Structural_Calculations_v1.pdf

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Tucson Police Department (TPD) Firing Range
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Pima County, Tucson City, Arizona

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The document is a comprehensive structural engineering calculation file prepared by Grenier Engineering, Inc. for GLHN Architects & Engineers, Inc., detailing the structural design components for the Tucson Police Department Shooting Range and Virtual Training Facility located in Tucson, Arizona. The project encompasses multiple structural elements including a shooting range, virtual training facility, and a standalone shade structure, with detailed engineering calculations covering framing, joists, beams, trusses, lintels, foundations, lateral design, columns, masonry elements, and guard rails. The calculations were completed in December 2022 and are valid through December 31, 2023.

The structural calculations utilize various design codes including AISC 360-16, IBC 2018, CBC 2019, and ASCE 7-16, with comprehensive analysis of load combinations, material properties, and structural performance under different stress scenarios. The engineering documentation includes extensive technical details such as steel section properties, beam and column designs, load reactions, deflection analyses, and code compliance checks across multiple structural components. The calculations demonstrate rigorous engineering methodology to ensure the structural integrity and safety of the proposed facilities, covering aspects like axial loads, bending moments, shear forces, and stress ratios for different load combinations and structural elements.

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6300 E. El Dorado Plaza, Suite A120 ♦ Tucson, Arizona 85715 ♦ (520) 326-7082 ♦ FAX (520) 326-7508

STRUCTURAL CALCULATIONS FOR

TUCSON POLICE DEPARTMENT

SHOOTING RANGE AND VIRTUAL TRAINING FACILITY

TUCSON, AZ

PREPARED FOR: GLHN Architects & Engineers, Inc.

2939 E Broadway Blvd Tucson, AZ 85716

PREPARED BY: Grenier Engineering, Inc.

6300 E. El Dorado Plaza, Suite A120 Tucson, Arizona 85715

EXPIRES: 12/31/2023

/5

/2

6300 E. El Dorado Plaza, Suite A120 ♦ Tucson, Arizona 85715 ♦ (520) 326-7082 ♦ FAX (520) 326-7508

Project: Shooting Range and Virtual Training Facility JOB NO.: 22003 DATE: December 2022

BY: LD

INDEX

SHOOTING RANGE

Design Criteria 1 Framing Key Plan 2 – 3 Joist Design 4 – 5 Beam Design 6 – 54 Truss Design 55 – 66 Lintel Design 67 – 69 Lateral/Foundation Key Plan 70 Global Lateral Design 71 – 72 Column Design 73 – 76 Masonry Pier Design 77 – 84 Footing Design 85 – 106 Guard Rail Design 107 – 111

VIRTUAL TRAINING FACILITY

Foundation/Framing Key Plan 112 Lintel Design 113 – 119 Masonry Jamb Design 120 Masonry Wall Design 121 – 124 Wall Footing Design 125 – 127 Lateral Key Plan 128 Global Lateral Design 129 – 130 Diaphragm Design 131 Chord Design 132 Masonry Shear Wall Design 133 – 146 Masonry Wall Anchorage Design 147

STANDALONE SHADE STRUCTURE

Design Criteria 148 Shade Structure Design 149 – 153 Purlin Design 154 – 158 Steel Deck Design 159 – 161 Beam Flange Brace Design 162 Connection Design 163 – 173 Foundation Design 174 – 175

EXPIRES: 12/31/2023

/5

/2

FOR DETAIL 217

Section : 600S162-43 (33 ksi) Single C Stud (punched)

Maxo = 1390.0 Ft-Lb 1415.7 lbVa = I = 2.32 in^4

Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations

Bridging Connectors - Design Method =AISI S100

Span KyLy, KtLt Flexual, Distortional Connector

Stress Ratio

Axial

Span NA Full, 98.0" N/A -

Web Crippling

Support Load (lb) (in) Max Int. Stiffener?

