J-1d Structural Design Analysis - Final Submittal.pdf

STRUCTURAL DESIGN

ANALYSIS

AIRPORT TRAFFIC CONTROL TOWER

HVAC REPLACEMENT

AND FIRE ALARM UPGRADE

FAA-RDU-1303936

April 2022

Raleigh-Durham International Airport Raleigh, North Carolina

Prepared by:

WILEY WILSON

5901 Peachtree Dunwoody Rd.

Building “C” | Suite 515 Atlanta, GA 30328 cknight Stamp cknight Stamp

THIS PAGE INTENTIONALLY LEFT BLANK

DESIGN CALCULATIONS

Design Loads: All Buildings

1. Occupancy Category: IV (ASCE 7-16, Table 1.5-1)

2. Structure Dead Load:

Base Building Roof

Fully Adhered Membrane Roof 2 psf

Rigid Insulation (6" - min) 3 psf

Misc Lighting/Ceiling Grid 5 psf

Suspended Electrical/Mechanical 10 psf

5 psf

25 psf

4. Roof Live Loads (unreducible):

Base (Minimum) Roof Live Load 20 psf (IBC chap 16)

5. Snow Loads:

Ground Snow (pg) 15 psf

Flat Roof Snow Load pf = 0.7CeCtIspg = 14 psf

(ASCE 7-16, Equation 7.3-1)

Minimum snow load for pg < 20 psf pm = Ispg = 18 psf < Controls (ASCE 7-16, Section 7.3.4)

Snow Exposure Factor (Ce) (ASCE 7-16, Table 7.3-1)

For Terrain Category C, and partially exposed roof)

Raleigh HVAC & Fire Alarm

JCN #: 1303936

WW Comm. # -220097

Design Criteria

Mar-22

1.0

[loadings indicated do not include structure self weight, it only includes superimposed loadings]

(ASCE 7-16, Figure 7-1 - Durham County)

Metal Deck

Total Base Bldg Roof Dead Loading

Project: EYW ATCT Modernization andCab Replacement

By SNG Checked RAB Date 3/29/2021

Comm No: 219193

Sheet No: DC-1

Snow Importance Factor (Is) (ASCE 7-16, Table 1.5-2)

Thermal Factor (Ct) (ASCE 7-16, Table 7.3-2)

Drifting:

2.95 ft hd = ft

98.8 ft

Drift height on mechanical unit: hd,mech = 0.75hd = ft

Snow density: 16 pcf

Drift width: 9.7 ft

Max drift weight: 39 psf

6. Wind Loads

Basic Wind Speed mph (ASCE 7-10, Figure 26.5-1D)

Exposure Category (FAA minimum governing)

See Struware section of the design data for supplemental wind loading calculations.

7. Seismic Loads

Building Risk Category IV (ASCE 7-10, Table 1.5-1)

Seismic Importance Factor (Ie) 1.5 (ASCE 7-10, Table 1.5-2)

Seismic Site Class (from geotechnical report) D

Mapped Spectral Response Accelerations

Ss

S1

Fa

(ASCE 7-10, Table 11.4-1)

MCE

1.6

1.1

C

0.060

1.2

0.119 pdrift = Υhd,mech

Values of Fa as a Function of Site Class and Mapped Short-Period Spectral Acceleration, S s hd/√Is = (0.43(lu) 1/3

(pg + 10) 1/4

) - 1.5 = lu = length up wind of drift =

3.23

Drift is only required along long side of unit due to all other sides of mechanical unit being under 15 feet and therefore the exception of ASCE 7-16, section 7.8.

Υ = 0.13pg + 14 =

2.4199 w = 4hd =

(ASCE 7-16, Figutre 7.6-1)

(ASCE 7-16, Section 7.7)

(ASCE 7-16, Equation 7.7-1)

For structures with cold ventilated roof with a thermal resistance factor greater than R-25

Project: EYW ATCT Modernization andCab Replacement

By SNG Checked RAB Date 3/29/2021

Sheet No: DC-2

7. Seismic Loads (cont.):

Fv

(ASCE 7-10, Table 11.4-2)

SMS = FaSS = (ASCE 7-10, Eq. 11.4-1)

SM1 = FvS1 = (ASCE 7-10, Eq. 11.4-2) 0.144

2.4

1.0

0.8

1.0

0.8

1.0

1.3

1.51.8

Site Class

A

Mapped Spectral Acceleration at Short Periods

0.8

* - Indicates that site-specific geotechnical investigation and dynamic site response analyses is required.

