ATTACHMENT 3 - 100 Bid Document Narratives.pdf

Department of Veterans Affairs

Lake Nona – Orlando VA Medical Center

Renovate Various Spaces at Lake Nona

675-23-105 100% Construction Documents Narrative

Contract Number:

36C24819D0022 36C24823N0130

October 2nd, 2023

VA Orlando – Lake Nona – Renovate Various Spaces Narrative

Table of Contents

I. Design Schedule

II. Architectural Narrative

III. Structural Narrative

a. Structural Calculations

IV. Electrical Narrative

V. Mechanical Narrative

VI. Environmental Report

NTP NTP/Kick Off Meeting 0 calendar days Monday, December 5, 2022

Virtual: SD Collaboration Meeting 14 calendar days Monday, December 19, 2022

Virtual: SD Collaboration Meeting 28 calendar days Monday, January 16, 2023

Consultant Drawings Due to AESUS 21 calendar days Monday, February 6, 2023

SD Submission Due to VA 4 calendar days Friday, February 10, 2023

Cost estimate to VA 7 days after submission

On Site: SD VA Review Meeting 31 calendar days Monday, March 13, 2023

Consultant Drawings Due to AESUS 21 calendar days Monday, April 3, 2023

SD Submission Due to VA 7 calendar days Monday, April 10, 2023

Cost estimate to VA 7 days after submission

On Site: SD VA Review Meeting 14 calendar days Monday, April 24, 2023

Virtual: DD Collaboration Meeting 21 calendar days Monday, May 15, 2023

Consultant Drawings Due to AESUS 18 calendar days Friday, June 2, 2023

DD Submission Due to VA 7 calendar days Friday, June 9, 2023

Cost estimate to VA 7 days after submission

On Site: DD VA Review Meeting 28 calendar days Friday, July 7, 2023

Virtual: CD1 Collaboration Meeting 14 calendar days Friday, July 21, 2023

Consultant Drawings Due to AESUS 10 calendar days Monday, July 31, 2023

CD1 Submission Due to VA 4 calendar days Friday, August 4, 2023

Cost estimate to VA 7 days after submission

On Site: CD2 VA Review Meeting 31 calendar days Monday, September 4, 2023

CD2 Collaboration Meeting 14 calendar days Monday, September 18, 2023

Consultant Drawings Due to AESUS 10 calendar days Thursday, September 28, 2023

CD2 Submission Due to VA 5 calendar days Tuesday, October 3, 2023

100% Submission Due NTP + 297 days

Design Development

SD 25% Submission

DD 65% Submission

CD1 90% Submission

CD2 100% Submission

Construction Documents

Renovate Various Spaces at Lake Nona

Project Number: 675-23-105

Lake Nona VAMC, Orlando, FL

25% Submission Due NTP + 67 days

65% Submission Due NTP + 186 days

90% Submission Due NTP + 242 days

Schematic Design

SD 35% Submission

25% Submission Due NTP + 126 days

VA Orlando – Lake Nona – Renovate Various Spaces Architectural Narrative

AESUS Design Group A - 1

Introduction

This project scope shall include but not be limited to the renovation and remodel of various spaces at the VA Orlando, located at 13800 Veterans Way, Orlando, Florida. The scope of work includes the following:

- Converting Pharmacy reception windows to Pharmacy Bullet/Impact secure windows.

- Converting the existing cleaning closet to a staff bathroom in Pharmacy.

- Converting office space to a server room for Medical Media.

- Reconfigure Lake Nona Dom storage room.

- Reconfigure Lake Nona Computer Tomography Room 640.

- Reconfigure Office Information Technology (OIT) office space.

- Renovate warehouse mezzanine and stairs – Add Alt 1

This work shall include but not be limited to architectural, structural, mechanical, plumbing, and electrical. In general, the project is primarily an Architectural, Structural, Mechanical, Plumbing, and Electrical.

See Mechanical and Electrical Narratives for continuation of design scope.

Design Criteria:

All aspects of the design shall be in full compliance with VA design criteria as listed in VA design guides and manuals which can be found on the web at the VA Office of Facilities Management technical information library – site address: http://www.cfm.va.gov/TIL/.

The following codes and design criteria shall be utilized to the extent applicable:

VA Directives, Design Manuals, Master Specifications, VA National CAD Standard Application Guide, and other Guidance on the Technical Information Library (TIL) http://www.cfm.va.gov/til/.

International Building Code (IBC) (Only when specifically referenced in VA Design Documents, see notes below)

NFPA 101 Life Safety Code

NFPA National Fire Codes with the exception of NFPA 5000 and NFPA 900

Occupational, Safety and Health Administration (OSHA) Standards.

VA Seismic Design Requirements, H-18-8

National Electrical Code (NEC)

International Plumbing Code (IPC)

Safety Code for Elevators and Escalators, American Society of Mechanical Engineers

(ASME) A 17.1.

