Package 2-Pituffik SB B99 Reno Appendices RTA.pdf

Design-Build Request for Proposal

Package 2 - Appendices

Repair Dormitory Building 99 Pituffik Space Base, Greenland

FINAL SUBMISSION

19 September 2024

BAUTISA

Snapshot

BAUTISA

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BAUTISA

Snapshot

Building 99 Renovation 19 September 2024

Pituffik Space Base, Greenland Design-Build Request For Proposal

APPENDIX

Appendix Title

A Preliminary Code Analysis

B Existing Site Utilities Plans

C Concept Drawings

D Structural Calculations

E Facilities Excellent Plan (Sept 2012)

F Defense Base Act Waiver - Greenland

G Justification and Approval (J&A) Interior Colors and

Finishes

H Justification and Approval (J&A) HVAC

I Non-Frost Susceptible (NFS) Material Locations

J Landfill Locations Map

K Installation Hazmat Management Program (IHMP)

L Spill Prevention and Response Plan

M Storm Water Pollution Prevention Plan

N Wastewater Slug Prevention Plan

O Overseas INCRMP

P Asbestos Management Plan

Q B99 Hazmat Inspection Report

R Overseas Hazardous Waste Management Plan

S Pest Management Plan

T Environmental FGS-GL 2020

U BUILDER Instructions (Excel file under separate cover)

APPENDIX

APPENDIX A

PRELIMINARY CODE ANALYSIS

PRELIMINARY CODE ANALYSIS

A. GENERAL

REFERENCES:

CODE YEAR TITLE

NFPA 1 2024 Fire Code

NFPA 10 2022 Standard for Portable Fire Extinguishers

NFPA 13 2022 Standard for the Installation of Sprinkler Systems

NFPA 14 2024 Standard for the Installation of Standpipe and Hose Systems

NFPA 24

2022 Standard for the Installation of Private Fire Service Mains and Their Appurtenances

NFPA 70 2023 National Electric Code

NFPA 72 2022 National Fire Alarm and Signaling Code

NFPA 90A

2024 Standard for the Installation of Air-Conditioning and Ventilation Systems

NFPA 101 2024 Life Safety Code

NFPA 241 2022 Standard for Safeguarding Construction, Alteration, and Demolition Operations

NFPA 291

2022 Recommended Practice for Fire Flow Testing and Marking of Hydrants

Other NFPA standards as applicable

UL Standards as appropriate

IBC 2021 International Building Code

IEBC 2021 International Existing Building Code

UFC 1-200-01 2022 General Building Requirements, With Change 2 (06/12/2023)

UFC 3-600-01 2016 Fire Protection Engineering For Facilities, With Change 6 (05/06/2021)

UFC 4-010-06 2023 Cybersecurity of Facility-Related Control Systems

UFC 4-021-01 2008 Design and O&M: Mass Notification Systems, With Change 1 (04/09/2008)

B. REQUIREMENTS

Dormitory B99 at Thule AFB, Greenland, will be provided with a fire alarm system, portable fire extinguishers, standpipe system, and complete automatic sprinkler protection. All existing fire protection systems will be demolished and replaced with new systems. The fire alarm system will be provided in accordance with NFPA 72 and UFC 3-600-01. The automatic sprinkler system will be provided in accordance with the NFPA 13 and UFC 3-600-01. Class I standpipes that comply with NFPA 14 will be provided in each stairwell that comply. Portable fire extinguishers will be provided in accordance with NFPA 10.

C. FIRE ALARM SYSTEM

The fire alarm system will be provided in accordance with NFPA 72 and UFC 3-600-01. The system will be an addressable system manufactured by Notifier (Model NFS2-640) in accordance with the base standard. A J&A will be required to sole source the Notifier panel.

The panel will utilize an addressable microprocessor based type system with manual and automatic alarm initiation. Signal transmission will be a multiplex format and be dedicated to fire alarm service only. All devices will be new.

Audible fire alarm indication will be provided via horns.

Visual alarm indication will be by synchronized strobes with clear lenses, marked “FIRE”.

Sleeping units will be equipped with local horn/strobes emitting a 520 Hz tone upon fire alarm activation.

The NAC (Notification Appliance Circuits) will be class “B”, survivability level “1”.

The SLC (Signal Line Circuits) will be class “B”, survivability level “1”.

The IDC (Initiating Device Circuits) circuits will be class “B”, survivability level “1”.

All fire alarm circuits must be installed in EMT. EMT will be minimum ¾-inch, and will be marked with red stripes every 10 ft with red face plates on all junction boxes. Looped conduits will have a 4-ft horizontal separation, or a 10-ft vertical separation, in compliance with the recommendations of NFPA 72.

All signals from the fire alarm panel will be transmitted through a 2-strand, single-mode fiber optic cable connection to the base-wide fire alarm network.

The building fire alarm control panel will be provided with a lockable cabinet. The FACP location will be in the mechanical room on the 1st floor. A remote annunciator will be located at the designated primary entrance.

Smoke detectors with integral sounder base will be installed in each sleeping unit and above all fire alarm panels. Sleeping room smoke detectors must transmit a distinct alarm signal to the FACP, but must not activate the facility notification appliances.

Manual pull stations must be installed at each exit and within 200 feet travel distances.

Sprinkler water flow and tamper switches must be monitored by the fire alarm system.

Duct smoke detection must be provided and monitored by the fire alarm system in accordance with NFPA 90A.

D. MASS NOTIFICATION SYSTEM

A mass notification system will be provided to match the base standard, which is to use an IP-based PA system that does not strictly comply with UFC 4-021-01. Refer to the Telecommunication section for more information.

E. FIRE SUPPRESSION SYSTEM

The building will be fully protected with an automatic wet-pipe sprinkler system. The wet-pipe sprinkler system design will be in accordance with UFC 3-600-01 and NFPA 13. Sprinkler piping must be sized such that a fire pump is not needed. Each floor will have one sprinkler zone. Each zone will be provided with a separate riser consisting of a butterfly valve, tamper switch, check valve, flow switch, pressure gauge, test and drain valve assembly and drain line. Test and drain lines will be routed to a common drain line and will discharge to grade at the exterior of the building. A remote inspector’s test connection, discharging outside, will be located at a remote portion of each zone. All drain and test connections discharging to the building exterior must be provided with a concrete splash block. Where subject to freezing, a minimum of 4 feet of exposed drain pipe will be in a heated area between the drain valve and the exterior wall when the drain piping extends through the wall to the outside. The 4 feet of exposed pipe beyond the valve provides a frost break that will prevent water in the system from freezing due to the cold air. Automatic air vents will be provided at the high point at each sprinkler zone.

