B08_-_Atch_3_-_GRBA_311170_BC_ProjectForms-EXTERNAL.pdf

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Attached to
8420B0018-BRISTLECOME & SUMMIT WORK Federal contract opportunity
Solicitation number
140P8124B0001
Issued by
Department of the Interior National Park Service Pacific West Region

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This document appears to be an attachment titled "GRBA_311170_BC_ProjectForms-EXTERNAL.pdf" related to the federal contract opportunity "8420B0018-BRISTLECOME & SUMMIT WORK" with Solicitation Number 140P8124B0001.

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The solicitation is for an UPGRADE to the BRISTLECONE PARKING AREA, issued by the Department of the Interior National Park Service Pacific West Region. The solicitation does not appear to contain information on specific products or services required, response dates, award dates, pricing terms, set asides, or incumbents. The document seems to be a collection of project forms rather than the full solicitation document. Without access to the complete solicitation, no further substantive details can be provided.

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UPGRADE & IMPROVE BRISTLECONE REC

AREA + TRAILHEAD

GREAT BASIN NATIONAL PARK

GRBA PMIS NO. 311170

PROJECT FORMS -

EXTERNAL

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

September 19, 2022

100% FINAL

CONSTRUCTION DOCUMENTS

UPGRADE & IMPROVE BRISTLECONE REC

AREA + TRAILHEAD

GREAT BASIN NATIONAL PARK

GRBA PMIS NO. 311170

DESIGN CALCULATIONS

JVA JOB NO. 20686

STRUCTURAL CALCULATIONS

Great Basin National Park, Nevada

Upgrade and Improve the Bristlecone Recreation Area + Trailhead

PMIS/PK NO.

311170

September 19, 2022

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5� "� ground snow load = 191 psf with elevation of ~10,000 ft

Project: Date: 5/4/2022 Job No.: 20686

Client: By: TSS Sheet of

Soils Engineer 60 ksi

Report Number 3.0 ksi

Report Date 4.5 ksi

DL LL Stem Density 0.15 kcf

Active Pressure 0.036 kcf 0.00 0.00 klf Bot Heel Depth 6.33 ft

Coefficient of Friction 0.45 0.00 0.00 klf Bot Toe Depth 3.00 ft

Max Total Load SBP 3.00 ksf 0.00 0.00 k-ft Stem Thickness 1.33 ft

Soil Density 0.12 kcf Footing Thickness 1.00 ft φ 32.6 ° Vert Uniform 0.00 0.19 ksf Heel Length 2.00 ft

Soil Poissons ratio. 0.30 0.00 0.00 klf Toe Length 1.00 ft

Lateral Uniform Load 0.06 ksf 0.00 ft Key Depth 0.00 ft

Passive Pressure 0.00 kcf 0.00 0.38 0.38 Footing Size 4.33 ft

Passive Force 0.00 k 1.1 k Kern 0.72 ft

Sliding F.S. 1.50 OK 1.6 k X=(Mn)/TL 1.70 ft

Overturning F.S. 3.31 OK e 0.46 ft OK

Max Pressure 1.37 OK 2.7 k-ft Bearing Length 4.33 ft

Min Pressure 0.30 ksf 8.8 k-ft Brg @TOE face 1.12 ksf

6.2 k-ft Brg @STEM steel 0.84 ksf

DL 1.2 Key

LL 1.6 Dowel Toe Heel

SOIL 1.6 T.O. Ftg 0.50 2.00 1.0 1.3 2.0

15.96 15.96 15.96 12.00 12.00 0.00

20.56 < < 12.62 12.62 0.00

1.30 < < 1.99 3.01 0.00

5 5 5 5 5 5

2.00 2.00 2.00 3.00 2.00 3.00

1 1 1 1 1 1

13.65 13.65 13.65 8.69 9.69 -3.31

1.72 1.34 0.54 0.64 2.31 0.00

2.75 2.15 0.86 1.03 3.52 0.00

0.045 0.000 0.000 0.000 0.000 0.000

18.0 0.0 0.0 0.0 0.0 0.0

0.34 0.34 0.34 0.26 0.26 0.00 0.0

11 11 11 15 15 #DIV/0!

.0

.3

Stem

SOIL DATA LOADS

Sliding Force

Total Vert Appl Load

Net Moment

Overturning Moment

Height (ft)

GRBA BC 3'-4 Max f'c Stem

DHM

SOILS REPORT

Min As (.0018A)

Bar Spacing (in)

Load Factors

M working

GEOMETRY

fy Steel f'c Footing

CANTILEVERED RETAINING WALL DESIGN

MATERIALS DESCRIPTION

All Criteria per Linear Foot of Wall

M ult

Area Steel Required

Bar Spacing

.0

Applied top Ma

Bar size #

Clear Cover (in) 2 .0

Vertical Surcharges over Footing d distance

Footing

Vert Line Load

Line Load Offset

Moments about end of Toe

Resisting Moment

REINFORCING

Allowed Shear (k)

Ultimate Shear

Resisting Force

Lateral (top)

Vert on Stem

# of layers

Thickness (in)