S1 < 0.1

0.8

1.0

0.8

0.9

1.7

2.4

S1 = 0.4

* - Indicates that site-specific geotechnical investigation and dynamic site response analyses is required.

Per code straight line interpolation may be used for values which fall in between values indicated above

1.6

2.0

C

D

1.4

S1 > 0.5

0.8

1.0

0.190

E

E 1.7

B

D

1.2

2.4

3.5 2.4

**F

S1 = 0.2 S1 = 0.3

B 1.0

1.2

3.2

2.8

1.5

C

Ss=1.00 Ss>1.25Ss<0.25

0.8

1.0

1.0

Ss=0.75

0.8

1.0

A

Site Class

Mapped Spectral Acceleration at Short Periods

Ss=0.5

0.8

1.0

Per code straight line interpolation may be used for values which fall in between values indicated above

0.8

1.0

1.2

1.6

1.1

1.2

Values of Fv as a Function of Site Class and Mapped Short-Period Spectral Acceleration, S s

1.4

1.6

2.5

1.1

F

1.0

1.0

0.9

Project: EYW ATCT Modernization andCab Replacement

By SNG Checked RAB Date 3/29/2021

Sheet No: DC-3

7. Seismic Loads (cont.):

SDS = 2/3(SMS) = (ASCE 7-10, Eq. 11.4-3)

SD1 = 2/3(SM1) = (ASCE 7-10, Eq. 11.4-4)

Seismic Design Category

Per ASCE 7-10, Tables 11.6-1 & 11.6-2

MCE Loadings - C

8 Temperature:

Structural Materials & Stresses

Structural Steel (Wide Flanges): ASTM A992 (Fy =50 ksi, Fu = 65 ksi)

ASTM A36 (Fy = 36 ksi, Fu = 58 ksi)

Structural Tubing: ASTM A500 (Fy =46 ksi, Fu = 58 ksi)

Steel Pipe:

Structural & Anchor Bolts: ASTM F1554 (Fy = 50 ksi, Fu = 65 ksi)

Cracked concrete provisions used for all embedded anchor design calculations.

Welding Electrodes: E70 Series

Publications:

International Building Code (IBC, 2018)

Steel Deck Institute (SDI, SDI Diaphragm Design Manual, 4th edition No. DDM04)

American Institute of Steel Construction (AISC) Steel Construction Manual, 14th Edition

American Iron & Steel Institute, 2012 Edition

0.127

0.096

All steel and roof deck has insulation on the exterior side, therefore while some temperature variance will occur, it will be limited. Therefore the stress caused by expansion and contraction of the steel elements will be minimized.

Mechanical systems connections will only be evaluated under the provisions of ASCE 7-16, Chapter 13. This is due to a direct replacement of mechanical systems therefore the overall seismic weight is not changed by a significant margin in order to require a reevaluation of the entire structure.

Structural Steel (Miscellaneous: Channels, Angles)

A53 Table E or S (Fy = 35 ksi, Fu = 58 ksi)

American Society of Civil Engineers (ASCE 7-16, Minimum Design Loads for Buildings and Other Structures)

Project: EYW ATCT Modernization andCab Replacement

By SNG Checked RAB Date 3/29/2021

Sheet No: DC-4

ASCE 7 Hazards Report Address:

RDU

Standard: ASCE/SEI 7-16

Risk Category: IV

Soil Class: D - Stiff Soil

Elevation: 412.67 ft (NAVD 88)

Latitude:

Longitude:

35.87946

-78.7871

Wind

Results:

Wind Speed 127 Vmph

10-year MRI 75 Vmph

25-year MRI 84 Vmph

50-year MRI 90 Vmph

100-year MRI 96 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1D and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Tue Mar 29 2022

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 1.6% probability of exceedance in 50 years (annual exceedance probability = 0.00033, MRI = 3,000 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 4https://asce7hazardtool.online/ Tue Mar 29 2022 https://asce7hazardtool.online/

SS : 0.119

S1 : 0.06

Fa : 1.6

Fv : 2.4

SMS : 0.19

SM1 : 0.144

SDS : 0.127

SD1 : 0.096

TL : 8

PGA : 0.056

PGA M : 0.09

FPGA : 1.6

Ie : 1.5

Cv : 0.7

Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

Site Soil Class:

Results:

Seismic Design Category

D - Stiff Soil

C

Data Accessed: Tue Mar 29 2022

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 4https://asce7hazardtool.online/ Tue Mar 29 2022

Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 1.50 in.