Seismic protection must be provided in accordance with NFPA 13.

A wall-type fire department Siamese connection (Croker Model 6405 or approved equal) will be provided for the wet-pipe sprinkler system. The FDC will be located on the exterior of the building in a location as directed by the fire department. The FDC will be located 3-ft above grade to prevent concealment during heavy snows.

The incoming fire protection water line will be separate from the domestic water line to allow for the future connection to a dedicated fire protection water main. The diameter of the fire protection line must not be less than 6 inches. An indicating type valve conforming to base standards will be provided on the incoming fire protection line. The incoming fire protection service will be routed directly to the first floor mechanical room. A double check valve backflow preventer must be provided with OS&Y valves, with tamper switches, at each end to isolate the assembly.

Listed quick response sprinklers must be provided throughout the facility, with exception of the residential areas. The residential areas must be provided with residential sprinklers. Sprinkler densities must be based on the criteria spelled out in UFC 3-600-01. Sprinkler system densities and spacing must be as follows:

Sprinkler System Design

Area Classification K-factor Density/Area Hose

Dwelling Units, Kitchen/Dining, Stairs, Corridors

Light 5.6 0.10 gpm/ft2

1500 ft2 250 gpm 60 minutes

Mechanical Room, Electrical Room, Laundry

Ordinary 8.0 0.20 gpm/ft2

2500 ft2 250 gpm 60 minutes

The base water supply is supplied by dedicated pumping stations. The pumps can be adjusted to accommodate the anticipated flow and pressure requirements anticipated on the base.

Hydraulic flow test data (no older than 6 months) must be used in the hydraulic analysis and as the basis for the design of the sprinkler system. A preliminary analysis was done based on the following water supply information:

Static Pressure: 73 psi

Residual Pressure: 42 psi

Flow: 759 gpm

Estimated sprinkler system demand:

Demand (GPM) = Density (GPM/sq ft) x Area (sq ft) x Safety Factor + Hose Stream (GPM)

Light Hazard Areas:

= 0.10 GPM / ft2 x 1,500 ft2 x 1.2 + 250 GPM = 430 GPM

= 180 GPM + 250 GPM = 430 GPM

Estimated Required Pressure for 3rd Floor:

Elevation (40 ft): 17 psi

End Head Pressure: 13 psi

Backflow Preventer: 8 psi

Total Pressure required without consideration for friction loss: 38 psi

F. STANDPIPES

Class I automatic wet standpipes in accordance with NFPA 14 are desired by the Air Force, so the design requires standpipes in each stairwell, with 2-1/2” angle valve hose outlets at each floor stair landing. Standpipes must be combined with the sprinkler piping.

G. FIRE HYDRANTS

Fire Hydrants must be provided in accordance with UFC 3-600-01, NFPA 24 and NFPA 1963.

Hydrants must be aboveground type and must be protected from freezing.

Hydrants must be installed adjacent to paved areas, accessible to fire department apparatus. For installation requirements, refer to UFC 3-600-01, Sections §3-7.3.1 and §3-7.3.2.

A sufficient number of hydrants must be provided so that hose stream demand can be met without taking more than 1,250 gpm from any single hydrant. Hydrants must be spaced at intervals no greater than 350 feet in accordance with UFC 3-600-01 Section §9-3.5.8.2. Hydrants must be located with consideration given to emergency vehicle access. At least one hydrant must be located within 150 feet of the fire department connection (UFC 3-600-01, §3-7.3).

Hydrants located adjacent to parking areas or other vehicle traffic areas must be protected by bollards.

Fire hydrants must be UL listed, FM approved, or listed or classified by another NRTL and must have two 2-1/2-inch hose outlets and one 4-1/2-inch suction connection with national standard fire hose threads. Confirm with the base prior to installation that the fire hydrants match the base standards.

H. PORTABLE FIRE EXTINGUISHERS

Portable fire extinguishers must be provided in accordance with NFPA 10. General purpose fire extinguishers must be used in the dormitory areas, and Class K fire extinguishers must be used in the kitchens.

I. CODE ANALYSIS

Minimum Construction Type of: Type III-B (IBC §602) (Existing)

Sprinkler System: Fully Sprinklered

Use and Occupancy: Residential (R-2) (IBC §310)

Dormitory – NFPA 101, Chapter 28

Allowable Building Height: 75 feet (IBC Table §504.3)

Provided: 40 feet

Allowable Number of Stories Above Grade Plane: 5 Stories (IBC Table §504.4)

Provided: 3 Stories

Allowable Area: 48,000 ft2 (IBC Table §506.2)

Provided: 8,569 ft2

J. REQUIRED FIRE RESISTANCE RATINGS

Structural Frame 0 Hrs IBC Table 601

Exterior Bearing Walls 2 Hrs IBC Table 601

Non-Bearing Exterior Walls 0 Hrs IBC Table 601 and 602

Interior Bearing Walls 0 Hrs IBC Table 601

Non-Bearing Interior Walls 0 Hrs IBC Table 601

Roof Construction 0 Hrs IBC Table 601

Stair Enclosures (< 4 Stories) 1 Hr NFPA 101 §7.1.3.2.1(1)

Shaft Enclosures (< 4 Stories) 1 Hr NFPA 101 §8.6.5(2)

Separation between dwelling units (floors and walls)

30 Min NFPA 101 §28.3.7.2

Corridor walls 30 Min NFPA 101 §28.3.6.1.3

Mechanical & Electrical Rooms

1 Hour NFPA 101 Table §28.3.2.2.2

Laundry Rooms 1 Hour NFPA 101 Table §28.3.2.2.2

Protection of Openings:

Fire and Smoke Dampers: Fire and smoke dampers must be installed in accordance with NFPA 90A. Fire dampers will be provided in all air transfer openings in partitions that are required to have a fire resistance rating and in which other openings are required to be protected. Smoke dampers will be installed at or adjacent to the point where air ducts pass through required smoke barriers.