HeelToe

S te m K e y

GRBA BC 3.33' Retaining 05-04-2022

Dowels in both faces will meet the vertical steel requirement

Project: Date: 5/4/2022 Job No.: 20686

Client: By: TSS Sheet of

Soils Engineer 60 ksi

Report Number 3.0 ksi

Report Date 4.5 ksi

DL LL Stem Density 0.15 kcf

Active Pressure 0.036 kcf 0.00 0.00 klf Bot Heel Depth 7.00 ft

Coefficient of Friction 0.45 0.00 0.00 klf Bot Toe Depth 3.00 ft

Max Total Load SBP 3.00 ksf 0.00 0.00 k-ft Stem Thickness 1.33 ft

Soil Density 0.12 kcf Footing Thickness 1.00 ft φ 32.6 ° Vert Uniform 0.00 0.19 ksf Heel Length 2.50 ft

Soil Poissons ratio. 0.30 0.00 0.00 klf Toe Length 1.00 ft

Lateral Uniform Load 0.06 ksf 0.00 ft Key Depth 0.00 ft

Passive Pressure 0.00 kcf 0.00 0.48 0.48 Footing Size 4.83 ft

Passive Force 0.00 k 1.3 k Kern 0.81 ft

Sliding F.S. 1.56 OK 2.0 k X=(Mn)/TL 1.93 ft

Overturning F.S. 3.48 OK e 0.49 ft OK

Max Pressure 1.47 OK 3.5 k-ft Bearing Length 4.83 ft

Min Pressure 0.36 ksf 12.0 k-ft Brg @TOE face 1.24 ksf

8.6 k-ft Brg @STEM steel 0.98 ksf

DL 1.2 Key

LL 1.6 Dowel Toe Heel

SOIL 1.6 T.O. Ftg 0.50 2.00 1.0 1.3 2.5

15.96 15.96 15.96 12.00 12.00 0.00

20.56 < < 12.62 12.62 0.00

1.58 < < 2.17 4.09 0.00

5 5 5 5 5 5

2.00 2.00 2.00 3.00 2.00 3.00

1 1 1 1 1 1

13.65 13.65 13.65 8.69 9.69 -3.31

2.32 1.86 0.84 0.70 3.79 0.00

3.72 2.98 1.34 1.12 5.79 0.00

0.061 0.000 0.000 0.000 0.000 0.000

18.0 0.0 0.0 0.0 0.0 0.0

0.34 0.34 0.34 0.26 0.26 0.00 0.0

11 11 11 15 15 #DIV/0!

Allowed Shear (k)

Ultimate Shear

Resisting Force

Lateral (top)

Vert on Stem

# of layers

Thickness (in)

Footing

Vert Line Load

Line Load Offset

Moments about end of Toe

Resisting Moment

REINFORCING

M ult

Area Steel Required

Bar Spacing

.0

Applied top Ma

Bar size #

Clear Cover (in) 2 .0

Vertical Surcharges over Footing d distance

GEOMETRY

fy Steel f'c Footing

CANTILEVERED RETAINING WALL DESIGN

MATERIALS DESCRIPTION

All Criteria per Linear Foot of Wall

GRBA BC 4' Max f'c Stem

DHM

SOILS REPORT

Min As (.0018A)

Bar Spacing (in)

Load Factors

M working

.0

.0

Stem

SOIL DATA LOADS

Sliding Force

Total Vert Appl Load

Net Moment

Overturning Moment

Height (ft)

HeelToe

S te m K e y

GRBA BC 4' Retaining 05-04-2022

Dowels in both faces will meet the minimum As requirement for vertical bars.

Wood Beam JVALic. # : KW-06003165

DESCRIPTION: 4x6 DF #1

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 12:45PM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

1,000.0 1,000.0 1,500.0

625.0

1,700.0 620.0

180.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads

Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.125 ft .DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 1.000: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft

54.36 psi=

1,300.00psi

4x6Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 4x6 Maximum Shear Stress Ratio 0.302 : 1

0.000 ft=

1,299.93psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.350 in 343Ratio = <360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.420 in Ratio = >=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 10.0 ft 1 0.185 0.056 0.90 1.300 1.00 1.00 1.00 0.32 216.10 1170.00 0.12 162.001.00 9.04 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 1.000 0.302 1.00 1.300 1.00 1.00 1.00 1.91 1,299.93 1300.00 0.70 180.001.00 54.36 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.133 0.040 1.25 1.300 1.00 1.00 1.00 0.32 216.10 1625.00 0.12 225.001.00 9.04 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.145 0.044 1.15 1.300 1.00 1.00 1.00 0.32 216.10 1495.00 0.12 207.001.00 9.04 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.633 0.191 1.25 1.300 1.00 1.00 1.00 1.51 1,028.97 1625.00 0.55 225.001.00 43.03 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.688 0.208 1.15 1.300 1.00 1.00 1.00 1.51 1,028.97 1495.00 0.55 207.001.00 43.03 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

DESCRIPTION: 4x6 DF #1

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 12:45PM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.0 ft 1 0.104 0.031 1.60 1.300 1.00 1.00 1.00 0.32 216.10 2080.00 0.12 288.001.00 9.04 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.495 0.149 1.60 1.300 1.00 1.00 1.00 1.51 1,028.97 2080.00 0.55 288.001.00 43.03 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.495 0.149 1.60 1.300 1.00 1.00 1.00 1.51 1,028.97 2080.00 0.55 288.001.00 43.03 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.062 0.019 1.60 1.300 1.00 1.00 1.00 0.19 129.66 2080.00 0.07 288.001.00 5.42 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.104 0.031 1.60 1.300 1.00 1.00 1.00 0.32 216.10 2080.00 0.12 288.001.00 9.04 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.495 0.149 1.60 1.300 1.00 1.00 1.00 1.51 1,028.97 2080.00 0.55 288.001.00 43.03 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.062 0.019 1.60 1.300 1.00 1.00 1.00 0.19 129.66 2080.00 0.07 288.001.00 5.42