Bearing Pa M

(lb) (ft-lbs)

R2 245.1 --Shear Connection w/ clip-- NO

R1 245.1 --Shear Connection w/ clip-- NO

Gravity Load

Type Load (lb)

Uniform 0plf

Code Check Required Interaction NotesAllowed

Max. Axial, lbs 0.0(t) 0% KΦ=0.00 lb-in/in-Span

Max. Shear, lbs 245.1 20% Shear (Punched)1240.3

Max. Moment (MaFy, Ma-dist), ft-lbs 500.6 42% Ma-dist (control),KΦ=0.00 lb-in/in1205.1

Moment Stability, ft-lbs 500.6 36%1390.0

Shear/Moment 0.36 36% Shear 0.0, Moment 500.61.00

Axial/Moment 0.36 36% Axial 0.0(c), Moment 500.61.00

Deflection Span, in 0.062 --meets L/1591--

Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction

Anchor Interaction

9.63 %R2 245.1 0.0 16.07 %SC82-5/118(4) & (4) #12-24 SST X or XL to A36 Steel

21.98 %R1 245.1 0.0 22.18 %FCB43.5 Max(6#12-14) & (2) #12-24 SST X or XL to A36 Steel

* Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: joist design

Model: Wall Stud –1

2012 NASPEC [AISI S100-2012]Code:

Date: 12/05/2022

Simpson Strong-Tie® CFS Designer™ 3.4.6.0

Steel Beam LIC# : KW-06018553, Build:20.22.7.25 GRENIER ENGINEERING INC. (c) ENERCALC INC 1983-2022

DESCRIPTION: DB1

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1

Point Load : D = 5.80, L = 11.640 k @ 5.750 ft

Point Load : D = 4.90, L = 8.720 k @ 0.50 ft

Point Load : D = 4.40, L = 8.90 k @ 11.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.783 : 1

Load Combination +D+L

Span # where maximum occurs Span # 1

22.453 k Mn / Omega : Allowable 73.104 k-ft Vn/Omega : Allowable

W12x22Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+L

63.960 k

Section used for this span W12x22 Ma : Applied

Maximum Shear Stress Ratio = 0.351 : 1

0.000 ft

57.234 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.169 in 814Ratio = >=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

Span: 1 : L Only Span: 1 : +D+L

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 11.50 ft 1 0.265 0.124 19.36 19.36 122.08 73.10 1.00 1.00 7.90 95.94 63.96 +D+L

Dsgn. L = 11.50 ft 1 0.783 0.351 57.23 57.23 122.08 73.10 1.00 1.00 22.45 95.94 63.96 +D+0.750L

Dsgn. L = 11.50 ft 1 0.653 0.294 47.77 47.77 122.08 73.10 1.00 1.00 18.82 95.94 63.96 +0.60D

Dsgn. L = 11.50 ft 1 0.159 0.074 11.62 11.62 122.08 73.10 1.00 1.00 4.74 95.94 63.96

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

+D+L 1 0.2565 5.750 0.0000 0.000

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

Overall MAXimum 22.453 22.160

DESCRIPTION: DB1

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

Overall MINimum 4.743 4.469 D Only 7.905 7.448 +D+L 22.453 22.160 +D+0.750L 18.816 18.482 +0.60D 4.743 4.469 L Only 14.548 14.712

DESCRIPTION: DB2

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans...

Uniform Load on ALL spans : D = 0.4160, L = 0.5340 k/ft

Partial Length Uniform Load : D = 0.30 k/ft, Extent = 26.0 -->> 34.0 ft

Partial Length Uniform Load : D = 0.1550 k/ft, Extent = 34.0 -->> 41.0 ft

.Design N.G.DESIGN SUMMARY Maximum Bending Stress Ratio = 0.721 : 1

Load Combination +D+L+H, LL Comb Run (**L)

Span # where maximum occurs Span # 2

18.830 k Mn / Omega : Allowable 195.609 k-ft Vn/Omega : Allowable

W18x40Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2

Load Combination +D+L+H, LL Comb Run (**L)

112.770 k

Section used for this span W18x40 Ma : Applied

Maximum Shear Stress Ratio = 0.167 : 1

15.500 ft

141.001 k-ft Va : Applied

1,338 >=360

Ratio = 723 >=240.