Door Fire Resistance Ratings (NFPA 101 Table §8.3.3.2.2)

• 1-hour fire barrier wall: ¾-hour

• 1-hour fire barrier enclosing shafts, exit enclosures and exit passageways: 1-hour

• 20 minutes for doors in corridor/sleeping room walls

K. EGRESS ANALYSIS

Maximum Travel Distance to Exit:

Residential: 100 ft – (NFPA 101 §28.2.6.3.1)

Measured from guest room door

Maximum Dead-end Corridor:

Residential: 50 ft – (NFPA 101 §28.2.5.3.1)

Maximum Common Path of Travel:

Residential: 50 ft – (NFPA 101 §28.2.5.2.1)

Minimum Egress Width (Clear Width):

Doors: 32 in (NFPA 101 §7.2.1.2.4)

Capacity: 0.2 in / occupant (NFPA 101 §7.3.3.1) – Doors and other horizontal components

Stairs: 44 in (NFPA 101 §7.2.2.2.1.2)

Capacity: 0.3 in / occupant (NFPA 101 §7.3.3.1)

Occupant Load (NFPA 101 §7.3.1):

The occupant load of the building must be determined using the appropriate occupant load factors for the use of the area in question.

Use (Occupancy)

Occupant Load Factor

(NFPA 101 §7.3.1.2)

Residential 200 gross

Business 150 ft2/person

Assembly 15 net

Kitchens 100 ft2/person

Storage 500 ft2/person

L. FIRE DEPARTMENT ACCESS

Fire department vehicle access will be unaffected by this project.

M. INTERIOR FINISH

Interior finish must comply with UFC 3-600-01 and NFPA 101

N. EMERGENCY LIGHTING

Emergency lighting required in accordance with NFPA 101 §7.9. Emergency illumination must be provided for a minimum of 1.5 hours in the event of failure of normal lighting. Emergency lighting fixtures must be arranged to provide initial illumination that is not less than an average of 1 ft-candle and, at any point, not less than 0.1 ft-candle measured along the path of egress at floor level.

O. ILLUMINATION OF MEANS OF EGRESS

The floors and other walking surfaces within an exit and within the portions of the exit access and exit discharge designated in NFPA 101 §7.8.1.1 must be illuminated to at least the following values at floor or walking surface level:

• The minimum illumination must be 1 ft-candle (NFPA 101 §7.8.1.3(2)) for floors and walking surfaces other than stairs. The minimum illumination for stairs must be 10 ft-candle (NFPA 101 §7.8.1.3(1)).

• Illumination must be arranged so that the failure of any single lighting unit does not result in an illumination level of less than 0.2 ft-candle in any designated area (NFPA 101 §7.8.1.4).

Automatic lighting control devices must be permitted to temporarily turn off the illumination within the means of egress, provided that each lighting control device complies with all the following:

• Lighting control device is listed.

• Lighting control device is equipped to automatically energize any controlled lights required for compliance with NFPA 101 §7.9 upon loss of normal power and is evaluated for this purpose.

• Illumination timers are provided and are set for a minimum 15-minute duration.

• Lighting control device is activated by any occupant movement in the area served by the lighting unites.

• The lighting control device is activated by activation of the building fire alarm system.

• Lighting control device does not turn off any lights relied upon for activation of photoluminescent exit signs or path markers.

• Lighting control device does not turn off any battery-equipped emergency luminaires, until equipment, or exit signs.

P. MARKING OF MEANS OF EGRESS

Means of egress must have signs in accordance with NFPA §7.10. Exits must be marked by an approved sign that is readily visible from any direction of exit access. Exit signs must be provided with an emergency power source.

APPENDIX B

EXISTING SITE UTILITIES PLANS

REPAIR DORMITORY BUILDING 99 - RENOVATION

GREENLAND

PITUFFIK SPACE BASE

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

16 JANUARY 2024

EXISTING DRAINAGE PLAN

19 SEPTEMBER 2024

PITUFFIK SPACE BASE

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

16 JANUARY 2024

EXISTING ELECTRICAL PLAN

PITUFFIK SPACE BASE

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

16 JANUARY 2024

EXISTING SANITARY SEWER PLAN

4"

4"

PITUFFIK SPACE BASE

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

16 JANUARY 2024

EXISTING HEATING WATER PLAN

1 ST. ST.

DSON A

VE.

15010

U N

N

AM

ED

R

O

AD

0m m H

W S/

R

200mm HWS/R

200mm HWS/R

0m m H W

S/ R

50mm HWS/R

200mm HWS/R mm H

W S/R

PITUFFIK SPACE BASE

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

16 JANUARY 2024

EXISTING WATERLINE PLAN

PITUFFIK SPACE BASE

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

16 JANUARY 2024

PARKING LAYOUT PLAN

9' x 18.5' PARKING

SPACE (TYP)

24 SPACES TOTAL

VEHICLE ENGINE

HEATER (HOT PLUG)

TWO CONNECTIONS

PER PEDESTAL, 24

CONNECTIONS TOTAL

EXISTING ROADWAY

APPENDIX C

CONCEPT DRAWINGS

PITUFFIK SPACE BASE

FINAL SUBMISSION

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

N

LIVING ROOM

UTILITIES AND BUILDING SUPPORT SERVICE

LEGEND

RESTROOM

MULTI-PURPOSE

MECHANICAL ROOM

KITCHEN/DINING BEDROOM

CIRCULATION

TOTAL FLOOR AREA : 9,860 S.F.

12’ 9’ 6’ 3’ 0 6’ 12’

FIRST FLOOR PLAN

PITUFFIK SPACE BASE

FINAL SUBMISSION

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

19 SEPTEMBER 2024

N

LIVING ROOM

UTILITIES AND BUILDING SUPPORT SERVICE

LEGEND

RESTROOM

MULTI-PURPOSE

MECHANICAL ROOM

KITCHEN/DINING BEDROOM

CIRCULATION

TOTAL FLOOR AREA : 9,860 S.F.

12’ 9’ 6’ 3’ 0 6’ 12’

SECOND FLOOR PLAN

PITUFFIK SPACE BASE

FINAL SUBMISSION

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

N

LIVING ROOM

UTILITIES AND BUILDING SUPPORT SERVICE

LEGEND

RESTROOM

MULTI-PURPOSE

MECHANICAL ROOM

KITCHEN/DINING BEDROOM

CIRCULATION

TOTAL FLOOR AREA : 9,860 S.F.

