REVIEWED BLD2022-0479+Calculations+4.14.2022_7.20.24_PM+2804139civil & structural
ENGINEERING engineering & planning
RECEIVED
Apr 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
......,.,.....,.....,.....,.....,.,.....,..
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
BLD2022-0479
STRUCTURAL CALCULATIONS
Talbot Bridge Evaluation
Talbot Road
Edmonds, WA 98026
,1I
5 M.
`V 0� AAA tl�
10/12/2020
250 41h Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500 CG Project No.: 20320.10
Fax: (425) 778-5536
Protect Location
Talbot Road
Edmonds, WA 98026
Protect Description
The local fire district is asking for a structural evaluation of an existing 18' timber bridge in Edmonds,
WA. CG Engineering will perform a site visit to observe the existing conditions, gather information,
take measurements and photos, and verify the existing framing sizes and layout. We will use the
information gathered on site to analyze the bridge for fire truck loading as required by the local fire
district.
Scope of Work
Our deliverable will consist of a set of stamped structural calculations with a summary of any
deficiencies. If upgrades to the bridge are required, we will identify them in the summary. This scope
of work does not include the design of upgrades. If required, upgrade design would be part of a
separate scope of work.
Basis of Design
Bridge Dead Self -weight
Live Single 24k Axle or (2) 16k axles spaced at 4'-0" per AASHTO
2002 and local fire marshal recommendations
Description By LS
Checked
ENGINEERING Project summary
Scale
INITS
250 4th Ave South
Project Job No..
Suite 200
Edmonds, WA 98020 Talbot Bridge Evaluation 20320.10
Date
Sheet No.
I
I
(EA) 9 PL-f (AS5,ME '6=MCK)
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Afo cw�g ap') 5 f W
AAwTb L-L LAWE LUND o. 64 �-Up
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0 X ('Z-) 16K AYLE-S 4 '---oil
(PER FOLLOWING PAGES)
STAI
1 (.0 bG t-OUL'
Description 69-1 OGE PLAM BY L-s Date
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South 7TolN;.
5uite 200 Project
Edmonds, WA 98020 :TA
425.778.8500 2-0-10
www.cgengineering-com
2
From: Fitterer, Karl <kFitterer@southsnofire.org>
Sent: Tuesday, August 18, 2020 2:14 PM
To: Heidi Helgeson <Heidi@h2darchitects.com>
Subject: RE: 8229 Talbot Road - bridge question
Heidi,
Sorry I missed the previous email. The National Bridge Inspection Standards states that all
bridges will be inspected at two to four year intervals. Private bridges fall into a gray area when
they do not attach to a public road on both ends. In order for our trucks to make access to the
property the bridge was constructed to H2O AASHTO design criteria (1983 standard) We just
need to have the bridge inspected to ensure that it will still meet these standards today. It is
now referred to as , , Nj _, `-,.;. _ _..o... y J vV
!e are not in the habit of checking when bridges are tested and again the standard
is every two to four year intervals. A small sign to the effect stating that it was inspected and
built to these standards will ensure that the crews will cross to fight a house fire. We just ask
that a qualified engineer look for decay or fatigue of the structural members. Below is the
excerpt from the FHWA and AASHTO
FHWA Subpart C - National Bridge Inspection Standards
Sec. 650.305 Frequency of inspections.
(a) Each bridge is to be inspected at regular intervals not to exceed 2 years in accordance with
section 2.3 of the AASHTO Manual.
(b) Certain types or groups of bridges will require inspection at less than 2-year intervals. The
depth and frequency to which bridges are to be inspected will depend on such factors as age,
traffic characteristics, state of maintenance, and known deficiencies. The evaluation of these
factors will be the responsibility of the individual in charge of the inspection program.
(c) The maximum inspection interval may be increased for certain types or groups of bridges
where past inspection reports and favorable experience and analysis justifies the increased
interval of inspection. If a State proposes to inspect some bridges at greater than the specified
two-year interval, the State shall submit a detailed proposal and supporting data to the Federal
Highway Administrator for approval. The maximum time period between inspections shall not
exceed four years.
Safety is what we are looking,
Thanks
Karl
Karl Fitterer CFI
Assistant Fire Marshal
12425 Meridian Ave. S, Everett WA 98208
0: 425-771-0213 VM: 425-551-1980
KFitterer@southsnofire.orI www.southsnofire.or�
24 HIGHWAY BRIDGES 3.9
-- t;Q:}
HS20-44 8,000 LBS. 32,000 LBS,* 32,600 LBSx
HS15-44 6,000 LBS. 24,000 LBS. 24,000 LBS.