Maximum Deflection Max Downward Transient Deflection 0.988 in 376Ratio = >=360 Max Upward Transient Deflection -0.139 in Ratio = Max Downward Total Deflection 2.013 in Ratio = <240.0 Max Upward Total Deflection -0.257 in

Span: 3 : L Only, LL Comb Run (L*L) Span: 3 : L Only, LL Comb Run (L*L) Span: 3 : +D+L+H, LL Comb Run (L*L) Span: 3 : +D+L+H, LL Comb Run (L*L)

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H

Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+L+H, LL Comb Run (**L) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.721 0.167 -0.00 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77 Dsgn. L = 15.50 ft 3 0.721 0.167 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77

+D+L+H, LL Comb Run (*L*) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.098 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 11.01 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+L+H, LL Comb Run (*LL) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.721 0.167 -0.00 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77 Dsgn. L = 15.50 ft 3 0.721 0.167 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77

CAMBER BEAM

DESCRIPTION: DB2

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+L+H, LL Comb Run (L**)

Dsgn. L = 10.50 ft 1 0.279 0.092 -54.57 54.57 326.67 195.61 1.00 1.00 10.40 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+L+H, LL Comb Run (L*L) Dsgn. L = 10.50 ft 1 0.279 0.092 -54.57 54.57 326.67 195.61 1.00 1.00 10.40 169.16 112.77 Dsgn. L = 15.50 ft 2 0.721 0.167 -0.00 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77 Dsgn. L = 15.50 ft 3 0.721 0.167 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77

+D+L+H, LL Comb Run (LL*) Dsgn. L = 10.50 ft 1 0.279 0.092 -54.57 54.57 326.67 195.61 1.00 1.00 10.40 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+L+H, LL Comb Run (LLL) Dsgn. L = 10.50 ft 1 0.279 0.092 -54.57 54.57 326.67 195.61 1.00 1.00 10.40 169.16 112.77 Dsgn. L = 15.50 ft 2 0.721 0.167 -0.00 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77 Dsgn. L = 15.50 ft 3 0.721 0.167 -141.00 141.00 326.67 195.61 1.00 1.00 18.83 169.16 112.77

+D+Lr+H, LL Comb Run (**L) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+Lr+H, LL Comb Run (*L*) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+Lr+H, LL Comb Run (*LL) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+Lr+H, LL Comb Run (L**) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+Lr+H, LL Comb Run (L*L) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+Lr+H, LL Comb Run (LL*) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+Lr+H, LL Comb Run (LLL) Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+S+H Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

DESCRIPTION: DB2

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (** Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.60W+H Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77

DESCRIPTION: DB2

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+0.60D+0.60W+0.60H Dsgn. L = 10.50 ft 1 0.077 0.025 -15.08 15.08 326.67 195.61 1.00 1.00 2.87 169.16 112.77 Dsgn. L = 15.50 ft 2 0.236 0.056 -0.00 -46.11 46.11 326.67 195.61 1.00 1.00 6.33 169.16 112.77 Dsgn. L = 15.50 ft 3 0.236 0.056 -46.11 46.11 326.67 195.61 1.00 1.00 6.33 169.16 112.77

+D+0.70E+0.60H Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.129 0.042 -25.14 25.14 326.67 195.61 1.00 1.00 4.79 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb

DESCRIPTION: DB2

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.393 0.094 -0.00 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77 Dsgn. L = 15.50 ft 3 0.393 0.094 -76.85 76.85 326.67 195.61 1.00 1.00 10.55 169.16 112.77

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.241 0.080 -47.21 47.21 326.67 195.61 1.00 1.00 8.99 169.16 112.77 Dsgn. L = 15.50 ft 2 0.639 0.149 -0.00 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77 Dsgn. L = 15.50 ft 3 0.639 0.149 -124.96 124.96 326.67 195.61 1.00 1.00 16.76 169.16 112.77

+0.60D+0.70E+H Dsgn. L = 10.50 ft 1 0.077 0.025 -15.08 15.08 326.67 195.61 1.00 1.00 2.87 169.16 112.77 Dsgn. L = 15.50 ft 2 0.236 0.056 -0.00 -46.11 46.11 326.67 195.61 1.00 1.00 6.33 169.16 112.77 Dsgn. L = 15.50 ft 3 0.236 0.056 -46.11 46.11 326.67 195.61 1.00 1.00 6.33 169.16 112.77