12’ 9’ 6’ 3’ 0 6’ 12’

THIRD FLOOR PLAN

PITUFFIK SPACE BASE

A Joint Venture

EXTERIOR ELEVATION

PRELIMINARY - NOT FOR CONSTRUCTION

16’ 12’ 8’ 4’ 0 8’ 16’ FINAL SUBMISSION 19 SEPTEMBER 2024

PITUFFIK SPACE BASE

A Joint Venture

EXTERIOR WALL SECTION

PRELIMINARY - NOT FOR CONSTRUCTION

4’ 3’ 2’ 1’ 0 2’ 4’ FINAL SUBMISSION 19 SEPTEMBER 2024

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

N

REPAIR DORMITORY BUILDING 99 - RENOVATION

12’ 9’ 6’ 3’ 0 6’ 12’ FINAL SUBMISSION

FIRST FLOOR LIFE SAFETY PLAN

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

N

REPAIR DORMITORY BUILDING 99 - RENOVATION

12’ 9’ 6’ 3’ 0 6’ 12’ FINAL SUBMISSION

SECOND FLOOR LIFE SAFETY PLAN

A Joint Venture

PRELIMINARY - NOT FOR CONSTRUCTION

N

REPAIR DORMITORY BUILDING 99 - RENOVATION

12’ 9’ 6’ 3’ 0 6’ 12’ FINAL SUBMISSION

THIRD FLOOR LIFE SAFETY PLAN

JANITOR

LAUNDRY

CLOSET

REPAIR DORMITORY BUILDING 99 - RENOVATION

GREENLAND

PITUFFIK SPACE BASE

A Joint Venture TYPICAL FURNITURE PLANS

PRELIMINARY - NOT FOR CONSTRUCTION

12’ 9’ 6’ 3’ 0 6’ 12’ 19 SEPTEMBER 2024

APPENDIX D

STRUCTURAL CALCULATIONS

REQUEST FOR PROPOSAL

Pituffik Space Base, Greenland RFP Submission

PRELIMINARY STRUCTURAL CALCULATIONS

TABLE OF CONTENTS

1. Design Criteria Pages 3-6

2. Existing Structural Evaluation Pages 7-36

PURPOSE STATEMENT

The purpose of this Preliminary Structural Calculation Package is only to assess the feasibility of components of the proposed renovation to Building 99. These calculations include assumptions of criteria and loading that must be verified by the Design Build Contractor once final construction materials and details have been established. Calculations included in this document do not relieve the Design-Build Contractor of the responsibility to ensure all elements of the design comply with applicable UFCs. The Design-Build Contractor is responsible for evaluating all elements included in their complete design.

DESIGN CRITERIA

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JOB TITLE Building 99 Reno Pituffik Space Base

WWCX103007

JOB NO. 20230410 SHEET NO.

CALCULATED BY CDH DATE

CHECKED BY DATE

www.struware.com

CODE SUMMARY

Code: UFC 3-301-01

Live Loads:

Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf

Typical Floor 40 psf Partitions 15 psf Corridors serving as egress 80 psf to multiple private rooms Mechanical Equipment (General) 100 psf Stairs and exit ways 100 psf

Dead Loads:

Floor 110.8 psf Roof 23.0 psf

Roof Snow Loads:

Design Uniform Roof Snow load = 20.0 psf Flat Roof Snow Load Pf = 17.5 psf Balanced Snow Load Ps = 17.5 psf Ground Snow Load Pg = 25.0 psf Importance Factor I = 1.00 Snow Exposure Factor Ce = 1.00 Thermal Factor Ct = 1.00 Sloped-roof Factor Cs = 1.00 Drift Surcharge load Pd = 17.3 psf Width of Snow Drift w = Width of Stair Enclosure

Earthquake Design Data:

Risk Category = II Importance Factor I = 1.00 Mapped spectral response accelerations Ss = 39.00

S1 = 18.00 Site Class = C Spectral Response Coef. Sds = 0.338

Sd1 = 0.180 Seismic Design Category = C Basic Structural System = Moment-resisting Frame Systems Seismic Resisting System = Steel ordinary moment frames Design Base Shear V = 0.097W Seismic Response Coef. Cs = 0.097

Response Modification Factor R = 3.5

Analysis Procedure = Equivalent Lateral-Force Analysis

Wind Design Data:

Ultimate Design Wind Speed 148 mph Nominal Design Wind Speed 114.64 mph Risk Category II Mean Roof Ht (h) 36.5 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure Coef. +/-0.18

Directionality (Kd) 0.85

JOB TITLE Building 99 Reno Pituffik Space Base

WWCX103007

JOB NO. 20230410 SHEET NO.

CALCULATED BY CDH DATE

CHECKED BY DATE

www.struware.com

Component and Cladding Ultimate Wind Pressures

Roof Surface Pressure (psf)

Area 2 sf 10 sf 20 sf 50 sf 75 sf 100 sf 200 sf 250 sf

Negative Zone 1 & 2e -106.4 -106.4 -106.4 -64.7 -46.3 -33.2 -33.2 -33.2

Negative Zone 2n, 2r &3e -155.2 -155.2 -134.1 -106.4 -94.1 -85.3 -64.3 -57.6

Negative Zone 3r -184.4 -184.4 -158.0 -123.0 -107.6 -96.6 -96.6 -96.6

Positive All Zones 42.9 34.9 31.5 26.9 24.9 23.4 23.4 23.4

Overhang Zone 1 & 2e -122.0 -122.0 -122.0 -94.2 -81.9 -73.2 -73.2 -73.2

Overhang Zone 2n & 2r -170.8 -170.8 -155.0 -134.2 -125.0 -118.4 -102.7 -97.6

Overhang Zone 3e -200.0 -200.0 -172.7 -136.6 -120.6 -109.3 -82.0 -73.2

Overhang Zone 3r -229.3 -229.3 -194.1 -147.5 -126.8 -112.2 -112.2 -112.2

Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 8.8 psf)

Parapet Solid Parapet Pressure (psf)

Area 10 sf 20 sf 50 sf 100 sf 250 sf 500 sf

CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0

Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0

Zone 3r : 0.0 0.0 0.0 0.0 0.0 0.0

CASE B: Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0

Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0

Wall Surface Pressure (psf)