ASME Boiler and Pressure Vessel Code

ASME Code for Pressure Piping

Architectural Barriers Act Accessibility Standards (ABAAS) including VA supplement, Barrier Free Design Guide (PG-18-13)

Building Code Requirements for Reinforced Concrete, American Concrete Institute and Commentary (ACI 318)

Manual of Steel Construction, Load and Resistance Factor Design Specifications for Structural Steel Buildings, American Institute of Steel Construction (AISC)

Energy policy Act of 2005 (EPAct) http://www.cfm.va.gov/til/

AESUS Design Group A - 2

DOE Interim Final Rule: Energy Conservation Standards for New Federal, Commercial and Multi-Family High-Rise Residential Buildings and New Low-Rise Residential Buildings, 10 CFR Parts 433, 434 and 435.

Federal Leadership in High Performance and Sustainable Buildings: Memorandum of Understanding (MOU)

Executive Order 13423: Strengthening Federal Environmental, Energy, and Transportation Management.

The Provisions for Construction and Safety Signs. Stated in the General Requirements Section 01010 of the VA Master Construction Specification.

Ventilation for Acceptable Indoor Air Quality – ASHRAE Standard 62.1- 2004.

Safety Standard for Refrigeration Systems – ASHRAE Standard 15 – 2007.

Existing Conditions:

The existing buildings will remain with no added square footage. Most spaces will remain in their current configuration with no additional square footage minus the areas where walls will be moved. Existing miscellaneous items will be identified as remove and re-install unless otherwise directed by the VA. This work will also include mechanical, plumbing, and electrical as well as new flooring, drywall partitions, doors, lay-in ceilings, lighting and painting. Site improvements related to the removal of modular Building 523 include site utilities and landscaping. See site and landscape narrative for additional information.

Project Phasing

This project will need in-depth discussion and phasing plans to understand the VA workflow and pedestrian circulation patterns. This project will include phasing plans to minimally impact the patient care and existing facility shutdowns. Ultimately, the precise sequence will be determined after a building contractor has been selected and consultations among the hospital staff, facilities personnel, contractor, and architect can be arranged. The scope of this project will be required to be done at specific times to avoid disruption of the day-to-day operations of the facility and may be required to be split into sub phases.

Project phasing to be included in future submittals once the scope of work has been fully determined.

The following items shall be considered for this project prior to the start of construction:

Staging for construction materials and access information for contractor.

In-depth site walks with COR

Phasing and safety plans

Coordination drawing

Utilities/Outages

It is imperative that the contractor minimize shutdowns to power and HVAC for other areas of the hospital when working in the various spaces. Please refer to MPE narratives for phasing shutdowns that may impact other parts of the hospital.

Architectural Life Safety:

It is our intent to maintain the existing smoke compartment walls and simply re-route the smoke compartment line to include minor additional square footage as necessary.

Basis of Design:

AESUS Design Group A - 3

Demolition

The project demolition work will include removing the existing rubber base, flooring, ceilings, light fixtures, mechanical grills, roll up grille gates, ductwork, doors, hardware, interior walls, stairs, a mezzanine floor, and associated components. Mezzanine stairs will be removed and relocated.

Some interior walls are existing to remain. The GC will be required to open existing walls to route new utilities as required. Some interior walls will need to be patched and repaired due to the new utilities. New interior walls will need handrails, guard rails and wall protection at appropriate locations.

Interiors

The interior / finish scope is limited to removing and replacing the finishes associated with the renovation of the various spaces. The following items shall be considered. Color selections will be developed after the material selections have been identified and/or reviewed.

In the pharmacy, new CMU block walls from floor structure to floor structure are required to be installed between the clerks with new Class III ballistic window assembly with a pass thru. Type X gypsum board over 9-gauge expanded metal spot welded every six (6) inches to each side of existing framing from top of ACT ceiling to bottom of structure throughout the full length of the pharmacy.

2-hour smoke and fire rated wall partition to be installed in the new staff restroom with one side having water resistant gypsum board and ceramic tile on the restroom side.

In the medical media space, a new full height wall from flooring to bottom of structure above is to be installed along with a new four (4) panel sliding glass door and frame assembly.

The Shops and Tool crib will have two (2) new single stall restrooms which will have a plumbing chase wall between them. Water resistant gypsum board and ceramic tile on the restroom side are to be installed on new 8’ high metal stud partitions capped with a hard lid ceiling. Floor is to slope 2% max towards a new floor drain located in each restroom. A new full height metal stud wall will be installed in room 1B304 with a new 36” by 84” door.

Interior Design Selections:

Flooring:

Patient Rooms, Support areas: Welded Sheet Flooring (rubber) Corridors: Luxury Vinyl Tile Toilet Rooms: Porcelain Tile Offices and Team Room: Luxury Vinyl Tile Mezzanine: diamond safety grating

Rubber Base:

6” high thermoset set rubber wall base with coved toe 4” high thermoset set rubber wall base with coved or straight toe

Ceilings:

Mineral fiber acoustical ceiling tile system with metal tegular grid Water resistant hard lid gypsum board ceiling

AESUS Design Group A - 4

Guard / Handrail:

Inpro 1200 Series handrail with integral bumper guard

Corner Guards:

Brushed stainless steel full height up to ceiling, corner guards, surface mounted only.