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

+D+L+H 1 0.7354 0.000 0.0000 0.000 +D+L+H2 0.0000 0.000 -0.2572 8.473

+D+L+H 3 2.0133 15.500 0.0000 8.473

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

Overall MAXimum 16.630 33.978 Overall MINimum 0.000 -1.899 +D+H 4.985 17.424 +D+L+H, LL Comb Run (**L) 0.847 29.839 +D+L+H, LL Comb Run (*L*) 9.124 21.562 +D+L+H, LL Comb Run (*LL) 4.985 33.978 +D+L+H, LL Comb Run (L**) 12.492 15.524 +D+L+H, LL Comb Run (L*L) 8.353 27.940 +D+L+H, LL Comb Run (LL*) 16.630 19.663 +D+L+H, LL Comb Run (LLL) 12.492 32.078 +D+Lr+H, LL Comb Run (**L) 4.985 17.424 +D+Lr+H, LL Comb Run (*L*) 4.985 17.424 +D+Lr+H, LL Comb Run (*LL) 4.985 17.424 +D+Lr+H, LL Comb Run (L**) 4.985 17.424 +D+Lr+H, LL Comb Run (L*L) 4.985 17.424 +D+Lr+H, LL Comb Run (LL*) 4.985 17.424 +D+Lr+H, LL Comb Run (LLL) 4.985 17.424 +D+S+H 4.985 17.424 +D+0.750Lr+0.750L+H, LL Comb Run (* 1.882 26.735 +D+0.750Lr+0.750L+H, LL Comb Run (* 8.089 20.527 +D+0.750Lr+0.750L+H, LL Comb Run (* 4.985 29.839 +D+0.750Lr+0.750L+H, LL Comb Run (L 10.615 15.999 +D+0.750Lr+0.750L+H, LL Comb Run (L 7.511 25.311 +D+0.750Lr+0.750L+H, LL Comb Run (L 13.719 19.103 +D+0.750Lr+0.750L+H, LL Comb Run (L 10.615 28.415 +D+0.750L+0.750S+H, LL Comb Run (** 1.882 26.735 +D+0.750L+0.750S+H, LL Comb Run (*L 8.089 20.527 +D+0.750L+0.750S+H, LL Comb Run (*L 4.985 29.839 +D+0.750L+0.750S+H, LL Comb Run (L* 10.615 15.999 +D+0.750L+0.750S+H, LL Comb Run (L* 7.511 25.311 +D+0.750L+0.750S+H, LL Comb Run (LL 13.719 19.103 +D+0.750L+0.750S+H, LL Comb Run (LL 10.615 28.415 +D+0.60W+H 4.985 17.424 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.882 26.735 +D+0.750Lr+0.750L+0.450W+H, LL Comb 8.089 20.527 +D+0.750Lr+0.750L+0.450W+H, LL Comb 4.985 29.839 +D+0.750Lr+0.750L+0.450W+H, LL Comb 10.615 15.999 +D+0.750Lr+0.750L+0.450W+H, LL Comb 7.511 25.311 +D+0.750Lr+0.750L+0.450W+H, LL Comb 13.719 19.103