Concurrent Temperature: 15 F

Gust Speed 30 mph

Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8

Tue Mar 29 2022

Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.

Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Snow

Results:

Ground Snow Load, p : 15 lb/ftg

Elevation: 412.7 ft

Data Source: ASCE/SEI 7-16, Table 7.2-8

Date Accessed: Tue Mar 29 2022

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Page 3 of 4https://asce7hazardtool.online/ Tue Mar 29 2022

Rain

Results:

Data Source:

Date Accessed:

15-minute Precipitation Intensity: 5.81 in./h

60-minute Precipitation Intensity: 3.07 in./h

NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/)

Tue Mar 29 2022

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;

or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.

Page 4 of 4https://asce7hazardtool.online/ Tue Mar 29 2022 https://www.nws.noaa.gov/oh/hdsc/

3/9/2021 U.S. Seismic Design Maps https://seismicmaps.org 1/3

RDU HVAC

Raleigh-Durham International Airport (RDU), John Brantley Blvd, Morrisville, NC

27560, USA

Latitude, Longitude: 35.88007899999999, -78.7879963

Date 3/9/2021, 9:04:05 AM

Design Code Reference Document ASCE7-16

Risk Category IV

Site Class D - Default (See Section 11.4.3)

Type Value Description SS 0.119 MCER ground motion. (for 0.2 second period)

S1 0.06 MCER ground motion. (for 1.0s period)

SMS 0.19 Site-modified spectral acceleration value

SM1 0.144 Site-modified spectral acceleration value

SDS 0.127 Numeric seismic design value at 0.2 second SA

SD1 0.096 Numeric seismic design value at 1.0 second SA

Type Value Description SDC C Seismic design category

Fa 1.6 Site amplification factor at 0.2 second

Fv 2.4 Site amplification factor at 1.0 second

PGA 0.056 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.09 Site modified peak ground acceleration

TL 8 Long-period transition period in seconds

SsRT 0.119 Probabilistic risk-targeted ground motion. (0.2 second)

SsUH 0.13 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration

SsD 1.5 Factored deterministic acceleration value. (0.2 second)

S1RT 0.06 Probabilistic risk-targeted ground motion. (1.0 second)

S1UH 0.067 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.

S1D 0.6 Factored deterministic acceleration value. (1.0 second)

PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) https://seismicmaps.org 2/3

Type Value Description

CRS 0.912 Mapped value of the risk coefficient at short periods

CR1 0.898 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 3/3

DISCLAIMER

While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application 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. SEAOC / OSHPD do 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 seismic data 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 search results of this website.

Company JOB TITLE RDU Mechanical Check

Address City, State JOB NO. 220079 SHEET NO.

Phone CALCULATED BY SNG DATE 3/29/22

CHECKED BY RAB DATE 3/29/22

CS2018 Ver 2020.03.10 www.struware.com

STRUCTURAL CALCULATIONS

FOR

RDU Mechanical Check

City, State JOB NO. 220079 SHEET NO.

Phone CALCULATED BY SNG DATE 3/29/22

CHECKED BY RAB DATE 3/29/22

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = B

Risk Category & Importance Factors:

Risk Category = IV

Wind factor = 1.00

Snow factor = 1.20

Seismic factor = 1.50

Type of Construction:

Fire Rating:

Roof = 0.0 hr

Floor = 0.0 hr

Building Geometry:

Roof angle (θ) 0.25 / 12 1.2 deg

Building length (L) 185.0 ft

Least width (B) 91.5 ft

Mean Roof Ht (h) 15.0 ft

Parapet ht above grd 17.0 ft

Minimum parapet ht 2.0 ft

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

Floor:

Typical Floor 40 psf

Partitions 15 psf

Lobbies & first floor corridors 100 psf

Corridors above first floor 80 psf

Balconies (1.5 times live load) 60 psf

International Building Code 2018

Business

City, State JOB NO. 220079 SHEET NO.