Doors & Hardware:

New door frames and hardware per facility standards.

New glass door and wall system.

Wall Protection:

Rigid vinyl wall sheet protection, surface mounted above wall base, break wall protection between handrail and crash rail for easy replacement.

Gypsum Board Wall:

Existing and replaced wall board will receive a level 5 finish and paint.

Bathrooms:

48” height tile wainscot in bathrooms with tile floors and 4” cove base.

VA Orlando – Mezzanine Addition Structural Narrative

AESUS Design Group S - 1

Introduction

The scope of work will involve expanding two existing mezzanines. One of the mezzanines will be extended approximately 18’ to the south-east. The existing stairs to this mezzanine will be removed and a new staircase added in a different location at the new mezzanine section. The second mezzanine will be extended to the south-east approximately 28’.

Both mezzanines will be supported by similar construction to the existing; wide flange steel beams at 4’-0” o.c. with 3/8” thick diamond plate floor deck spanning them. The new framing will be supported on new and existing steel columns and concrete spread foundations. The existing masonry walls that surround the mezzanine locations were utilized to support the new mezzanine framing as conditions allowed. These walls do not appear to be originally designed as bearing walls and are supported on a 12” thickened slab in lieu of a spread footing, however the reinforcing in the walls was adequate for the support of the mezzanine in some conditions. The thickened slab below needed to be enlarged in some cases to accomplish this. The masonry walls were also used to support the mezzanine lateraly.

Design loads for the mezzanines will be as follows:

Floor Dead Load: 25 psf Floor Live Load: 125 psf

Design Criteria

All aspects of the design shall be in full compliance with VA design criteria as listed in VA design guides and manuals and comply with the latest building codes.

The following codes and design criteria shall be utilized to the extent applicable:

• 2020 Florida Building Code (FBC 2020) (Based on 2018 International Building Code)

• 2016 Minimum Design Loads and Associated Criteria for Buildings and Other Structures -

American Society of Civil Engineers (ASCE 7 - 16)

• 2014 Building Code Requirements for Structural Concrete – American Concrete Institute

(ACI 318-14)

• 2016 Steel Construction Manual, 15th Edition – American Institute of Steel Construction

(ANSI/AISC 360-16 15th Ed.)

• VA Seismic Design Requirements (H-18-8)

• VA Physical Security Design Manual

• VA Structural Design Manual – Most Building Types

• VA Master Specifications

Existing Conditions

Existing conditions consist of mezzanines framed with W8x10 steel beams at 4’-0” o.c. spanning between existing masonry walls and steel wide flange beams which range from W8x10 to W10x15 beams that bear on steel columns with spread concrete footings. The floor deck on the existing mezzanines is 3/8” thick steel diamond plate spanning between the W8x10 beams. Existing shell drawings dated 6-22-2009 were provided to us for this building. Additionally, a site visit will be conducted to verify existing conditions shown on shell drawings.

VA Orlando – Mezzanine Addition Structural Narrative

AESUS Design Group S - 2

Scope of Work:

Scope of work to include expansion of 2 new mezzanines as described in the introduction.

The mezzanine being extended 18’ to the south-east will be framed with new W10x12 and W10x15 (depending on span) wide flange beams at 4’-0” o.c. spanning ~18’ south-east / north-west from the existing mezzanine framing at one end to the existing masonry wall on the other end. A new steel beam was added parallel and adjacent to the new stair locations to frame arouns the stairs. Based on calculations the existing mezzanine beams will work as-is on this mezzanine without additional reinforcement to support the new mezzanine load. New HSS 4x4x1/4 steel columns were added as needed that bear on concrete footings. The concrete footings will need to be installed below the slab, which will involve saw-cutting portions of the slab to pour the footings.

There are some conditions where the new spread footings will butt up to existing thickened slabs that support the masonry walls. This will require the new footings to be poured adjacent to the existing thickened slab and the new columns to sit near the edge of the new footings. This condition causes eccentric loading on the footing, which causes larger than typical footing sizes for the new footings. Additionally, the existing staircase that leads to the existing mezzanine will be removed and a new staircase that leads to the new portion of the mezzanine will be added. This staircase will service the entire mezzanine (new and existing). Guardrails will be added as required at any areas adjacent to openings below.