Area 10 sf 100 sf 200 sf 500 sf

Negative Zone 4 -62.5 -53.8 -51.2 -47.8

Negative Zone 5 -77.1 -59.9 -54.7 -47.8

Positive Zone 4 & 5 57.6 49.0 46.4 42.9

EXISTING STRUCTURE EVALUATION

EwingCole

Current Date: 1/8/2024 10:57 AM

Units system: English

File name: W:\20230410\03_Production\05_Stru\Calcs\Existing Roof Purlin Down.rcb

Design Results Continuous Beam

Design code AISC 360-2016 LRFD

General Information

Spans:

Span Span length Section Material

[ft]

1 12.50 W 6X8.5 A7

Nodes:

Distance Restraint Tx Ty Rz

[ft]

0.00 Pinned 1 1 0

12.50 Pinned 1 1 0

Load Conditions

Condition Description Comb. Category Duration Self Weight

DL Dead Load No DL -- Yes

LL Live Load No LL -- --

S1 DL Yes Service -- Yes

S2 DL+LL Yes Service -- Yes

S3 DL+0.75LL Yes Service -- Yes

D1 1.4DL Yes Design -- Yes

D2 1.2DL+1.6LL Yes Design -- Yes

Page1

EXISTING ROOF PURLIN

EVALUATION FOR GRAVITY LOADS

Distributed loads on spans

Condition Span(s) Dist1 Dist2 Val1 Val2

[ft] [ft] [Kip/ft] [Kip/ft]

DL 1 0.00 12.50 -0.14 -0.14

LL 1 0.00 12.50 -0.20 -0.20

Loads summary

Reactions

Page2

Nodes condition Rx Ry Mz

[Kip] [Kip] [Kip*ft]

1 D1 0.00 1.30 0.00

2 D1 0.00 1.30 0.00

1 D2 0.00 3.11 0.00

2 D2 0.00 3.11 0.00

1 Min. 0.00 1.30 0.00

2 Min. 0.00 1.30 0.00

1 Max. 0.00 3.11 0.00

2 Max. 0.00 3.11 0.00

Member forces and inflection points

Station Condition Distance Shear V Moment M

[%] [ft] [Kip] [Kip*ft]

0 D1 0.00 1.30 0.00

50 D1 6.25 0.00 4.06

100 D1 12.50 -1.30 0.00

0 D2 0.00 3.11 0.00

50 D2 6.25 0.00 9.73

100 D2 12.50 -3.11 0.00

Critical deflections

Condition Span Distance @ Deflection Allowable

[ft] [%] [in] f(L) [in]

S1 1 6.25 50.00 0.19204 (L/781) 0.41667

S2 1 6.25 50.00 0.45053 (L/333) 0.41667

S3 1 6.25 50.00 0.38591 (L/389) 0.41667

Envelopes

Page3

M33 bending moment:

Moments [Kip*ft], Length [ft]

V2 shear forces:

Forces [Kip], Length [ft]

Vertical Translation

Deflection [in], Length [ft]

Page4

Design

Span : 1 (W 6X8.5_A7) - OK

Section information

Section name: W 6X8.5 (US)

Dimensions bf = 3.940 [in] Width d = 5.830 [in] Depth k = 0.445 [in] Distance k k1 = 0.500 [in] Distance k1 tf = 0.195 [in] Flange thickness tw = 0.170 [in] Web thickness

Properties Unit Major axis Minor axis

Gross area of the section. (Ag) [in2] 2.520

Moment of Inertia (local axes) (I) [in4] 14.900 1.990

Moment of Inertia (principal axes) (I') [in4] 14.900 1.990

Bending constant for moments (principal axis) (J') [in] 0.000 0.000

Radius of gyration (local axes) (r) [in] 2.432 0.889

Radius of gyration (principal axes) (r') [in] 2.432 0.889

Saint-Venant torsion constant. (J) [in4] 0.033

Section warping constant. (Cw) [in6] 15.800

Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000

Top elastic section modulus of the section (local axis) (Ssup) [in3] 5.100 1.010

Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 5.100 1.010

Top elastic section modulus of the section (principal axis) (S'sup) [in3] 5.100 1.010

Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 5.100 1.010

Plastic section modulus (local axis) (Z) [in3] 5.730 1.560

Plastic section modulus (principal axis) (Z') [in3] 5.730 1.560

Polar radius of gyration. (ro) [in] 2.589

Area for shear (Aw) [in2] 1.540 0.990

Torsional constant. (C) [in3] 0.147

Material : A7

Properties Unit Value

Yield stress (Fy): [Kip/in2] 30.00

Tensile strength (Fu): [Kip/in2] 60.00

Elasticity Modulus (E): [Kip/in2] 29000.00

Shear modulus for steel (G): [Kip/in2] 11153.85

Design Criteria

Description Unit Value

Length for tension slenderness ratio (L) [ft] 12.50

Page5

Distance between member lateral bracing points

Length (Lb) [ft]

Top Bottom

0.00 6.25

Laterally unbraced length

Length [ft] Effective length factor

Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

12.50 12.50 12.50 1.0 1.0 1.0

Additional assumptions

Continuous lateral torsional restraint No

Tension field action No

Continuous flexural torsional restraint No

Effective length factor value type None

Major axis frame type Sway

Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.00

Capacity : 68.04 [Kip] Reference : Cl.D2

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(φPn): [Kip] 68.04 Cl.D2

Nominal axial tension capacity (Pn) [Kip] 75.60 Eq.D2-1

Axial Compression Design

Compression in the major axis 33

Ratio : 0.00

Capacity : 57.58 [Kip] Reference : Cl.E3

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 10.10

Unstiffened element limiting slenderness (λr) -- 17.41 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 29.06

Stiffened element limiting slenderness (λr) -- 46.33 Table.B4.1a.Case5

Factored flexural buckling strength(φPn33): [Kip] 57.58 Cl.E3

Unbraced length (L33) [ft] 12.50 Cl.E2

Page6

Effective slenderness ((KL/r)33) -- 61.69 Cl.E2

Elastic critical buckling stress (Fe33) [Kip/in2] 75.21 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 2.52

Critical stress for flexural buckling (Fcr33) [Kip/in2] 25.39 Eq.E3-2

Nominal flexural buckling strength (Pn33) [Kip] 63.98 Eq.E3-1

Compression in the minor axis 22

Ratio : 0.00

Capacity : 19.98 [Kip] Reference : Cl.E3

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 10.10

Unstiffened element limiting slenderness (λr) -- 17.41 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 29.06