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.4195 5.036 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.765 0.765 Overall MINimum 0.638 0.638 +D+H 0.127 0.127 +D+L+H 0.765 0.765 +D+Lr+H 0.127 0.127 +D+S+H 0.127 0.127 +D+0.750Lr+0.750L+H 0.605 0.605 +D+0.750L+0.750S+H 0.605 0.605 +D+0.60W+H 0.127 0.127 +D+0.750Lr+0.750L+0.450W+H 0.605 0.605 +D+0.750L+0.750S+0.450W+H 0.605 0.605 +0.60D+0.60W+0.60H 0.076 0.076 +D+0.70E+0.60H 0.127 0.127 +D+0.750L+0.750S+0.5250E+H 0.605 0.605 +0.60D+0.70E+H 0.076 0.076 D Only 0.127 0.127 L Only 0.638 0.638 H Only

DESCRIPTION: 4X6 DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 11:44AM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

900.0 900.0

1,350.0 625.0

1,600.0 580.0

180.0

575.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads

Uniform Load : D = 0.010, L = 0.0530 ksf, Tributary Width = 2.125 ft .DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 1.003: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft

49.07 psi=

1,170.00psi

4x6Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 4x6 Maximum Shear Stress Ratio 0.273 : 1

0.000 ft=

1,173.48psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.328 in 365Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.402 in Ratio = >=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 10.0 ft 1 0.205 0.056 0.90 1.300 1.00 1.00 1.00 0.32 216.10 1053.00 0.12 162.001.00 9.04 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 1.003 0.273 1.00 1.300 1.00 1.00 1.00 1.73 1,173.48 1170.00 0.63 180.001.00 49.07 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.148 0.040 1.25 1.300 1.00 1.00 1.00 0.32 216.10 1462.50 0.12 225.001.00 9.04 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.161 0.044 1.15 1.300 1.00 1.00 1.00 0.32 216.10 1345.50 0.12 207.001.00 9.04 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.639 0.174 1.25 1.300 1.00 1.00 1.00 1.37 934.14 1462.50 0.50 225.001.00 39.06 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.694 0.189 1.15 1.300 1.00 1.00 1.00 1.37 934.14 1345.50 0.50 207.001.00 39.06

DESCRIPTION: 4X6 DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 11:44AM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.0 ft 1 0.115 0.031 1.60 1.300 1.00 1.00 1.00 0.32 216.10 1872.00 0.12 288.001.00 9.04 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.499 0.136 1.60 1.300 1.00 1.00 1.00 1.37 934.14 1872.00 0.50 288.001.00 39.06 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.499 0.136 1.60 1.300 1.00 1.00 1.00 1.37 934.14 1872.00 0.50 288.001.00 39.06 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.069 0.019 1.60 1.300 1.00 1.00 1.00 0.19 129.66 1872.00 0.07 288.001.00 5.42 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.115 0.031 1.60 1.300 1.00 1.00 1.00 0.32 216.10 1872.00 0.12 288.001.00 9.04 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.499 0.136 1.60 1.300 1.00 1.00 1.00 1.37 934.14 1872.00 0.50 288.001.00 39.06 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.069 0.019 1.60 1.300 1.00 1.00 1.00 0.19 129.66 1872.00 0.07 288.001.00 5.42

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.4024 5.036 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.690 0.690 Overall MINimum 0.563 0.563 +D+H 0.127 0.127 +D+L+H 0.690 0.690 +D+Lr+H 0.127 0.127 +D+S+H 0.127 0.127 +D+0.750Lr+0.750L+H 0.549 0.549 +D+0.750L+0.750S+H 0.549 0.549 +D+0.60W+H 0.127 0.127 +D+0.750Lr+0.750L+0.450W+H 0.549 0.549 +D+0.750L+0.750S+0.450W+H 0.549 0.549 +0.60D+0.60W+0.60H 0.076 0.076 +D+0.70E+0.60H 0.127 0.127 +D+0.750L+0.750S+0.5250E+H 0.549 0.549 +0.60D+0.70E+H 0.076 0.076 D Only 0.127 0.127 L Only 0.563 0.563

DESCRIPTION: 4x6 DF #1 add support

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 12:47PM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

1,000.0 1,000.0 1,500.0

625.0

1,700.0 620.0

180.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads

Uniform Load : D = 0.010, L = 0.2760 ksf, Tributary Width = 2.125 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 1.000: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft

97.45 psi=

1,300.00psi

4x6Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 4x6 Maximum Shear Stress Ratio 0.541 : 1