The mezzanine being extended 28’ to the south-east will be framed with new W12x22 and W12x30 wide flange beams at 4’-0” o.c. spanning south-east / north-west from the existing mezzanine framing at one end to new steel girder beams. Due to the large new addition loads on the existing mezzanine framing, some of the existing beams will need to be reinforced with a WT section welded to their bottom flanges. The new girder beams will bear on new steel columns and concrete footings. The columns will be HSS 4x4x1/4 steel columns. The concrete footings will need to be installed below the slab, which will involve saw-cutting portions of the slab to pour the footings. This will require the new footings to be poured adjacent to the existing thickened slab and the new columns to sit near the edge of the new footings. This condition causes eccentric loading on the footing, which causes larger than typical footing sizes for the new footings. There is one condition where a new steel column will connect to the top of an existing column footing. This will require an epoxy connection from column baseplate to existing concrete, and will require the existing footing to be extended to support the additional bearing loads. The existing staircase servicing the existing mezzanine will remain and serve the addition as well. Guardrails will be added as required at any areas adjacent to openings below.

730 N. 52ND STREET, SUITE 105 Job Name: VAMC Lake Nona – Mezzanine

PHOENIX, AZ 85008

Job No.: 23-064 Sheet No.: _______

OFFICE 602-443-0303

FAX 602-443-0404

CONSULTING STRUCTURAL ENGINEERS EMAIL JMEYER@SIMPLYSTRUCTURAL.COM By: JM Date: -23

CLIENT:

AESUS Design Group 1050 E Southern Professional Plaza Tempe, AZ 85282

PROJECT DESCRIPTION AND ADDRESS:

VA Lake Nona – Mezzanine Addition 13800 Veterans Way Orlando, Florida 32827

GENERAL INFORMATION:

BUILDING CODE:2020 F.B.C. Amended as Required by the City of Orlando SOILS DATA:Allowable Bearing Pressure = 2500 ps.f.

Soils Report by Nodarse and Associates, Inc.

MATERIAL CODES:

MASONRY: TMS 402-15

STEEL:AISC 360-16

CONCRETE:ACI 318-14

WOOD:NDS 2015

09/27/23

Job No.: 23-064 Sheet No.: _______

OFFICE 602-443-0303

FAX 602-443-0404

CONSULTING STRUCTURAL ENGINEERS EMAIL JMEYER@SIMPLYSTRUCTURAL.COM By: JM Date: -23

BASIS FOR DESIGN:

BUILDING CODE:

2020 EDITION OF THE FLORIDA BUILDING CODE.

LOADS:

FLOOR:

MEZZANINE LIVE LOAD = 125 PSF (NON-REDUCIBLE)

MEZZANINE DEAD LOAD = 25 PSF

MISC:

STAIR LIVE LOAD = 100 PSF

WIND:

INTERIOR WIND PRESSURE = 8 PSF (ULT)

SEISMICITY:

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR I = 1.0

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: (SS = 0.06, S1= 0.033)

SITE CLASS: D

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: (SDS = 0.064, SD1 = 0.052)

SEISMIC DESIGN CATEGORY: A

BASIC SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE REINFORCED MASONRY WALLS

SEISMIC RESPONSE COEFFICIENT Cs = 0.0183 RESPONSE MODIFlCATlON FACTOR R = 3.5

ANALYSIS PROCEDURE USED: EQUIVALENT FORCE METHOD

FOUNDATIONS:

SOILS REPORT BY NODARSE AND ASSOCIATES. SPREAD FOOTINGS SHALL BEAR ON CONTROLLED

COMPACTED FILL 36” MINIMUM BELOW ADJACENT FINISHED GRADE, PAD GRADE OR EXISTING GRADE AS STATED IN SOILS REPORT. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS

AND LOWEST ADJACENT GRADE WITHIN 5 FEET OF PERIMETER FOOTINGS.

DESIGN SOIL BEARING VALUE: 2000 PSF (ISOLATED FOOTINGS)

DESIGN SOIL BEARING VALUE: 2000 PSF (CONTINUOUS FOOTINGS)

CONCRETE:

MINIMUM 28 DAY STRENGTH AS FOLLOWS

FOUNDATIONS (DESIGN BASED ON 2,500 PSI) -------------------------------------- 3,000 PSI

SLABS ON GRADE (MOISTURE SENSITIVE FLOORING) W/C= 0.50 MAX --- 4,500 PSI

SLABS ON GRADE ----------------------------------------------------------------------------- 3,000 PSI

Job No.: 23-064 Sheet No.: _______

OFFICE 602-443-0303

FAX 602-443-0404

CONSULTING STRUCTURAL ENGINEERS EMAIL JMEYER@SIMPLYSTRUCTURAL.COM By: JM Date: 6-2-23

MASONRY:

HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO:

ASTM C90, MEDIUM WEIGHT TYPE 1, MINIMUM F'm = 1900 PSI

REINFORCING:

ALL BARS: -------------------------------------------------------------------------------- Fy = 60,000 p.s.i..