Stiffened element limiting slenderness (λr) -- 46.33 Table.B4.1a.Case5

Factored flexural buckling strength(φPn22): [Kip] 19.98 Cl.E3

Unbraced length (L22) [ft] 12.50 Cl.E2

Effective slenderness ((KL/r)22) -- 168.80 Cl.E2

Elastic critical buckling stress (Fe22) [Kip/in2] 10.05 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 2.52

Critical stress for flexural buckling (Fcr22) [Kip/in2] 8.81 Eq.E3-3

Nominal flexural buckling strength (Pn22) [Kip] 22.20 Eq.E3-1

Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 46.97 Cl.E4

Unbraced length (L11) [ft] 12.50 Cl.E2

Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 33.89 Eq.E4-2

Effective area of the cross section based on the effective width (A... [in2] 2.52

Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 20.71 Eq.E3-2

Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 52.19 Eq.E4-1

Flexural Design

Bending about major axis, M33

Ratio : 0.75

Capacity : 12.89 [Kip*ft] Reference : Cl.F2.1

Demand : 9.73 [Kip*ft] Ctrl Eq. : D2 at 50.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 10.10

Limiting slenderness for noncompact unstiffened element (λr) -- 31.09

Limiting slenderness for compact unstiffened element (λp) -- 11.81

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 29.06

Limiting slenderness for noncompact stiffened element (λr) -- 177.22

Limiting slenderness for compact stiffened element (λp) -- 116.90

Factored yielding strength(φMn): [Kip*ft] 12.89 Cl.F2.1

Yielding (Mn) [Kip*ft] 14.33 Eq.F2-1

Factored lateral-torsional buckling strength(φMn): [Kip*ft] 11.78 Cl.F2.2

Limiting laterally unbraced length for yielding (Lp) [ft] 4.05 Eq.F2-5

Page7

Effective radius of gyration used in the determination of Lr (r ts) [in] 1.05 Eq.F2-7

Lateral-torsional factor (c) -- 1.00 Eq.F2-8a

Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 13.66 Eq.F2-6

Lateral-torsional buckling modification factor (Cb) -- 1.00 Eq.F1-1

Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 13.09 Eq.F2-2

Bending about minor axis, M22

Ratio : 0.00

Capacity : 3.51 [Kip*ft] Reference : Cl.F6.1

Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 10.10

Limiting slenderness for noncompact unstiffened element (λr) -- 31.09

Limiting slenderness for compact unstiffened element (λp) -- 11.81

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 29.06

Limiting slenderness for noncompact stiffened element (λr) -- 177.22

Limiting slenderness for compact stiffened element (λp) -- 116.90

Factored yielding strength about a geometric axis(φMn): [Kip*ft] 3.51 Cl.F6.1

Yielding (Mn) [Kip*ft] 3.90 Eq.F6-1

Shear Design

Shear in major axis 33

Ratio : 0.00

Capacity : 24.89 [Kip] Reference : Cl.G1

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 24.89 Cl.G1

Web buckling coefficient (kv) -- 1.20 Cl.G6

Web buckling coefficient (Cv) -- 1.00 Eq.G2-9

Nominal shear strength (Vn) [Kip] 27.66 Eq.G6-1

Shear in minor axis 22

Ratio : 0.17

Capacity : 17.82 [Kip] Reference : Cl.G1

Demand : 3.11 [Kip] Ctrl Eq. : D2 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 17.82 Cl.G1

Web buckling coefficient (kv) -- 5.34 Eq.G2-5

Web buckling coefficient (Cv) -- 1.00 -

Nominal shear strength (Vn) [Kip] 17.82 Eq.G2-1

Combined Actions Design

Page8

Combined flexure and axial

Ratio : 0.75

Ctrl Eq. : D2 at 50.00% Reference : Eq.H1-1b

Intermediate results Unit Value Reference

Interaction of flexure and axial force: -- 0.75 Eq.H1-1b

Available flexural strength about strong axis (Mc33) [Kip*ft] 12.89 Cl.H1.1

Available flexural strength about weak axis (Mc22) [Kip*ft] 3.51 Cl.H1.1

Available axial strength (Pc) [Kip] 68.04 Cl.H1.1

Page9

Current Date: 1/8/2024 10:53 AM

Units system: English

File name: W:\20230410\03_Production\05_Stru\Calcs\Existing Roof Purlin Up.rcb

Design Results Continuous Beam

Design code AISC 360-2016 LRFD

General Information

Spans:

Span Span length Section Material

[ft]

1 12.50 W 6X8.5 A7

Nodes:

Distance Restraint Tx Ty Rz

[ft]

0.00 Pinned 1 1 0

12.50 Pinned 1 1 0

Load Conditions

Condition Description Comb. Category Duration Self Weight

DL Dead Load No DL -- Yes

LL Live Load No LL -- --

S1 DL Yes Service -- Yes

S2 0.6DL+0.6LL Yes Service -- Yes

D1 1.4DL Yes Design -- Yes

D2 0.9DL+LL Yes Design -- Yes

Page1

EXISTING ROOF PURLIN

EVALUATION FOR WIND UPLIFT

[ft] [ft] [Kip/ft] [Kip/ft]

DL 1 0.00 12.50 -0.14 -0.14

LL 1 0.00 12.50 0.51 0.51

Loads summary

[Kip] [Kip] [Kip*ft]

1 D1 0.00 1.30 0.00

2 D1 0.00 1.30 0.00

1 D2 0.00 -2.35 0.00

2 D2 0.00 -2.35 0.00

1 Min. 0.00 -2.35 0.00

2 Min. 0.00 -2.35 0.00

1 Max. 0.00 1.30 0.00

2 Max. 0.00 1.30 0.00

Member forces and inflection points

Station Condition Distance Shear V Moment M

[%] [ft] [Kip] [Kip*ft]

0 D1 0.00 1.30 0.00

50 D1 6.25 0.00 4.06

100 D1 12.50 -1.30 0.00

0 D2 0.00 -2.35 0.00

50 D2 6.25 0.00 -7.35

100 D2 12.50 2.35 0.00

Critical deflections

Condition Span Distance @ Deflection Allowable

[ft] [%] [in] f(L) [in]

S1 1 6.25 50.00 0.19204 (L/781) 0.41667

S2 1 6.25 50.00 0.28026 (L/535) 0.41667

Envelopes

M33 bending moment:

V2 shear forces:

Forces [Kip], Length [ft]

Vertical Translation

Deflection [in], Length [ft]

Design

Span : 1 (W 6X8.5_A7) - OK

Section information

Section name: W 6X8.5 (US)