0.000 ft=

1,300.42psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.101 in 596Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.105 in Ratio = >=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 5.0 ft 1 0.046 0.025 0.90 1.300 1.00 1.00 1.00 0.08 54.03 1170.00 0.05 162.001.00 4.05 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 1.000 0.541 1.00 1.300 1.00 1.00 1.00 1.91 1,300.42 1300.00 1.25 180.001.00 97.45 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.033 0.018 1.25 1.300 1.00 1.00 1.00 0.08 54.03 1625.00 0.05 225.001.00 4.05 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.036 0.020 1.15 1.300 1.00 1.00 1.00 0.08 54.03 1495.00 0.05 207.001.00 4.05 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.609 0.329 1.25 1.300 1.00 1.00 1.00 1.45 988.83 1625.00 0.95 225.001.00 74.10 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.661 0.358 1.15 1.300 1.00 1.00 1.00 1.45 988.83 1495.00 0.95 207.001.00 74.10

DESCRIPTION: 4x6 DF #1 add support

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

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Project ID:

Printed: 30 AUG 2021, 12:47PM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 5.0 ft 1 0.026 0.014 1.60 1.300 1.00 1.00 1.00 0.08 54.03 2080.00 0.05 288.001.00 4.05 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.475 0.257 1.60 1.300 1.00 1.00 1.00 1.45 988.83 2080.00 0.95 288.001.00 74.10 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.475 0.257 1.60 1.300 1.00 1.00 1.00 1.45 988.83 2080.00 0.95 288.001.00 74.10 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.016 0.008 1.60 1.300 1.00 1.00 1.00 0.05 32.42 2080.00 0.03 288.001.00 2.43 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.026 0.014 1.60 1.300 1.00 1.00 1.00 0.08 54.03 2080.00 0.05 288.001.00 4.05 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.475 0.257 1.60 1.300 1.00 1.00 1.00 1.45 988.83 2080.00 0.95 288.001.00 74.10 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.016 0.008 1.60 1.300 1.00 1.00 1.00 0.05 32.42 2080.00 0.03 288.001.00 2.43

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.1049 2.518 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 1.530 1.530 Overall MINimum 1.466 1.466 +D+H 0.064 0.064 +D+L+H 1.530 1.530 +D+Lr+H 0.064 0.064 +D+S+H 0.064 0.064 +D+0.750Lr+0.750L+H 1.163 1.163 +D+0.750L+0.750S+H 1.163 1.163 +D+0.60W+H 0.064 0.064 +D+0.750Lr+0.750L+0.450W+H 1.163 1.163 +D+0.750L+0.750S+0.450W+H 1.163 1.163 +0.60D+0.60W+0.60H 0.038 0.038 +D+0.70E+0.60H 0.064 0.064 +D+0.750L+0.750S+0.5250E+H 1.163 1.163 +0.60D+0.70E+H 0.038 0.038 D Only 0.064 0.064 L Only 1.466 1.466

DESCRIPTION: 4X6 DF #2 add support

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

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Printed: 30 AUG 2021, 12:49PM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

900.0 900.0

1,350.0 625.0

1,600.0 580.0

180.0

575.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads

Uniform Load : D = 0.010, L = 0.2470 ksf, Tributary Width = 2.125 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 1.000: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft

87.64 psi=

1,170.00psi

4x6Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 4x6 Maximum Shear Stress Ratio 0.487 : 1

0.000 ft=

1,169.46psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.096 in 627Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.100 in Ratio = >=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 5.0 ft 1 0.051 0.025 0.90 1.300 1.00 1.00 1.00 0.08 54.03 1053.00 0.05 162.001.00 4.05 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 1.000 0.487 1.00 1.300 1.00 1.00 1.00 1.72 1,169.46 1170.00 1.12 180.001.00 87.64 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.037 0.018 1.25 1.300 1.00 1.00 1.00 0.08 54.03 1462.50 0.05 225.001.00 4.05 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.040 0.020 1.15 1.300 1.00 1.00 1.00 0.08 54.03 1345.50 0.05 207.001.00 4.05 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.609 0.297 1.25 1.300 1.00 1.00 1.00 1.31 890.60 1462.50 0.86 225.001.00 66.74 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.662 0.322 1.15 1.300 1.00 1.00 1.00 1.31 890.60 1345.50 0.86 207.001.00 66.74

DESCRIPTION: 4X6 DF #2 add support

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 12:49PM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 5.0 ft 1 0.029 0.014 1.60 1.300 1.00 1.00 1.00 0.08 54.03 1872.00 0.05 288.001.00 4.05 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.476 0.232 1.60 1.300 1.00 1.00 1.00 1.31 890.60 1872.00 0.86 288.001.00 66.74 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.476 0.232 1.60 1.300 1.00 1.00 1.00 1.31 890.60 1872.00 0.86 288.001.00 66.74 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.017 0.008 1.60 1.300 1.00 1.00 1.00 0.05 32.42 1872.00 0.03 288.001.00 2.43 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.029 0.014 1.60 1.300 1.00 1.00 1.00 0.08 54.03 1872.00 0.05 288.001.00 4.05 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.476 0.232 1.60 1.300 1.00 1.00 1.00 1.31 890.60 1872.00 0.86 288.001.00 66.74 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.017 0.008 1.60 1.300 1.00 1.00 1.00 0.05 32.42 1872.00 0.03 288.001.00 2.43