STRUCTURAL STEEL:

WIDE FLANGE STEEL: ---------------------------------------------------------------- Fy = 50 KSI BOLTS: ------------------------------------------------------------------------------------- A307 ROUND HSS ----------------------------------------------------------------------------- Fy = 46 KSI RECTANGULAR AND SQUARE HSS -------------------------------------------- Fy = 46 KSI STRUCTURAL PIPE ------------------------------------------------------------------- Fy = 36 KSI STRUCTURAL TUBE ------------------------------------------------------------------ Fy = 50 KSI MISCELLANEOUS STEEL ------------------------------------------------------------ Fy = 36 KSI

Job No.: 23-064 Sheet No.: _______

OFFICE 602-443-0303

FAX 602-443-0404

CONSULTING STRUCTURAL ENGINEERS EMAIL JMEYER@SIMPLYSTRUCTURAL.COM By: JM Date: -23

DESIGN LOADS:

MEZZANINE LOADS:

3/8” Steel Diamond Plate 16 p.s.f.

Wide Flange Steel Beams at 4’ o.c. 4.0 Fire Sprinklers M.P.E.

1.5 1.5

Misc. 2.0

DEAD LOAD 25

LIGHT STORAGE LIVE LOAD 125 (Non Reducible)

5/19/23, 10:24 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=28.3661816&lng=-81.27468139999999&address=13800 Veterans Way%2C Orlando%2C FL 32827%2C U… 1/2

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: 13800 Veterans Way, Orlando, FL 32827, USA

Coordinates: 28.3661816, -81.27468139999999

Elevation: 89 ft

Timestamp: 2023-05-19T17:22:43.288Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: IV

Site Class: D-default

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.06 MCER ground motion (period=0.2s)

S1 0.033 MCER ground motion (period=1.0s)

SMS 0.096 Site-modified spectral acceleration value

SM1 0.078 Site-modified spectral acceleration value

SDS 0.064 Numeric seismic design value at 0.2s SA

SD1 0.052 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC A Seismic design category

Fa 1.6 Site amplification factor at 0.2s

Fv 2.4 Site amplification factor at 1.0s

CRS 0.932 Coefficient of risk (0.2s)

CR1 0.87 Coefficient of risk (1.0s)

PGA 0.028 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.045 Site modified peak ground acceleration

TL 8 Long-period transition period (s)

SsRT 0.06 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.064 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.033 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.038 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

89 ft89 ft

Map data ©2023 Google, INEGI

0 2 4 6 8 Period (s) 0.00

0.02

0.04

0.06

0.08

Sa(g)

0 2 4 6 8 Period (s) 0.00

0.01

0.02

0.03

0.04

0.05

0.06

Sa(g)

5/19/23, 10:24 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=28.3661816&lng=-81.27468139999999&address=13800 Veterans Way%2C Orlando%2C FL 32827%2C U… 2/2

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

Steel Beam LIC# : KW-06015475, Build:20.23.2.14 SIMPLY STRUCTURAL INC. (c) ENERCALC INC 1983-2022

DESCRIPTION: B1

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 22 MAY 2023, 5:00PM

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 Load Resistance Factor 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 = 0.0220, L = 0.1250 ksf, Tributary Width = 4.0 ft

Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.579 : 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

Span # where maximum occurs Span # 1

8.008 k Mn * Phi : Allowable 60.000 k-ft Vn * Phi : Allowable

W10x15Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

68.931 k

Section used for this span W10x15 Mu : Applied

Maximum Shear Stress Ratio = 0.116 : 1

0.000 ft

34.713 k-ft Vu : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.511 in 406Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.617 in Ratio = >=240.

Max Upward Total Deflection 0.000 in

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

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.40D+1.60H

Dsgn. L = 17.34 ft 1 0.090 0.018 5.42 5.42 66.67 60.00 1.00 1.00 1.25 68.93 68.93 +1.20D+0.50Lr+1.60L+1.60H

Dsgn. L = 17.34 ft 1 0.579 0.116 34.71 34.71 66.67 60.00 1.00 1.00 8.01 68.93 68.93 +1.20D+1.60L+0.50S+1.60H

Dsgn. L = 17.34 ft 1 0.579 0.116 34.71 34.71 66.67 60.00 1.00 1.00 8.01 68.93 68.93 +1.20D+1.60Lr+L+1.60H

Dsgn. L = 17.34 ft 1 0.391 0.078 23.44 23.44 66.67 60.00 1.00 1.00 5.41 68.93 68.93 +1.20D+1.60Lr+0.50W+1.60H

Dsgn. L = 17.34 ft 1 0.077 0.016 4.65 4.65 66.67 60.00 1.00 1.00 1.07 68.93 68.93 +1.20D+L+1.60S+1.60H

Dsgn. L = 17.34 ft 1 0.391 0.078 23.44 23.44 66.67 60.00 1.00 1.00 5.41 68.93 68.93 +1.20D+1.60S+0.50W+1.60H

Dsgn. L = 17.34 ft 1 0.077 0.016 4.65 4.65 66.67 60.00 1.00 1.00 1.07 68.93 68.93 +1.20D+0.50Lr+L+W+1.60H

Dsgn. L = 17.34 ft 1 0.391 0.078 23.44 23.44 66.67 60.00 1.00 1.00 5.41 68.93 68.93 +1.20D+L+0.50S+W+1.60H