Dimensions bf = 3.940 [in] Width d = 5.830 [in] Depth k = 0.445 [in] Distance k k1 = 0.500 [in] Distance k1 tf = 0.195 [in] Flange thickness tw = 0.170 [in] Web thickness

Properties Unit Major axis Minor axis

Gross area of the section. (Ag) [in2] 2.520

Moment of Inertia (local axes) (I) [in4] 14.900 1.990

Moment of Inertia (principal axes) (I') [in4] 14.900 1.990

Bending constant for moments (principal axis) (J') [in] 0.000 0.000

Radius of gyration (local axes) (r) [in] 2.432 0.889

Radius of gyration (principal axes) (r') [in] 2.432 0.889

Saint-Venant torsion constant. (J) [in4] 0.033

Section warping constant. (Cw) [in6] 15.800

Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000

Top elastic section modulus of the section (local axis) (Ssup) [in3] 5.100 1.010

Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 5.100 1.010

Top elastic section modulus of the section (principal axis) (S'sup) [in3] 5.100 1.010

Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 5.100 1.010

Plastic section modulus (local axis) (Z) [in3] 5.730 1.560

Plastic section modulus (principal axis) (Z') [in3] 5.730 1.560

Polar radius of gyration. (ro) [in] 2.589

Area for shear (Aw) [in2] 1.540 0.990

Torsional constant. (C) [in3] 0.147

Material : A7

Properties Unit Value

Yield stress (Fy): [Kip/in2] 30.00

Tensile strength (Fu): [Kip/in2] 60.00

Elasticity Modulus (E): [Kip/in2] 29000.00

Shear modulus for steel (G): [Kip/in2] 11153.85

Design Criteria

Description Unit Value

Length for tension slenderness ratio (L) [ft] 12.50

Distance between member lateral bracing points

Length (Lb) [ft]

Top Bottom

0.00 6.25

Laterally unbraced length

Length [ft] Effective length factor

Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

12.50 12.50 12.50 1.0 1.0 1.0

Additional assumptions

Continuous lateral torsional restraint No

Tension field action No

Continuous flexural torsional restraint No

Effective length factor value type None

Major axis frame type Sway

Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.00

Capacity : 68.04 [Kip] Reference : Cl.D2

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(φPn): [Kip] 68.04 Cl.D2

Nominal axial tension capacity (Pn) [Kip] 75.60 Eq.D2-1

Axial Compression Design

Compression in the major axis 33

Ratio : 0.00

Capacity : 57.58 [Kip] Reference : Cl.E3

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 10.10

Unstiffened element limiting slenderness (λr) -- 17.41 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 29.06

Stiffened element limiting slenderness (λr) -- 46.33 Table.B4.1a.Case5

Factored flexural buckling strength(φPn33): [Kip] 57.58 Cl.E3

Unbraced length (L33) [ft] 12.50 Cl.E2

Effective slenderness ((KL/r)33) -- 61.69 Cl.E2

Elastic critical buckling stress (Fe33) [Kip/in2] 75.21 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 2.52

Critical stress for flexural buckling (Fcr33) [Kip/in2] 25.39 Eq.E3-2

Nominal flexural buckling strength (Pn33) [Kip] 63.98 Eq.E3-1

Compression in the minor axis 22

Ratio : 0.00

Capacity : 19.98 [Kip] Reference : Cl.E3

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 10.10

Unstiffened element limiting slenderness (λr) -- 17.41 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 29.06

Stiffened element limiting slenderness (λr) -- 46.33 Table.B4.1a.Case5

Factored flexural buckling strength(φPn22): [Kip] 19.98 Cl.E3

Unbraced length (L22) [ft] 12.50 Cl.E2

Effective slenderness ((KL/r)22) -- 168.80 Cl.E2

Elastic critical buckling stress (Fe22) [Kip/in2] 10.05 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 2.52

Critical stress for flexural buckling (Fcr22) [Kip/in2] 8.81 Eq.E3-3

Nominal flexural buckling strength (Pn22) [Kip] 22.20 Eq.E3-1

Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 46.97 Cl.E4

Unbraced length (L11) [ft] 12.50 Cl.E2

Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 33.89 Eq.E4-2

Effective area of the cross section based on the effective width (A... [in2] 2.52

Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 20.71 Eq.E3-2

Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 52.19 Eq.E4-1

Flexural Design

Bending about major axis, M33

Ratio : 0.62

Capacity : 11.78 [Kip*ft] Reference : Cl.F2.2

Demand : -7.35 [Kip*ft] Ctrl Eq. : D2 at 50.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 10.10

Limiting slenderness for noncompact unstiffened element (λr) -- 31.09

Limiting slenderness for compact unstiffened element (λp) -- 11.81

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 29.06

Limiting slenderness for noncompact stiffened element (λr) -- 177.22

Limiting slenderness for compact stiffened element (λp) -- 116.90

Factored yielding strength(φMn): [Kip*ft] 12.89 Cl.F2.1

Yielding (Mn) [Kip*ft] 14.33 Eq.F2-1

Factored lateral-torsional buckling strength(φMn): [Kip*ft] 11.78 Cl.F2.2

Limiting laterally unbraced length for yielding (Lp) [ft] 4.05 Eq.F2-5

Page7

Effective radius of gyration used in the determination of Lr (r ts) [in] 1.05 Eq.F2-7

Lateral-torsional factor (c) -- 1.00 Eq.F2-8a

Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 13.66 Eq.F2-6

Lateral-torsional buckling modification factor (Cb) -- 1.00 Eq.F1-1

Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 13.09 Eq.F2-2

Bending about minor axis, M22

Ratio : 0.00

Capacity : 3.51 [Kip*ft] Reference : Cl.F6.1

Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 10.10

Limiting slenderness for noncompact unstiffened element (λr) -- 31.09

Limiting slenderness for compact unstiffened element (λp) -- 11.81

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 29.06

Limiting slenderness for noncompact stiffened element (λr) -- 177.22

Limiting slenderness for compact stiffened element (λp) -- 116.90

Factored yielding strength about a geometric axis(φMn): [Kip*ft] 3.51 Cl.F6.1

Yielding (Mn) [Kip*ft] 3.90 Eq.F6-1

Shear Design

Shear in major axis 33

Ratio : 0.00

Capacity : 24.89 [Kip] Reference : Cl.G1

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 24.89 Cl.G1

Web buckling coefficient (kv) -- 1.20 Cl.G6

Web buckling coefficient (Cv) -- 1.00 Eq.G2-9

Nominal shear strength (Vn) [Kip] 27.66 Eq.G6-1

Shear in minor axis 22

Ratio : 0.13

Capacity : 17.82 [Kip] Reference : Cl.G1

Demand : 2.35 [Kip] Ctrl Eq. : D2 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 17.82 Cl.G1