Phone CALCULATED BY SNG DATE 3/29/22

CHECKED BY RAB DATE 3/29/22

Wind Loads : ASCE 7- 16

Ultimate Wind Speed 127 mph Nominal Wind Speed 98.4 mph Risk Category IV Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18

Directionality (Kd) 0.85

Kh case 1 0.849

Kh case 2 0.849

Type of roof Monoslope

Topographic Factor (Kzt)

Topography Flat

Hill Height (H) 80.0 ft

Half Hill Length (Lh) 100.0 ft

Actual H/Lh = 0.80

Use H/Lh = 0.50

Modified Lh = 160.0 ft

From top of crest: x = 50.0 ft

Bldg up/down wind? downwind

H/Lh= 0.50 K1 = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.09 K3 = 1.000

At Mean Roof Ht:

Kzt = (1+K1K2K3)^2 = 1.00

Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second).

h = 15.0 ft If building h/B>4 then may be flexible and should be investigated.

B = 91.5 ft h/B = 0.16 Rigid structure (low rise bldg) /z (0.6h) = 15.0 ft

G = 0.85 Using rigid structure default

Rigid Structure Flexible or Dynamically Sensitive Structure ē = 0.20 34Natural Frequency (η1) = 0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin = 15 ft /b = 0.65 c = 0.20 /α = 0.15 gQ, gv = 3.4 Vz = 107.2

Lz = 427.1 ft N1 = 0.00

Q = 0.89 Rn = 0.000

Iz = 0.23 Rh = 28.282 η = 0.000 h = 15.0 ft

G = 0.87 use G = 0.85 RB = 28.282 η = 0.000

RL = 28.282 η = 0.000 gR = 0.000

R = 0.000

Gf = 0.000

Enclosure Classification

Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller

City, State JOB NO. 220079 SHEET NO.

Phone CALCULATED BY SNG DATE 3/29/22

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Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings

Kz = Kh (case 1) = 0.85 Edge Strip (a) = 6.0 ft Base pressure (qh) = 29.8 psf End Zone (2a) = 12.0 ft

GCpi = +/-0.18 Zone 2 length = 37.5 ft

Wind Pressure Coefficients

CASE A CASE B

Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi

1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47

1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61

Ultimate Wind Surface Pressures (psf)

1 17.3 6.6 -8.0 -18.8 2 -15.2 -25.9 -15.2 -25.9 3 -5.7 -16.4 -5.7 -16.4 4 -3.3 -14.0 -8.0 -18.8 5 17.3 6.6 6 -3.3 -14.0

1E 23.5 12.8 -8.9 -19.7 2E -26.5 -37.2 -26.5 -37.2 3E -10.4 -21.2 -10.4 -21.2 4E -7.4 -18.2 -8.9 -19.7 5E 23.5 12.8 6E -7.4 -18.2

Parapet Windward parapet = 45.9 psf (GCpn = +1.5) Windward roof

Leeward parapet = -30.6 psf (GCpn = -1.0) overhangs = 20.9 psf (upward) add to windward roof pressure

Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 20.6 psf

Roof -9.5 psf ** End Zone: Wall 31.0 psf

Roof -16.1 psf **

Longitudinal direction (parallel to L) Interior Zone: Wall 20.6 psf

End Zone: Wall 31.0 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames).

The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof.

θ = 1.2 deg

City, State JOB NO. 220079 SHEET NO.

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NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.

Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case.

NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.

Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case.

ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones

ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones

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Ultimate Wind Pressures

Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) = 0.85 h = 15.0 ft 0.2h = 3.0 ft

Base pressure (qh) = 29.8 psf 0.6h = 9.0 ft

Minimum parapet ht = 2.0 ft GCpi = +/-0.18

Roof Angle (θ) = 1.2 deg qi = qh = 29.8 psf

Type of roof = Monoslope

Roof Surface Pressure (psf) User input

Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 25 sf 192 sf

Negative Zone 1 -56 -52.3 -47.4 -43.7 -40.0 -37.1 -35.2 -35.2 -51.1 -40.3 Negative Zone 1' -32.2 -32.2 -32.2 -32.2 -27.7 -24.1 -21.8 -17.3 -32.2 -28.0 Negative Zone 2 -73.9 -69.1 -62.9 -58.1 -53.4 -49.5 -47.1 -47.1 -67.6 -53.6 Negative Zone 3 -100.7 -91.2 -78.6 -69.1 -59.6 -52.0 -47.1 -47.1 -88.1 -60.2