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.1003 2.518 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 1.376 1.376 Overall MINimum 1.312 1.312 +D+H 0.064 0.064 +D+L+H 1.376 1.376 +D+Lr+H 0.064 0.064 +D+S+H 0.064 0.064 +D+0.750Lr+0.750L+H 1.048 1.048 +D+0.750L+0.750S+H 1.048 1.048 +D+0.60W+H 0.064 0.064 +D+0.750Lr+0.750L+0.450W+H 1.048 1.048 +D+0.750L+0.750S+0.450W+H 1.048 1.048 +0.60D+0.60W+0.60H 0.038 0.038 +D+0.70E+0.60H 0.064 0.064 +D+0.750L+0.750S+0.5250E+H 1.048 1.048 +0.60D+0.70E+H 0.038 0.038 D Only 0.064 0.064 L Only 1.312 1.312

DESCRIPTION: 6X10 DF #1

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 11:44AM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

1,000.0 1,000.0 1,500.0

625.0

1,700.0 620.0

180.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads

Uniform Load : D = 0.010, L = 0.1386 ksf, Tributary Width = 2.50 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 1.000: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft

57.28 psi=

1,000.00psi

6x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 6x10 Maximum Shear Stress Ratio 0.318 : 1

0.000 ft=

999.53psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.243 in 591Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.269 in Ratio = >=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 12.0 ft 1 0.105 0.034 0.90 1.000 1.00 1.00 1.00 0.65 94.84 900.00 0.19 162.001.00 5.43 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 1.000 0.318 1.00 1.000 1.00 1.00 1.00 6.89 999.53 1000.00 2.00 180.001.00 57.28 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.076 0.024 1.25 1.000 1.00 1.00 1.00 0.65 94.84 1250.00 0.19 225.001.00 5.43 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.082 0.026 1.15 1.000 1.00 1.00 1.00 0.65 94.84 1150.00 0.19 207.001.00 5.43 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.619 0.197 1.25 1.000 1.00 1.00 1.00 5.33 773.36 1250.00 1.54 225.001.00 44.32 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.672 0.214 1.15 1.000 1.00 1.00 1.00 5.33 773.36 1150.00 1.54 207.001.00 44.32 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

DESCRIPTION: 6X10 DF #1

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 11:44AM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 12.0 ft 1 0.059 0.019 1.60 1.000 1.00 1.00 1.00 0.65 94.84 1600.00 0.19 288.001.00 5.43 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.483 0.154 1.60 1.000 1.00 1.00 1.00 5.33 773.36 1600.00 1.54 288.001.00 44.32 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.483 0.154 1.60 1.000 1.00 1.00 1.00 5.33 773.36 1600.00 1.54 288.001.00 44.32 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.036 0.011 1.60 1.000 1.00 1.00 1.00 0.39 56.90 1600.00 0.11 288.001.00 3.26 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.059 0.019 1.60 1.000 1.00 1.00 1.00 0.65 94.84 1600.00 0.19 288.001.00 5.43 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.483 0.154 1.60 1.000 1.00 1.00 1.00 5.33 773.36 1600.00 1.54 288.001.00 44.32 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.036 0.011 1.60 1.000 1.00 1.00 1.00 0.39 56.90 1600.00 0.11 288.001.00 3.26

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.2689 6.044 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 2.297 2.297 Overall MINimum 2.079 2.079 +D+H 0.218 0.218 +D+L+H 2.297 2.297 +D+Lr+H 0.218 0.218 +D+S+H 0.218 0.218 +D+0.750Lr+0.750L+H 1.777 1.777 +D+0.750L+0.750S+H 1.777 1.777 +D+0.60W+H 0.218 0.218 +D+0.750Lr+0.750L+0.450W+H 1.777 1.777 +D+0.750L+0.750S+0.450W+H 1.777 1.777 +0.60D+0.60W+0.60H 0.131 0.131 +D+0.70E+0.60H 0.218 0.218 +D+0.750L+0.750S+0.5250E+H 1.777 1.777 +0.60D+0.70E+H 0.131 0.131 D Only 0.218 0.218 L Only 2.079 2.079

DESCRIPTION: 6X10 DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 11:44AM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

900.0 900.0

1,350.0 625.0

1,600.0 580.0

180.0

575.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads

Uniform Load : D = 0.010, L = 0.1234 ksf, Tributary Width = 2.50 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 1.000: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft

51.59 psi=

900.00psi

6x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 6x10 Maximum Shear Stress Ratio 0.287 : 1

0.000 ft=

900.31psi

Maximum Deflection

0 <360

Ratio = 0 <240

Max Downward Transient Deflection 0.230 in 625Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.257 in Ratio = >=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 12.0 ft 1 0.117 0.034 0.90 1.000 1.00 1.00 1.00 0.65 94.84 810.00 0.19 162.001.00 5.43 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 1.000 0.287 1.00 1.000 1.00 1.00 1.00 6.21 900.31 900.00 1.80 180.001.00 51.59 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.084 0.024 1.25 1.000 1.00 1.00 1.00 0.65 94.84 1125.00 0.19 225.001.00 5.43 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.092 0.026 1.15 1.000 1.00 1.00 1.00 0.65 94.84 1035.00 0.19 207.001.00 5.43 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.621 0.178 1.25 1.000 1.00 1.00 1.00 4.82 698.94 1125.00 1.40 225.001.00 40.05 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.675 0.193 1.15 1.000 1.00 1.00 1.00 4.82 698.94 1035.00 1.40 207.001.00 40.05 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