DESCRIPTION: DB2

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

+D+0.750Lr+0.750L+0.450W+H, LL Comb 10.615 28.415 +D+0.750L+0.750S+0.450W+H, LL Comb 1.882 26.735 +D+0.750L+0.750S+0.450W+H, LL Comb 8.089 20.527 +D+0.750L+0.750S+0.450W+H, LL Comb 4.985 29.839 +D+0.750L+0.750S+0.450W+H, LL Comb 10.615 15.999 +D+0.750L+0.750S+0.450W+H, LL Comb 7.511 25.311 +D+0.750L+0.750S+0.450W+H, LL Comb 13.719 19.103 +D+0.750L+0.750S+0.450W+H, LL Comb 10.615 28.415 +0.60D+0.60W+0.60H 2.991 10.454 +D+0.70E+0.60H 4.985 17.424 +D+0.750L+0.750S+0.5250E+H, LL Comb 1.882 26.735 +D+0.750L+0.750S+0.5250E+H, LL Comb 8.089 20.527 +D+0.750L+0.750S+0.5250E+H, LL Comb 4.985 29.839 +D+0.750L+0.750S+0.5250E+H, LL Comb 10.615 15.999 +D+0.750L+0.750S+0.5250E+H, LL Comb 7.511 25.311 +D+0.750L+0.750S+0.5250E+H, LL Comb 13.719 19.103 +D+0.750L+0.750S+0.5250E+H, LL Comb 10.615 28.415 +0.60D+0.70E+H 2.991 10.454 D Only 4.985 17.424 L Only, LL Comb Run (**L) -4.139 12.416 L Only, LL Comb Run (*L*) 4.139 4.139 L Only, LL Comb Run (*LL) 0.000 16.554 L Only, LL Comb Run (L**) 7.506 -1.899 L Only, LL Comb Run (L*L) 3.368 10.516 L Only, LL Comb Run (LL*) 11.645 2.239 L Only, LL Comb Run (LLL) 7.506 14.655 H Only

DESCRIPTION: DB3

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans...

Uniform Load on ALL spans : D = 0.3120, L = 0.40 k/ft

Partial Length Uniform Load : D = 0.240 k/ft, Extent = 26.0 -->> 34.0 ft

Partial Length Uniform Load : D = 0.20 k/ft, Extent = 34.0 -->> 41.50 ft

.Design N.G.DESIGN SUMMARY Maximum Bending Stress Ratio = 0.693 : 1

Load Combination +D+L+H, LL Comb Run (LLL)

Span # where maximum occurs Span # 2

14.999 k Mn / Omega : Allowable 165.918 k-ft Vn/Omega : Allowable

W18x35Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2

Load Combination +D+L+H, LL Comb Run (L*L)

106.20 k

Section used for this span W18x35 Ma : Applied

Maximum Shear Stress Ratio = 0.141 : 1

15.500 ft

115.038 k-ft Va : Applied

1,489 >=360

Ratio = 749 >=240.

Maximum Deflection Max Downward Transient Deflection 0.888 in 418Ratio = >=360 Max Upward Transient Deflection -0.125 in Ratio = Max Downward Total Deflection 1.972 in Ratio = <240.0 Max Upward Total Deflection -0.248 in

Span: 3 : L Only, LL Comb Run (L*L) Span: 3 : L Only, LL Comb Run (L*L) Span: 3 : +D+L+H, LL Comb Run (L*L) Span: 3 : +D+L+H, LL Comb Run (L*L)

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H

Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+L+H, LL Comb Run (**L) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.693 0.141 -0.00 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20 Dsgn. L = 15.50 ft 3 0.693 0.141 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20

+D+L+H, LL Comb Run (*L*) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.084 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.88 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+L+H, LL Comb Run (*LL) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.693 0.141 -0.00 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20 Dsgn. L = 15.50 ft 3 0.693 0.141 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20

DESCRIPTION: DB3

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+L+H, LL Comb Run (L**)

Dsgn. L = 10.50 ft 1 0.248 0.074 -41.18 41.18 277.08 165.92 1.00 1.00 7.84 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+L+H, LL Comb Run (L*L) Dsgn. L = 10.50 ft 1 0.248 0.074 -41.18 41.18 277.08 165.92 1.00 1.00 7.84 159.30 106.20 Dsgn. L = 15.50 ft 2 0.693 0.141 -0.00 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20 Dsgn. L = 15.50 ft 3 0.693 0.141 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20

+D+L+H, LL Comb Run (LL*) Dsgn. L = 10.50 ft 1 0.248 0.074 -41.18 41.18 277.08 165.92 1.00 1.00 7.84 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+L+H, LL Comb Run (LLL) Dsgn. L = 10.50 ft 1 0.248 0.074 -41.18 41.18 277.08 165.92 1.00 1.00 7.84 159.30 106.20 Dsgn. L = 15.50 ft 2 0.693 0.141 -0.00 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20 Dsgn. L = 15.50 ft 3 0.693 0.141 -115.04 115.04 277.08 165.92 1.00 1.00 15.00 159.30 106.20