Dsgn. L = 17.34 ft 1 0.391 0.078 23.44 23.44 66.67 60.00 1.00 1.00 5.41 68.93 68.93 +0.90D+W+1.60H

Dsgn. L = 17.34 ft 1 0.058 0.012 3.48 3.48 66.67 60.00 1.00 1.00 0.80 68.93 68.93 +1.20D+L+0.20S+E+1.60H

DESCRIPTION: B1

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 22 MAY 2023, 5:00PM

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length Dsgn. L = 17.34 ft 1 0.391 0.078 23.44 23.44 66.67 60.00 1.00 1.00 5.41 68.93 68.93

+0.90D+E+0.90H Dsgn. L = 17.34 ft 1 0.058 0.012 3.48 3.48 66.67 60.00 1.00 1.00 0.80 68.93 68.93

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

+D+L+H 1 0.6167 8.720 0.0000 0.000

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

Max Upward from all Load Conditions 5.228 5.228 Max Upward from Load Combinations 5.228 5.228 Max Upward from Load Cases 4.335 4.335 +D+H 0.893 0.893 +D+L+H 5.228 5.228 +D+Lr+H 0.893 0.893 +D+S+H 0.893 0.893 +D+0.750Lr+0.750L+H 4.144 4.144 +D+0.750L+0.750S+H 4.144 4.144 +D+0.60W+H 0.893 0.893 +D+0.750Lr+0.750L+0.450W+H 4.144 4.144 +D+0.750L+0.750S+0.450W+H 4.144 4.144 +0.60D+0.60W+0.60H 0.536 0.536 +D+0.70E+0.60H 0.893 0.893 +D+0.750L+0.750S+0.5250E+H 4.144 4.144 +0.60D+0.70E+H 0.536 0.536 D Only 0.893 0.893 L Only 4.335 4.335 H Only

DESCRIPTION: B2

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:44AM

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 Load Resistance Factor 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 = 0.0220, L = 0.1250 ksf, Tributary Width = 4.0 ft

Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.492 : 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

Span # where maximum occurs Span # 1

6.518 k Mn * Phi : Allowable 46.904 k-ft Vn * Phi : Allowable

W10x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

56.259 k

Section used for this span W10x12 Mu : Applied

Maximum Shear Stress Ratio = 0.116 : 1

0.000 ft

23.091 k-ft Vu : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.292 in 582Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.350 in Ratio = >=240.

Max Upward Total Deflection 0.000 in

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

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.40D+1.60H

Dsgn. L = 14.17 ft 1 0.075 0.018 3.51 3.51 52.12 46.90 1.00 1.00 0.99 56.26 56.26 +1.20D+0.50Lr+1.60L+1.60H

Dsgn. L = 14.17 ft 1 0.492 0.116 23.09 23.09 52.12 46.90 1.00 1.00 6.52 56.26 56.26 +1.20D+1.60L+0.50S+1.60H

Dsgn. L = 14.17 ft 1 0.492 0.116 23.09 23.09 52.12 46.90 1.00 1.00 6.52 56.26 56.26 +1.20D+1.60Lr+L+1.60H

Dsgn. L = 14.17 ft 1 0.332 0.078 15.56 15.56 52.12 46.90 1.00 1.00 4.39 56.26 56.26 +1.20D+1.60Lr+0.50W+1.60H

Dsgn. L = 14.17 ft 1 0.064 0.015 3.01 3.01 52.12 46.90 1.00 1.00 0.85 56.26 56.26 +1.20D+L+1.60S+1.60H

Dsgn. L = 14.17 ft 1 0.332 0.078 15.56 15.56 52.12 46.90 1.00 1.00 4.39 56.26 56.26 +1.20D+1.60S+0.50W+1.60H

Dsgn. L = 14.17 ft 1 0.064 0.015 3.01 3.01 52.12 46.90 1.00 1.00 0.85 56.26 56.26 +1.20D+0.50Lr+L+W+1.60H

Dsgn. L = 14.17 ft 1 0.332 0.078 15.56 15.56 52.12 46.90 1.00 1.00 4.39 56.26 56.26 +1.20D+L+0.50S+W+1.60H

Dsgn. L = 14.17 ft 1 0.332 0.078 15.56 15.56 52.12 46.90 1.00 1.00 4.39 56.26 56.26 +0.90D+W+1.60H

Dsgn. L = 14.17 ft 1 0.048 0.011 2.26 2.26 52.12 46.90 1.00 1.00 0.64 56.26 56.26

DESCRIPTION: B2

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:44AM

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length Dsgn. L = 14.17 ft 1 0.332 0.078 15.56 15.56 52.12 46.90 1.00 1.00 4.39 56.26 56.26

+0.90D+E+0.90H Dsgn. L = 14.17 ft 1 0.048 0.011 2.26 2.26 52.12 46.90 1.00 1.00 0.64 56.26 56.26