DESCRIPTION: 6X10 DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 11:44AM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 12.0 ft 1 0.066 0.019 1.60 1.000 1.00 1.00 1.00 0.65 94.84 1440.00 0.19 288.001.00 5.43 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.485 0.139 1.60 1.000 1.00 1.00 1.00 4.82 698.94 1440.00 1.40 288.001.00 40.05 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.485 0.139 1.60 1.000 1.00 1.00 1.00 4.82 698.94 1440.00 1.40 288.001.00 40.05 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.040 0.011 1.60 1.000 1.00 1.00 1.00 0.39 56.90 1440.00 0.11 288.001.00 3.26 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.066 0.019 1.60 1.000 1.00 1.00 1.00 0.65 94.84 1440.00 0.19 288.001.00 5.43 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.485 0.139 1.60 1.000 1.00 1.00 1.00 4.82 698.94 1440.00 1.40 288.001.00 40.05 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.040 0.011 1.60 1.000 1.00 1.00 1.00 0.39 56.90 1440.00 0.11 288.001.00 3.26

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.2574 6.044 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 2.069 2.069 Overall MINimum 1.851 1.851 +D+H 0.218 0.218 +D+L+H 2.069 2.069 +D+Lr+H 0.218 0.218 +D+S+H 0.218 0.218 +D+0.750Lr+0.750L+H 1.606 1.606 +D+0.750L+0.750S+H 1.606 1.606 +D+0.60W+H 0.218 0.218 +D+0.750Lr+0.750L+0.450W+H 1.606 1.606 +D+0.750L+0.750S+0.450W+H 1.606 1.606 +0.60D+0.60W+0.60H 0.131 0.131 +D+0.70E+0.60H 0.218 0.218 +D+0.750L+0.750S+0.5250E+H 1.606 1.606 +0.60D+0.70E+H 0.131 0.131 D Only 0.218 0.218 L Only 1.851 1.851

DESCRIPTION: 2X5.5 deck DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 1:08PM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

900.0 900.0

1,350.0 625.0

1,600.0 580.0

180.0

575.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : L = 0.5350 , Tributary Width = 1.0 ft Load for Span Number 2

Uniform Load : L = 0.5350 , Tributary Width = 1.0 ft Load for Span Number 3

Uniform Load : L = 0.5350 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.998: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 2 Location of maximum on span 1.513ft

62.83 psi=

900.00psi

12.0 X 1.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L+H

180.00 psi==

Section used for this span 12.0 X 1.50 Maximum Shear Stress Ratio 0.349 : 1

1.000 ft=

898.05psi

Maximum Deflection

558 >=360

Ratio = 554 >=240

Max Downward Transient Deflection 0.085 in 423Ratio = >=360 Max Upward Transient Deflection -0.043 in Ratio = Max Downward Total Deflection 0.086 in Ratio = >=240 Max Upward Total Deflection -0.043 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 1.0 ft 1 0.006 0.003 0.90 1.000 1.00 1.00 1.00 0.00 5.20 810.00 0.01 162.001.00 0.45 1.00Length = 3.0 ft 2 0.008 0.003 0.90 1.000 1.00 1.00 1.00 0.00 6.50 810.00 0.01 162.001.00 0.45 1.00Length = 1.0 ft 3 0.006 0.003 0.90 1.000 1.00 1.00 1.00 0.00 5.20 810.00 0.00 162.001.00 0.45 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.798 0.349 1.00 1.000 1.00 1.00 1.00 0.27 718.54 900.00 0.75 180.001.00 62.83 1.00Length = 3.0 ft 2 0.998 0.349 1.00 1.000 1.00 1.00 1.00 0.34 898.05 900.00 0.75 180.001.00 62.83 1.00Length = 1.0 ft 3 0.798 0.349 1.00 1.000 1.00 1.00 1.00 0.27 718.54 900.00 0.48 180.001.00 62.83

