0.318
0.2424 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+S+H 1.150
0.342
0.2448 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750Lr+0.750L+H 1.250
0.318
0.7095 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0.750S+H 1.150
0.342
0.7165 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.60W+H 1.600
0.254
0.2369 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750Lr+0.750L+0.450W+H 1.600
0.254
0.6933 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0.750S+0.450W+H 1.600
0.254
0.6933 PASS
0.0 ft
0.0 PASS
9.0 ft
+0.60D+0.60W+0.60H 1.600
0.254
0.1421 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.70E+0.60H 1.600
0.254
0.2369 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0.750S+0.5250E+H 1.600
0.254
0.6933 PASS
0.0 ft
0.0 PASS
9.0 ft
Page 10 of 12
� HAREZLAK
� ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 NOV 2021, 3:49PN
General Footing File: Nichols Zanis RES.ec6
g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
i.i
DESCRIPTION: WORST CAST FOOTING
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 =
3.0 ksi
Allowable Soil Bearing =
1.70 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
(p Values Flexure =
0.90
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
Z
Length parallel to Z-Z Axis =
2.0 ft
Footing Thickness =
10.0 in
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars =
Reinforcing Bar Size =
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size =
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
in
in
in
3.0 in
4.0
# 4
3.0
# 4
n/a
n/a
n/a
D Lr
1.70
X
4-#4 Bars
X-X Section Looking to +Z
0
4.450
i
3-#4 Bas
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Page 11 of 12
H� HAREZLAK
� ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 NOV 2021, 3:49PM
General Footing
g
File: Nichols Zanis RES.ec6
0.0
Software copyright
ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: WORST CAST FOOTING
DESIGN SUMMARY
- • •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.9753
Soil Bearing
1.658 ksf
1.70 ksf
+D+L+H 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 0.09627
Z Flexure (+X)
1.145 k-ft/ft
11.894 k-ft/ft
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.09627
Z Flexure (-X)
1.145 k-ft/ft
11.894 k-ft/ft
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.1265
X Flexure (+Z)
1.145 k-ft/ft
9.053 k-ft/ft
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.1265
X Flexure (-Z)
1.145 k-ft/ft
9.053 k-ft/ft
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.1394
1-way Shear (+X)
11.450 psi
82.158 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.1394
1-way Shear (-X)
11.450 psi
82.158 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.1394
1-way Shear (+Z)
11.450 psi
82.158 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.1394
1-way Shear (-Z)
11.450 psi
82.158 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.2588
2-way Punching
42.529 psi
164.317 psi
+1.20D+0.50Lr+1.60L+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Xecc
Zecc
Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, +D+H
1.70
n/a
0.0
0.5458
0.5458
n/a n/a
0.321
X-X, +D+L+H
1.70
n/a
0.0
1.658
1.658
n/a n/a
0.975
X-X, +D+Lr+H
1.70
n/a
0.0
0.5458
0.5458
n/a n/a
0.321
X-X, +D+S+H
1.70
n/a
0.0
0.5458
0.5458
n/a n/a
0.321
X-X, +D+0.750Lr+0.750L+H
1.70
n/a
0.0
1.380
1.380
n/a n/a
0.812
X-X, +D+0.750L+0.750S+H
1.70
n/a
0.0
1.380
1.380
n/a n/a
0.812
X-X, +D+0.60W+H
1.70
n/a
0.0
0.5458
0.5458
n/a n/a
0.321
X-X, +D+0.750Lr+0.750L+0.450W+H 1.70
n/a
0.0
1.380
1.380
n/a n/a
0.812
X-X, +D+0.750L+0.750S+0.450W+H 1.70
n/a
0.0
1.380
1.380
n/a n/a
0.812
X-X, +0.60D+0.60W+0.60H
1.70
n/a
0.0
0.3275
0.3275
n/a n/a
0.193
X-X, +D+0.70E+0.60H
1.70
n/a
0.0
0.5458
0.5458
n/a n/a
0.321
X-X, +D+0.750L+0.750S+0.5250E+H 1.70
n/a
0.0
1.380
1.380
n/a n/a
0.812
X-X, +0.60D+0.70E+H
1.70
n/a
0.0
0.3275
0.3275
n/a n/a
0.193
Z-Z, +D+H
1.70
0.0
n/a
n/a
n/a
0.5458 0.5458
0.321
Z-Z, +D+L+H
1.70
0.0
n/a
n/a
n/a
1.658 1.658
0.975
Z-Z, +D+Lr+H
1.70
0.0
n/a
n/a
n/a
0.5458 0.5458
0.321
Z-Z, +D+S+H
1.70
0.0
n/a
n/a
n/a
0.5458 0.5458
0.321
Z-Z, +D+0.750Lr+0.750L+H
1.70
0.0
n/a
n/a
n/a
1.380 1.380
0.812
Z-Z, +D+0.750L+0.750S+H
1.70
0.0
n/a
n/a
n/a
1.380 1.380
0.812
Z-Z, +D+0.60W+H
1.70
0.0
n/a
n/a
n/a
0.5458 0.5458
0.321
Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.70
0.0
n/a
n/a
n/a
1.380 1.380
0.812
Z-Z, +D+0.750L+0.750S+0.450W+H 1.70
0.0
n/a
n/a
n/a
1.380 1.380
0.812
Z-Z, +0.60D+0.60W+0.60H
1.70
0.0
n/a
n/a
n/a
0.3275 0.3275
0.193
Z-Z, +D+0.70E+0.60H
1.70
0.0
n/a
n/a
n/a
0.5458 0.5458
0.321
Z-Z, +D+0.750L+0.750S+0.5250E+H 1.70
0.0
n/a
n/a
n/a
1.380 1.380
0.812
Z-Z, +0.60D+0.70E+H
1.70
0.0
n/a
n/a
n/a
0.3275 0.3275
0.193
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
Page 12 of 12