Cf 3:1Go! 00!
o i4'-0" cil V a
0.1W - 0.4W - 0AW
0.4 W
W = COMBINED WEIGHT ON THE FIRST TWO AXLES WHICH IS THE SAME
AS FOR THE CORRESPONDING H TRUCK,
V VARIABLE SPACING — 14 FEET TO 30 FEET INCLUSIVE. SPACING TO BE
USED IS THAT WHICH PRODUCES MAXIMUM STRESSES.
CLEARANCE AND
2'-0" 6'-0" 2'-0"
FIGURE 3.7.7A Standard HS Trucks
*In the design of timber floors and orthotropic steel decks (excluding transverse beams) for H 20 Loading, one
axle load of 24,000 pounds or two axle loads of 16,000 pounds each, spaced 4 feet apart may be used, whichever
produces the greater stress, instead of the 32,000-pound axle shown.
'For slab design, the center line of wheels shall be assumed to be 1 foot from face of curb. (See Article 3,24.2.)
CAVE A CoMfgoL5
-- UPGRADE TO PT 4X12 SELECT STRUCTURAL DECKING
.wmmwwa� IDescriotion r1Cr'L!I(\Ir_ rAi (11 II ATinnIc
ET, pj
By LS I Date 10/8/20
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
project TALBOT BRIDGE INSPECTION
Job No.
20320.10
Suite200
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
Wood Beam File: calcs.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
KW-06005155 CG ENGINEERINIZ
DESCRIPTION: Decking -Case A- 3X12
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1500 psi
E : Modulus of Elasticity
Load Combination iBC 2015
Fb -
1500 psi
Ebend- xx 1900 ksi
Fc - Prll
1700 psi
Eminbend - xx 690 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : Select structural
Fv
180 psi
Ft
1000 psi
Density 31.21 pcf
Beam Bracing Completely Unbraced
Uniform loading applied "T from
Repetitive Member Stress Increase
face of support for shear calculation
and applied directly at face of
support for moment calculation
L 7.2
L 72)
D 0.0050
11.250 X 2.50 11.250 X 2.50
11.250 X 2.54
11.250 X 2.50 11.250 X 2.50
Span = 2.330 ft Span = 1.830 ft
Span = 4.670 ft
Span = 1.50 ft Span = 1.670 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.0050 k/ft
Load for Span Number 2
Uniform Load : L = 7.20 k/ft, Extent = 0.60 »
1.230 ft, Tributary Width = 1.0 ft
>I
UPGRADE TO 4X12 DECKING
Load for Span Number 4
Uniform Load : L = 7.20 k/ft, Extent = 0.60 »
0.90 ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
1.092 1 Maximum
Shear Stress Ratio
= 0.955 : 1
Section used for this span
11.250 X 2.50
Section used for this span
11.250 X 2.50
=
1,536.81 psi
= 133.36 psi
=
1,407.60psi
= 139.68 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
0.880ft
Location of maximum on span
= 1.645 ft
Span # where maximum occurs =
Span # 2
Span # where maximum occurs
= Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.034 in Ratio =
646>=360
Max Upward Transient Deflection
-0.132 in Ratio =
422 >=360
Max Downward Total Deflection
0.034 in Ratio =
650>=180
Max Upward Total Deflection
-0.129 in Ratio =
430>=180
Vertical Reactions
Support notation
: Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Support 3
Support 4
Support 5 Support 6
Overall MAXimum
2.055
2.607
0.991
1.102
Overall MINimum
2.035
2.596
0.975
1.090
D Only
0.021
0.012
0.016
0.012
+D+L
2.055
2.607
0.991
1.102
+D+0.750L
1.547
1.958
0.747
0.829
+0.60D
0.012
0.007
0.010
0.007
L Only
2.035
2.596
0.975
1.090
6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
DESCRIPTION: Decking -Case A 4X12
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1500 psi
E : Modulus of Elasticity
Load Combination iBC 2015
Fb -
1500 psi
Ebend- xx 1900 ksi
Fc - Prll
1700 psi
Eminbend - xx 690 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : Select structural
Fv
180 psi
Ft
1000 psi
Density 31.21 pcf
Beam Bracing Completely Unbraced
Uniform loading applied "d" from
Repetitive Member Stress Increase
face of support for shear calculation
and applied directly at face of
support for moment calculation
L 7.2
D(0.0050)
b5aaa
11.250 X 3.50