DESCRIPTION: 2X5.5 deck DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 1:08PM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.005 0.002 1.25 1.000 1.00 1.00 1.00 0.00 5.20 1125.00 0.01 225.001.00 0.45 1.00Length = 3.0 ft 2 0.006 0.002 1.25 1.000 1.00 1.00 1.00 0.00 6.50 1125.00 0.01 225.001.00 0.45 1.00Length = 1.0 ft 3 0.005 0.002 1.25 1.000 1.00 1.00 1.00 0.00 5.20 1125.00 0.00 225.001.00 0.45 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.005 0.002 1.15 1.000 1.00 1.00 1.00 0.00 5.20 1035.00 0.01 207.001.00 0.45 1.00Length = 3.0 ft 2 0.006 0.002 1.15 1.000 1.00 1.00 1.00 0.00 6.50 1035.00 0.01 207.001.00 0.45 1.00Length = 1.0 ft 3 0.005 0.002 1.15 1.000 1.00 1.00 1.00 0.00 5.20 1035.00 0.00 207.001.00 0.45 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.480 0.210 1.25 1.000 1.00 1.00 1.00 0.20 540.20 1125.00 0.57 225.001.00 47.24 1.00Length = 3.0 ft 2 0.600 0.210 1.25 1.000 1.00 1.00 1.00 0.25 675.17 1125.00 0.57 225.001.00 47.24 1.00Length = 1.0 ft 3 0.480 0.210 1.25 1.000 1.00 1.00 1.00 0.20 540.20 1125.00 0.36 225.001.00 47.24 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.522 0.228 1.15 1.000 1.00 1.00 1.00 0.20 540.20 1035.00 0.57 207.001.00 47.24 1.00Length = 3.0 ft 2 0.652 0.228 1.15 1.000 1.00 1.00 1.00 0.25 675.17 1035.00 0.57 207.001.00 47.24 1.00Length = 1.0 ft 3 0.522 0.228 1.15 1.000 1.00 1.00 1.00 0.20 540.20 1035.00 0.36 207.001.00 47.24 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.004 0.002 1.60 1.000 1.00 1.00 1.00 0.00 5.20 1440.00 0.01 288.001.00 0.45 1.00Length = 3.0 ft 2 0.005 0.002 1.60 1.000 1.00 1.00 1.00 0.00 6.50 1440.00 0.01 288.001.00 0.45 1.00Length = 1.0 ft 3 0.004 0.002 1.60 1.000 1.00 1.00 1.00 0.00 5.20 1440.00 0.00 288.001.00 0.45 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.375 0.164 1.60 1.000 1.00 1.00 1.00 0.20 540.20 1440.00 0.57 288.001.00 47.24 1.00Length = 3.0 ft 2 0.469 0.164 1.60 1.000 1.00 1.00 1.00 0.25 675.17 1440.00 0.57 288.001.00 47.24 1.00Length = 1.0 ft 3 0.375 0.164 1.60 1.000 1.00 1.00 1.00 0.20 540.20 1440.00 0.36 288.001.00 47.24 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.375 0.164 1.60 1.000 1.00 1.00 1.00 0.20 540.20 1440.00 0.57 288.001.00 47.24 1.00Length = 3.0 ft 2 0.469 0.164 1.60 1.000 1.00 1.00 1.00 0.25 675.17 1440.00 0.57 288.001.00 47.24 1.00Length = 1.0 ft 3 0.375 0.164 1.60 1.000 1.00 1.00 1.00 0.20 540.20 1440.00 0.36 288.001.00 47.24 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.002 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.12 1440.00 0.00 288.001.00 0.27 1.00Length = 3.0 ft 2 0.003 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.90 1440.00 0.00 288.001.00 0.27 1.00Length = 1.0 ft 3 0.002 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.12 1440.00 0.00 288.001.00 0.27 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.004 0.002 1.60 1.000 1.00 1.00 1.00 0.00 5.20 1440.00 0.01 288.001.00 0.45 1.00Length = 3.0 ft 2 0.005 0.002 1.60 1.000 1.00 1.00 1.00 0.00 6.50 1440.00 0.01 288.001.00 0.45 1.00Length = 1.0 ft 3 0.004 0.002 1.60 1.000 1.00 1.00 1.00 0.00 5.20 1440.00 0.00 288.001.00 0.45 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.375 0.164 1.60 1.000 1.00 1.00 1.00 0.20 540.20 1440.00 0.57 288.001.00 47.24 1.00Length = 3.0 ft 2 0.469 0.164 1.60 1.000 1.00 1.00 1.00 0.25 675.17 1440.00 0.57 288.001.00 47.24 1.00Length = 1.0 ft 3 0.375 0.164 1.60 1.000 1.00 1.00 1.00 0.20 540.20 1440.00 0.36 288.001.00 47.24 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.002 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.12 1440.00 0.00 288.001.00 0.27 1.00Length = 3.0 ft 2 0.003 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.90 1440.00 0.00 288.001.00 0.27 1.00Length = 1.0 ft 3 0.002 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.12 1440.00 0.00 288.001.00 0.27

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H1 0.0000 0.000 -0.0430 0.000 +D+L+H 2 0.0857 1.513 0.0000 0.000

+D+L+H3 0.0000 1.513 -0.0432 1.000

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 1.3471.347 Overall MINimum 1.3381.338 +D+H 0.0100.010 +D+L+H 1.3471.347 +D+Lr+H 0.0100.010 +D+S+H 0.0100.010 +D+0.750Lr+0.750L+H 1.0131.013

DESCRIPTION: 2X5.5 deck DF #2

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 1:08PM

Project Descr:

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

+D+0.750L+0.750S+H 1.0131.013 +D+0.60W+H 0.0100.010 +D+0.750Lr+0.750L+0.450W+H 1.0131.013 +D+0.750L+0.750S+0.450W+H 1.0131.013 +0.60D+0.60W+0.60H 0.0060.006 +D+0.70E+0.60H 0.0100.010 +D+0.750L+0.750S+0.5250E+H 1.0131.013 +0.60D+0.70E+H 0.0060.006 D Only 0.0100.010 L Only 1.3381.338

DESCRIPTION: 2X5.5 deck DF #2 cant only

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 1:08PM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

900.0 900.0

1,350.0 625.0

1,600.0 580.0

180.0

575.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : L = 0.1150 , Tributary Width = 1.0 ft Load for Span Number 3

Uniform Load : L = 0.1150 ksf, Tributary Width = 2.50 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.432: 1