+D+Lr+H, LL Comb Run (**L) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+Lr+H, LL Comb Run (*L*) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+Lr+H, LL Comb Run (*LL) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+Lr+H, LL Comb Run (L**) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+Lr+H, LL Comb Run (L*L) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+Lr+H, LL Comb Run (LL*) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+Lr+H, LL Comb Run (LLL) Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+S+H Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

DESCRIPTION: DB3

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (** Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.60W+H Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20

DESCRIPTION: DB3

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+0.60D+0.60W+0.60H Dsgn. L = 10.50 ft 1 0.069 0.021 -11.48 11.48 277.08 165.92 1.00 1.00 2.19 159.30 106.20 Dsgn. L = 15.50 ft 2 0.242 0.050 -0.00 -40.19 40.19 277.08 165.92 1.00 1.00 5.28 159.30 106.20 Dsgn. L = 15.50 ft 3 0.242 0.050 -40.19 40.19 277.08 165.92 1.00 1.00 5.28 159.30 106.20

+D+0.70E+0.60H Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.115 0.034 -19.13 19.13 277.08 165.92 1.00 1.00 3.64 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb

DESCRIPTION: DB3

Project File: Beam Design.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.404 0.083 -0.00 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20 Dsgn. L = 15.50 ft 3 0.404 0.083 -66.99 66.99 277.08 165.92 1.00 1.00 8.80 159.30 106.20

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 10.50 ft 1 0.215 0.064 -35.67 35.67 277.08 165.92 1.00 1.00 6.79 159.30 106.20 Dsgn. L = 15.50 ft 2 0.621 0.127 -0.00 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20 Dsgn. L = 15.50 ft 3 0.621 0.127 -103.03 103.03 277.08 165.92 1.00 1.00 13.45 159.30 106.20

+0.60D+0.70E+H Dsgn. L = 10.50 ft 1 0.069 0.021 -11.48 11.48 277.08 165.92 1.00 1.00 2.19 159.30 106.20 Dsgn. L = 15.50 ft 2 0.242 0.050 -0.00 -40.19 40.19 277.08 165.92 1.00 1.00 5.28 159.30 106.20 Dsgn. L = 15.50 ft 3 0.242 0.050 -40.19 40.19 277.08 165.92 1.00 1.00 5.28 159.30 106.20

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

+D+L+H 1 0.6927 0.000 0.0000 0.000 +D+L+H2 0.0000 0.000 -0.2483 8.473

+D+L+H 3 1.9716 15.500 0.0000 8.473

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

Overall MAXimum 11.968 26.975 Overall MINimum 0.000 -1.423 +D+H 3.245 14.575 +D+L+H, LL Comb Run (**L) 0.145 23.875 +D+L+H, LL Comb Run (*L*) 6.345 17.675 +D+L+H, LL Comb Run (*LL) 3.245 26.975 +D+L+H, LL Comb Run (L**) 8.868 13.153 +D+L+H, LL Comb Run (L*L) 5.768 22.453 +D+L+H, LL Comb Run (LL*) 11.968 16.253 +D+L+H, LL Comb Run (LLL) 8.868 25.553 +D+Lr+H, LL Comb Run (**L) 3.245 14.575 +D+Lr+H, LL Comb Run (*L*) 3.245 14.575 +D+Lr+H, LL Comb Run (*LL) 3.245 14.575 +D+Lr+H, LL Comb Run (L**) 3.245 14.575 +D+Lr+H, LL Comb Run (L*L) 3.245 14.575 +D+Lr+H, LL Comb Run (LL*) 3.245 14.575 +D+Lr+H, LL Comb Run (LLL) 3.245 14.575 +D+S+H 3.245 14.575 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.920 21.550 +D+0.750Lr+0.750L+H, LL Comb Run (* 5.570 16.900 +D+0.750Lr+0.750L+H, LL Comb Run (* 3.245 23.875 +D+0.750Lr+0.750L+H, LL…

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