Span = 2.330 ft
11.250 X 3.50
Span = 1.830 ft
11.250 X 3.50
Span = 4.670 ft
11.250 X 3.50 X 11.250 X 3.50
Span = 1.50 ft Span = 1.670 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.0050 k/ft
Load for Span Number 2
Uniform Load : L = 7.20 k/ft, Extent = 0.60 » 1.230 ft, Tributary Width = 1.0 ft
Load for Span Number 4
Uniform Load : L = 7.20 k/ft, Extent = 0.60 » 0.90 ft, Tributary Width = 1.0 ft
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.557. 1 Maximum Shear Stress Ratio
Section used for this span 11.250 X 3.50 Section used for this span
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Vertical Reactions
784.09 psi
1,407.60 psi
+D+L
0.880 ft
Span # 2
Load Combination
Location of maximum on span
Span # where maximum occurs
0.012 in
Ratio =
1773>=360
-0.048 in
Ratio =
1158>=360
0.012 in
Ratio =
1786>=180
-0.047 in
Ratio =
1184>=180
Support
notation : Far left is #1
= 0.682 : 1
11.250 X 3.50
= 95.24 psi
= 139.68 psi
+D+L
= 1.552 ft
= Span # 2
Values in KIPS
Load Combination
Support 1 Support 2
Support 3
Support 4
Support 5 Support 6
Overall MAXimum
2.055
2.607
0.991
1.102
Overall MINimum
2.035
2.596
0.975
1.090
D Only
0.021
0.012
0.016
0.012
+D+L
2.055
2.607
0.991
1.102
+D+0.750L
1.547
1.958
0.747
0.829
+0.60D
0.012
0.007
0.010
0.007
L Only
2.035
2.596
0.975
1.090
7
Wood Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
DESCRIPTION: Decking - Case B
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1500 psi
E: Modulus of Elasticity
Load Combination iBC 2015
Fb -
1500 psi
Ebend- xx 1900 ksi
Fc - Prll
1700 psi
Eminbend - xx 690 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : Select structural
Fv
180 psi
Ft
1000 psi
Density 31.21 pcf
Beam Bracing Completely Unbraced
Repetitive Member Stress Increase
LD
11.250 X 2.50 Y 11.250 X 2.50 Y 11.250 X 2.50 Y 11.25O X 2.50 Y 11.250 X 2.50
Span = 2.330 ft I Span = 1.830 ft , Span = 4.670 ft , Span = 1.50 ft Span = 1.670 ft
Applied Loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.0050, L = 0.05330 klft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
0.098 1
11.250 X 2.50
= 162.05psi
1,656.00 psi
Load Combination +D+L+H, LL Comb Run (LLL**)
Location of maximum on span = 2.330ft
Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
Load Combination
Location of maximum on span
Span # where maximum occurs
0.032 in
Ratio=
1738>=360
-0.003 in
Ratio =
6982 >=360
0.035 in
Ratio=
1598>=180
-0.003 in
Ratio=
6469>=180
= 0.052 : 1
11.250 X 2.50
= 7.24 psi
= 139.68 psi
+D+L+H, LL Comb Run (L*LL*)
= 4.493 ft
= Span # 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Support 3
Support 4
Support 5 Support 6
Overall MAXimum
0.282
0.236
0.253
0.196
Overall MINimum
0.219
0.123
0.174
0.124
+D+H
0.021
0.012
0.016
0.012
+D+L+H, LL Comb Run (****L)
0.018
0.017
-0.043
0.157
+D+L+H, LL Comb Run (***L*)
0.021
0.009
0.060
0.049
+D+L+H, LL Comb Run (***LL)
0.019
0.015
0.001
0.194
+D+L+H, LL Comb Run (**L**)
-0.021
0.176
0.196
-0.043
+D+L+H, LL Comb Run (**L*L)
-0.023
0.181
0.137
0.103
+D+L+H, LL Comb Run (**LL*)
-0.020
0.174
0.241
-0.006
+D+L+H, LL Comb Run (**LLL)
-0.022
0.179
0.181
0.140
+D+L+H, LL Comb Run (*L***)
0.065
0.066
0.012
0.013
+D+L+H, LL Comb Run (*L**L)
0.063
0.072
-0.047
0.159
+D+L+H, LL Comb Run (*L*L*)
0.066
0.064
0.056
0.051
+D+L+H, LL Comb Run (*L*LL)
0.064
0.069
-0.003
0.196
8
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20 Y.-1 C 6v- �® _
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+ 5PL PL
two 4o K
CAL, e ��
> ASSUME EXISTING CONSTRUCTION IS DOUG FIR DENSE #1 MINIMUM.
EXISTING GIRDERS ACCEPTABLE FOR PROPOSED LOADING.
ENGINEERING
250 4th Ave. South
Suite 200
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
Description GIRDER CALCULATIONS
By LS Date 10/8/20
Checked Date
Scale Sheet No.
Job No.