Web buckling coefficient (kv) -- 5.34 Eq.G2-5

Web buckling coefficient (Cv) -- 1.00 -

Nominal shear strength (Vn) [Kip] 17.82 Eq.G2-1

Combined Actions Design

Page8

Combined flexure and axial

Ratio : 0.62

Ctrl Eq. : D2 at 50.00% Reference : Eq.H1-1b

Intermediate results Unit Value Reference

Interaction of flexure and axial force: -- 0.62 Eq.H1-1b

Available flexural strength about strong axis (Mc33) [Kip*ft] 11.78 Cl.H1.1

Available flexural strength about weak axis (Mc22) [Kip*ft] 3.51 Cl.H1.1

Available axial strength (Pc) [Kip] 68.04 Cl.H1.1

Page9

Current Date: 1/8/2024 10:48 AM

Units system: English

File name: W:\20230410\03_Production\05_Stru\Calcs\Existing Corridor Beam.rcb

Design Results Continuous Beam

Design code AISC 360-2016 LRFD

General Information

Spans:

Span Span length Section Material

[ft]

1 6.00 W 6X8.5 A7

Nodes:

Distance Restraint Tx Ty Rz

[ft]

0.00 Pinned 1 1 0

6.00 Pinned 1 1 0

Load Conditions

Condition Description Comb. Category Duration Self Weight

DL Dead Load No DL -- Yes

LL Live Load No LL -- --

S1 DL Yes Service -- Yes

S2 0.6DL+0.6LL Yes Service -- Yes

D1 1.4DL Yes Design -- Yes

D2 0.9DL+LL Yes Design -- Yes

Page1

EXISTING CORRIDOR BEAM

EVALUATION FOR GRAVITY LOADING

[ft] [ft] [Kip/ft] [Kip/ft]

DL 1 0.00 6.00 -1.38 -1.38

LL 1 0.00 6.00 -1.25 -1.25

Loads summary

[Kip] [Kip] [Kip*ft]

1 D1 0.00 5.81 0.00

2 D1 0.00 5.81 0.00

1 D2 0.00 7.49 0.00

2 D2 0.00 7.49 0.00

1 Min. 0.00 5.81 0.00

2 Min. 0.00 5.81 0.00

1 Max. 0.00 7.49 0.00

2 Max. 0.00 7.49 0.00

Member forces and inflection points

Station Condition Distance Shear V Moment M

[%] [ft] [Kip] [Kip*ft]

0 D1 0.00 5.81 0.00

50 D1 3.00 0.00 8.72

100 D1 6.00 -5.81 0.00

0 D2 0.00 7.49 0.00

50 D2 3.00 0.00 11.23

100 D2 6.00 -7.49 0.00

Critical deflections

Condition Span Distance @ Deflection Allowable

[ft] [%] [in] f(L) [in]

S1 1 3.00 50.00 0.10012 (L/719) 0.20000

S2 1 3.00 50.00 0.11435 (L/630) 0.20000

Envelopes

M33 bending moment:

V2 shear forces:

Forces [Kip], Length [ft]

Vertical Translation

Deflection [in], Length [ft]

Design

Span : 1 (W 6X8.5_A7) - OK

Section information

Section name: W 6X8.5 (US)

Dimensions bf = 3.940 [in] Width d = 5.830 [in] Depth k = 0.445 [in] Distance k k1 = 0.500 [in] Distance k1 tf = 0.195 [in] Flange thickness tw = 0.170 [in] Web thickness

Properties Unit Major axis Minor axis

Gross area of the section. (Ag) [in2] 2.520

Moment of Inertia (local axes) (I) [in4] 14.900 1.990

Moment of Inertia (principal axes) (I') [in4] 14.900 1.990

Bending constant for moments (principal axis) (J') [in] 0.000 0.000

Radius of gyration (local axes) (r) [in] 2.432 0.889

Radius of gyration (principal axes) (r') [in] 2.432 0.889

Saint-Venant torsion constant. (J) [in4] 0.033

Section warping constant. (Cw) [in6] 15.800

Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000

Top elastic section modulus of the section (local axis) (Ssup) [in3] 5.100 1.010

Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 5.100 1.010

Top elastic section modulus of the section (principal axis) (S'sup) [in3] 5.100 1.010

Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 5.100 1.010

Plastic section modulus (local axis) (Z) [in3] 5.730 1.560

Plastic section modulus (principal axis) (Z') [in3] 5.730 1.560

Polar radius of gyration. (ro) [in] 2.589

Area for shear (Aw) [in2] 1.540 0.990

Torsional constant. (C) [in3] 0.147

Material : A7

Properties Unit Value

Yield stress (Fy): [Kip/in2] 30.00

Tensile strength (Fu): [Kip/in2] 60.00

Elasticity Modulus (E): [Kip/in2] 29000.00

Shear modulus for steel (G): [Kip/in2] 11153.85

Design Criteria

Description Unit Value

Length for tension slenderness ratio (L) [ft] 6.00

Distance between member lateral bracing points

Length (Lb) [ft]

Top Bottom

0.00 12.50

Laterally unbraced length

Length [ft] Effective length factor

Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

6.00 6.00 6.00 1.0 1.0 1.0

Additional assumptions

Continuous lateral torsional restraint No

Tension field action No

Continuous flexural torsional restraint No

Effective length factor value type None

Major axis frame type Sway

Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.00

Capacity : 68.04 [Kip] Reference : Cl.D2

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(φPn): [Kip] 68.04 Cl.D2

Nominal axial tension capacity (Pn) [Kip] 75.60 Eq.D2-1

Axial Compression Design

Compression in the major axis 33

Ratio : 0.00

Capacity : 65.47 [Kip] Reference : Cl.E3

Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 10.10

Unstiffened element limiting slenderness (λr) -- 17.41 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 29.06

Stiffened element limiting slenderness (λr) -- 46.33 Table.B4.1a.Case5

Factored flexural buckling strength(φPn33): [Kip] 65.47