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

+D+L+H 1 0.3504 7.125 0.0000 0.000

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

Max Upward from all Load Conditions 4.251 4.251 Max Upward from Load Combinations 4.251 4.251 Max Upward from Load Cases 3.543 3.543 +D+H 0.709 0.709 +D+L+H 4.251 4.251 +D+Lr+H 0.709 0.709 +D+S+H 0.709 0.709 +D+0.750Lr+0.750L+H 3.365 3.365 +D+0.750L+0.750S+H 3.365 3.365 +D+0.60W+H 0.709 0.709 +D+0.750Lr+0.750L+0.450W+H 3.365 3.365 +D+0.750L+0.750S+0.450W+H 3.365 3.365 +0.60D+0.60W+0.60H 0.425 0.425 +D+0.70E+0.60H 0.709 0.709 +D+0.750L+0.750S+0.5250E+H 3.365 3.365 +0.60D+0.70E+H 0.425 0.425 D Only 0.709 0.709 L Only 3.543 3.543

DESCRIPTION: B3

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:41AM

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 Load Resistance Factor 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 = 0.0220, L = 0.1250 ksf, Tributary Width = 4.0 ft

Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.448 : 1

Load Combination1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*L*)

Span # where maximum occurs Span # 2

6.309 k Mn * Phi : Allowable 47.250 k-ft Vn * Phi : Allowable

W10x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL*)

56.259 k

Section used for this span W10x12 Mu : Applied

Maximum Shear Stress Ratio = 0.112 : 1

1.340 ft

21.163 k-ft Vu : Applied

413 >=360

Ratio = 348 >=240.

Maximum Deflection Max Downward Transient Deflection 0.249 in 654Ratio = >=360 Max Upward Transient Deflection -0.078 in Ratio = Max Downward Total Deflection 0.297 in Ratio = >=240.

Max Upward Total Deflection -0.092 in

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

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.40D+1.60H

Dsgn. L = 1.34 ft 1 0.003 0.017 -0.13 0.13 52.12 46.90 1.00 1.00 0.95 56.26 56.26 Dsgn. L = 13.60 ft 2 0.066 0.017 3.11 -0.13 3.11 52.50 47.25 1.00 1.00 0.95 56.26 56.26 Dsgn. L = 1.34 ft 3 0.003 0.003 -0.13 0.13 52.50 47.25 1.00 1.00 0.19 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.76 56.26 56.26 Dsgn. L = 13.60 ft 2 0.049 0.022 2.32 -0.83 2.32 52.50 47.25 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.111 -0.11 0.11 52.12 46.90 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 13.60 ft 2 0.448 0.111 21.16 -0.11 21.16 52.50 47.25 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.110 -0.11 0.11 52.12 46.90 1.00 1.00 6.20 56.26 56.26 Dsgn. L = 13.60 ft 2 0.440 0.112 20.80 -0.83 20.80 52.50 47.25 1.00 1.00 6.31 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL Dsgn. L = 1.34 ft 1 0.018 0.022 -0.83 0.83 52.12 46.90 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 13.60 ft 2 0.049 0.015 2.32 -0.83 2.32 52.50 47.25 1.00 1.00 0.87 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL

DESCRIPTION: B3

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:41AM

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length Dsgn. L = 1.34 ft 1 0.018 0.022 -0.83 0.83 52.12 46.90 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 13.60 ft 2 0.041 0.022 1.95 -0.83 1.95 52.50 47.25 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL Dsgn. L = 1.34 ft 1 0.018 0.112 -0.83 0.83 52.12 46.90 1.00 1.00 6.31 56.26 56.26 Dsgn. L = 13.60 ft 2 0.440 0.112 20.80 -0.83 20.80 52.50 47.25 1.00 1.00 6.31 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+1.60L+1.60H, LL Dsgn. L = 1.34 ft 1 0.018 0.111 -0.83 0.83 52.12 46.90 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 13.60 ft 2 0.433 0.111 20.44 -0.83 20.44 52.50 47.25 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.76 56.26 56.26 Dsgn. L = 13.60 ft 2 0.049 0.022 2.32 -0.83 2.32 52.50 47.25 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.002 0.111 -0.11 0.11 52.12 46.90 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 13.60 ft 2 0.448 0.111 21.16 -0.11 21.16 52.50 47.25 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.002 0.110 -0.11 0.11 52.12 46.90 1.00 1.00 6.20 56.26 56.26 Dsgn. L = 13.60 ft 2 0.440 0.112 20.80 -0.83 20.80 52.50 47.25 1.00 1.00 6.31 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.018 0.022 -0.83 0.83 52.12 46.90 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 13.60 ft 2 0.049 0.015 2.32 -0.83 2.32 52.50 47.25 1.00 1.00 0.87 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.018 0.022 -0.83 0.83 52.12 46.90 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 13.60 ft 2 0.041 0.022 1.95 -0.83 1.95 52.50 47.25 1.00 1.00 1.23 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.018 0.112 -0.83 0.83 52.12 46.90 1.00 1.00 6.31 56.26 56.26 Dsgn. L = 13.60 ft 2 0.440 0.112 20.80 -0.83 20.80 52.50 47.25 1.00 1.00 6.31 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60L+0.50S+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.018 0.111 -0.83 0.83 52.12 46.90 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 13.60 ft 2 0.433 0.111 20.44 -0.83 20.44 52.50 47.25 1.00 1.00 6.26 56.26 56.26 Dsgn. L = 1.34 ft 3 0.017 0.022 -0.83 0.83 52.50 47.25 1.00 1.00 1.23 56.26 56.26