Project TALBOT BRIDGE INSPECTION 20320.10
.01
Wood Beam
DESCRIPTION: Girder - Case A
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1,550.0 psi
E: Modulus of Elasticity
Load Combination :IBC 2015
Fb -
1,550.0 psi
Ebend- xx 1,700.0 ksi
Fc - Prll
1,100.0 psi
Eminbend - xx 620.0 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
730.0 psi
Wood Grade : Dense No.1
Fv
170.0 psi
Ft
775.0 psi
Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Span = 16.80 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.040 klft
Point Load : L = 6.0 k @ 8.40 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.916 1
Maximum Shear Stress Ratio
= 0.322 : 1
Section used for this span
7.50 X 15.0
Section used for this span
7.50 X 15.0
=
1,135.41 psi
= 43.83 psi
=
1,240.00psi
= 136.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
8.400ft
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
0.302 in
Ratio = 666 >=360
Max Upward Transient Deflection
0.000 in
Ratio = 0 <360
Max Downward Total Deflection
0.323 in
Ratio = 623 >=180
Max Upward Total Deflection
0.000 in
Ratio = 0 <180
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.336
3.336
Overall MINimum
3.000
3.000
D Only
0.336
0.336
+D+L
3.336
3.336
+D+0.750L
2.586
2.586
+0.601)
0.202
0.202
L Only
3.000
3.000
10
Wood Beam
Build
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.5.315.31
DESCRIPTION: Girder - Case B
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1350 psi
E: Modulus of Elasticity
Load Combination :IBC 2015
Fb -
1350 psi
Ebend- xx 1600 ksi
Fc - Prll
925 psi
Eminbend - xx 580 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : No.1
Fv
170 psi
Ft
675 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
7.50 X 15.0
Span = 16.80 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.040 klft
Point Load : L = 4.0 k @ 6.330 ft
Point Load : L = 4.0 k @ 12.330 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.941: 1 Maximum Shear Stress Ratio =
0.464 :1
Section used for this span
7.50 X 15.0
Section used for this span
7.50 X 15.0
=
1,016.55psi
=
63.06 psi
=
1,080.00psi
=
136.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
6.377ft
Location of maximum on span =
15.574 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.351 in Ratio =
574 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.374 in Ratio =
539 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.893
4.779
Overall MINimum
3.557
4.443
D Only
0.336
0.336
+D+L
3.893
4.779
+D+0.750L
3.004
3.668
+0.60D
0.202
0.202
L Only
3.557
4.443
Wood Beam
_" caws.aco '
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.5.31
0.00
DESCRIPTION: Girder - Case C
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
875 psi
E: Modulus of Elasticity
Load Combination :IBC 2015
Fb -
875 psi
Ebend- xx 1300 ksi
Fc - Prll
600 psi
Eminbend - xx 470 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : No.2
Fv
170 psi
Ft
425 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Applied Loads
Loads on all spans...
Uniform Load on ALL spans: D = 0.040, L = 0.160 k/ft
Maximum Bending Stress Ratio =
Section used for this span
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Vertical Reactions
b
7.50 X 15.0
Span = 16.80 ft
Service loads entered. Load Factors will be applied for calculations.
0.430: 1 Maximum Shear Stress Ratio
7.50 X 15.0
Section used for this spar
301.06 psi
700.00 psi
+D+L
Load Combination
8.400ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.111 in Ratio=
1820>=360
0.000 in Ratio =
0 <360
0.138 in Ratio=
1456>=180
0.000 in Ratio =
0 <180
= 0.141 : 1
7.50 X 15.0
= 19.13 psi
136.00 psi
+D+L
= 0.000 ft
= Span # 1
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.680
1.680
Overall MINimum
1.344
1.344
D Only
0.336
0.336
+D+L
1.680
1.680
+D+0.750L
1.344
1.344
+0.60D
0.202
0.202
L Only
1.344
1.344
12
Wood Beam
Build
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.5.315.31
DESCRIPTION: Girder - Case D
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1550 psi
E: Modulus of Elasticity
Load Combination :IBC 2015
Fb -
1550 psi
Ebend- xx 1700 ksi
Fc - Prll
1100 psi
Eminbend - xx 620 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
730 psi
Wood Grade : Dense No.1
Fv
170 psi
Ft
775 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Span = 16.80 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.040 klft
Point Load: L=6.0k@4.0ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.662 1
Maximum Shear Stress Ratio
= 0.476 :1
Section used for this span
7.50 X 15.0
Section used for this span
7.50 X 15.0
=
821.38 psi
= 64.78 psi
=
1,240.00 psi
= 136.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.047ft
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
0.203 in
Ratio =
991 >=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.224 in
Ratio =
899 >=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support
2
Overall MAXimum
4.907
1.765
Overall MINimum
4.571
1.429
D Only
0.336
0.336
+D+L
4.907
1.765
+D+0.750L
3.765
1.407
+0.601)
0.202
0.202
L Only
4.571
1.429
13
14