Load Combination +D+L+H

Span # where maximum occurs Span # 2 Location of maximum on span 3.000ft

21.43 psi=

900.00psi

12.0 X 1.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2=

Load Combination +D+L+H

180.00 psi==

Section used for this span 12.0 X 1.50 Maximum Shear Stress Ratio 0.119 : 1

3.000 ft=

388.54psi

Maximum Deflection

974 >=360

Ratio = 991 >=240

Max Downward Transient Deflection 0.067 in 360Ratio = >=360 Max Upward Transient Deflection -0.037 in Ratio = Max Downward Total Deflection 0.066 in Ratio = >=240 Max Upward Total Deflection -0.036 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 1.0 ft 1 0.006 0.003 0.90 1.000 1.00 1.00 1.00 0.00 5.20 810.00 0.01 162.001.00 0.45 1.00Length = 3.0 ft 2 0.008 0.003 0.90 1.000 1.00 1.00 1.00 0.00 6.50 810.00 0.01 162.001.00 0.45 1.00Length = 1.0 ft 3 0.006 0.003 0.90 1.000 1.00 1.00 1.00 0.00 5.20 810.00 0.00 162.001.00 0.45 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.176 0.049 1.00 1.000 1.00 1.00 1.00 0.06 158.54 900.00 0.10 180.001.00 8.74 1.00Length = 3.0 ft 2 0.432 0.119 1.00 1.000 1.00 1.00 1.00 0.15 388.54 900.00 0.26 180.001.00 21.43 1.00Length = 1.0 ft 3 0.432 0.119 1.00 1.000 1.00 1.00 1.00 0.15 388.54 900.00 0.26 180.001.00 21.43 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.005 0.002 1.25 1.000 1.00 1.00 1.00 0.00 5.20 1125.00 0.01 225.001.00 0.45

DESCRIPTION: 2X5.5 deck DF #2 cant only

Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20686.ec6

Project Title:

Engineer:

Project ID:

Printed: 30 AUG 2021, 1:08PM

Project Descr:

Span # Moment ValuesLoad Combination

C i C LC CCC F/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 3.0 ft 2 0.006 0.002 1.25 1.000 1.00 1.00 1.00 0.00 6.50 1125.00 0.01 225.001.00 0.45 1.00Length = 1.0 ft 3 0.005 0.002 1.25 1.000 1.00 1.00 1.00 0.00 5.20 1125.00 0.00 225.001.00 0.45 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.005 0.002 1.15 1.000 1.00 1.00 1.00 0.00 5.20 1035.00 0.01 207.001.00 0.45 1.00Length = 3.0 ft 2 0.006 0.002 1.15 1.000 1.00 1.00 1.00 0.00 6.50 1035.00 0.01 207.001.00 0.45 1.00Length = 1.0 ft 3 0.005 0.002 1.15 1.000 1.00 1.00 1.00 0.00 5.20 1035.00 0.00 207.001.00 0.45 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.107 0.029 1.25 1.000 1.00 1.00 1.00 0.05 120.20 1125.00 0.08 225.001.00 6.63 1.00Length = 3.0 ft 2 0.260 0.072 1.25 1.000 1.00 1.00 1.00 0.11 292.70 1125.00 0.19 225.001.00 16.14 1.00Length = 1.0 ft 3 0.260 0.072 1.25 1.000 1.00 1.00 1.00 0.11 292.70 1125.00 0.19 225.001.00 16.14 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.116 0.032 1.15 1.000 1.00 1.00 1.00 0.05 120.20 1035.00 0.08 207.001.00 6.63 1.00Length = 3.0 ft 2 0.283 0.078 1.15 1.000 1.00 1.00 1.00 0.11 292.70 1035.00 0.19 207.001.00 16.14 1.00Length = 1.0 ft 3 0.283 0.078 1.15 1.000 1.00 1.00 1.00 0.11 292.70 1035.00 0.19 207.001.00 16.14 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.004 0.002 1.60 1.000 1.00 1.00 1.00 0.00 5.20 1440.00 0.01 288.001.00 0.45 1.00Length = 3.0 ft 2 0.005 0.002 1.60 1.000 1.00 1.00 1.00 0.00 6.50 1440.00 0.01 288.001.00 0.45 1.00Length = 1.0 ft 3 0.004 0.002 1.60 1.000 1.00 1.00 1.00 0.00 5.20 1440.00 0.00 288.001.00 0.45 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.083 0.023 1.60 1.000 1.00 1.00 1.00 0.05 120.20 1440.00 0.08 288.001.00 6.63 1.00Length = 3.0 ft 2 0.203 0.056 1.60 1.000 1.00 1.00 1.00 0.11 292.70 1440.00 0.19 288.001.00 16.14 1.00Length = 1.0 ft 3 0.203 0.056 1.60 1.000 1.00 1.00 1.00 0.11 292.70 1440.00 0.19 288.001.00 16.14 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.083 0.023 1.60 1.000 1.00 1.00 1.00 0.05 120.20 1440.00 0.08 288.001.00 6.63 1.00Length = 3.0 ft 2 0.203 0.056 1.60 1.000 1.00 1.00 1.00 0.11 292.70 1440.00 0.19 288.001.00 16.14 1.00Length = 1.0 ft 3 0.203 0.056 1.60 1.000 1.00 1.00 1.00 0.11 292.70 1440.00 0.19 288.001.00 16.14 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.0 ft 1 0.002 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.12 1440.00 0.00 288.001.00 0.27 1.00Length = 3.0 ft 2 0.003 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.90 1440.00 0.00 288.001.00 0.27 1.00Length = 1.0 ft 3 0.002 0.001 1.60 1.000 1.00 1.00 1.00 0.00 3.12 1440.00 0.00…

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