+1.20D+1.60Lr+L+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.78 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+1.60Lr+L+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.002 0.075 -0.11 0.11 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.301 0.075 14.23 -0.11 14.23 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+L+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.002 0.074 -0.11 0.11 52.12 46.90 1.00 1.00 4.18 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+1.60Lr+L+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+L+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 13.60 ft 2 0.047 0.015 2.22 -0.56 2.22 52.50 47.25 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+1.60Lr+L+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.076 -0.56 0.56 52.12 46.90 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

DESCRIPTION: B3

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:41AM

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.20D+1.60Lr+L+1.60H, LL Com

Dsgn. L = 1.34 ft 1 0.012 0.075 -0.56 0.56 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.292 0.075 13.78 -0.56 13.78 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+1.60Lr+0.50W+1.60H, LL Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.78 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.002 0.075 -0.11 0.11 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.301 0.075 14.23 -0.11 14.23 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.002 0.074 -0.11 0.11 52.12 46.90 1.00 1.00 4.18 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 13.60 ft 2 0.047 0.015 2.22 -0.56 2.22 52.50 47.25 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.076 -0.56 0.56 52.12 46.90 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+1.60S+1.60H, LL Com Dsgn. L = 1.34 ft 1 0.012 0.075 -0.56 0.56 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.292 0.075 13.78 -0.56 13.78 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+1.60S+0.50W+1.60H Dsgn. L = 1.34 ft 1 0.002 0.015 -0.11 0.11 52.12 46.90 1.00 1.00 0.82 56.26 56.26 Dsgn. L = 13.60 ft 2 0.056 0.015 2.67 -0.11 2.67 52.50 47.25 1.00 1.00 0.82 56.26 56.26

DESCRIPTION: B3

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:41AM

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.78 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.002 0.075 -0.11 0.11 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.301 0.075 14.23 -0.11 14.23 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.002 0.074 -0.11 0.11 52.12 46.90 1.00 1.00 4.18 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 13.60 ft 2 0.047 0.015 2.22 -0.56 2.22 52.50 47.25 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.012 0.076 -0.56 0.56 52.12 46.90 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+0.50Lr+L+W+1.60H, LL C Dsgn. L = 1.34 ft 1 0.012 0.075 -0.56 0.56 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.292 0.075 13.78 -0.56 13.78 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.78 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.002 0.075 -0.11 0.11 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.301 0.075 14.23 -0.11 14.23 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.002 0.074 -0.11 0.11 52.12 46.90 1.00 1.00 4.18 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 13.60 ft 2 0.052 0.015 2.45 -0.56 2.45 52.50 47.25 1.00 1.00 0.85 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.012 0.015 -0.56 0.56 52.12 46.90 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 13.60 ft 2 0.047 0.015 2.22 -0.56 2.22 52.50 47.25 1.00 1.00 0.83 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.012 0.076 -0.56 0.56 52.12 46.90 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 13.60 ft 2 0.296 0.076 14.00 -0.56 14.00 52.50 47.25 1.00 1.00 4.25 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.003 -0.11 0.11 52.50 47.25 1.00 1.00 0.16 56.26 56.26

+1.20D+L+0.50S+W+1.60H, LL C

Dsgn. L = 1.34 ft 1 0.012 0.075 -0.56 0.56 52.12 46.90 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 13.60 ft 2 0.292 0.075 13.78 -0.56 13.78 52.50 47.25 1.00 1.00 4.22 56.26 56.26 Dsgn. L = 1.34 ft 3 0.012 0.015 -0.56 0.56 52.50 47.25 1.00 1.00 0.83 56.26 56.26

+0.90D+W+1.60H Dsgn. L = 1.34 ft 1 0.002 0.011 -0.08 0.08 52.12 46.90 1.00 1.00 0.61 56.26 56.26 Dsgn. L = 13.60 ft 2 0.042 0.011 2.00 -0.08 2.00 52.50 47.25 1.00 1.00 0.61 56.26 56.26 Dsgn. L = 1.34 ft 3 0.002 0.002 -0.08 0.08 52.50 47.25 1.00 1.00 0.12 56.26 56.26

+1.20D+L+0.20S+E+1.60H, LL Co Dsgn. L = 1.34 ft 1 0.002 0.014 -0.11 0.11 52.12 46.90 1.00 1.00 0.78 56.26 56.26

DESCRIPTION: B3

Project File: Orlando VA.ec6

Project Title:

Engineer:

Project ID:

Printed: 19 MAY 2023, 9:41AM

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of…