Positive All Zones 16 16 16 16 16.0 16.0 16.0 16.0 16.0 16.0

Overhang Zone 1&1' -50.6 -49.8 -48.6 -47.7 -40.0 -33.8 -29.8 -29.8 -49.5 -40.4 Overhang Zone 2 -68.5 -62.2 -53.8 -47.5 -41.1 -36.0 -32.8 -32.8 -60.2 -41.5 Overhang Zone 3 -95.3 -84.3 -69.6 -58.5 -47.4 -38.5 -32.8 -32.8 -80.7 -48.1

Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0

Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 5.4 psf)

Parapet qp = 30.6 psf Surface Pressure (psf) User input

Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A: Zone 2 : 97.9 91.5 83.2 76.8 70.5 62.1 83.2

Zone 3 : 125.4 114.2 99.4 88.1 76.9 62.1 99.4

CASE B : Interior zone : -57.8 -54.9 -51.0 -48.1 -45.2 -41.3 -51.0 Corner zone : -66.1 -61.7 -55.9 -51.5 -47.1 -41.3 -55.9 wall a = 6.0 ft

Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf

Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -34.9 -30.1 -28.7 -26.8 -34.9 -28.7 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -42.9 -33.4 -30.6 -26.8 -42.9 -30.6

Positive Zone 4 & 5 1.08 0.92 0.87 0.81 32.2 27.4 26.0 24.1 32.2 26.0

Note: GCp reduced by 10% due to roof angle <= 10 deg.

User input

City, State JOB NO. 220079 SHEET NO.

Phone CALCULATED BY SNG DATE 3/29/22

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Location of C&C Wind Pressure Zones - ASCE 7-16

Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90' Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'

Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27°

10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90'

Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90'

Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90'

City, State JOB NO. 220079 SHEET NO.

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Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures

Building (L) = 185.0 ft

Building (B) = 91.5 ft

Directionality (Kd) = 0.85

Rooftop Structures & Equipment #1

Equipment length parallel to L = 8.0 ft

Equipment length parallel to B = 5.0 ft

Height of equipment = 10.0 ft Base pressure (qh) = 29.8 psf

10.0

Vertical wind pressure Wind normal to building B Wind normal to building L

Ar = 40.0 sf Af = 50.0 sf Af = 80.0 sf

GCr = 1.500 GCr = 1.90 GCr = 1.90

F = qhGCr Ar = 44.7 Ar (psf) F = qhGCr Af = 56.6 Af (psf) F = qhGCr Af = 56.6 Af (psf)

Fv = 1.8 kips Fh = 2.8 kips Fh = 4.5 kips

Rooftop Structures & Equipment #2

Equipment length parallel to L = 15.0 ft

Equipment length parallel to B = 10.0 ft

Height of equipment = 10.0 ft Base pressure (qh) = 29.8 psf

10.0

Vertical wind pressure Wind normal to building B Wind normal to building L

Ar = 150.0 sf Af = 100.0 sf Af = 150.0 sf

GCr = 1.500 GCr = 1.90 GCr = 1.90

F = qhGCr Ar = 44.7 Ar (psf) F = qhGCr Af = 56.6 Af (psf) F = qhGCr Af = 56.6 Af (psf)

Fv = 6.7 kips Fh = 5.7 kips Fh = 8.5 kips

Attached Canopies on Buildings with h ≤ 60 ft (ASCE 7-16 procedure)

Mean roof eave height (he) = 30.0 ft hc/he = 0.50 Base pressure (qh) = 29.8 psf

Mean Canopy roof height (hc) = 15.0 ft

C&C Surface Pressure (psf) User input

Area 10 sf 20 sf 50 sf 100 sf 75 sf

Separate Individual Surfaces:

Upper surface negative pressure -33.7 -32.3 -28.2 -21.5 -24.8

Lower surface negative pressure -23.8 -23.3 -21.8 -19.4 -20.6

Upper or Lower surface pos pressure 23.8 23.2 21.2 17.9 19.5

Combined Upper & Lower Surfaces (net):

Negative pressure -26.1 -25.4 -23.2 -19.7 -21.4

Positive pressure 26.1 25.3 22.8 18.8 20.8

"JOIST.xls" Program

Version 1.6

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - CU-1 Subject: 24H9 - D+L

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 359 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 125 38.3300 125 #1: 4.2500 167

#2: 0.0000 50 38.3300 50 #2: 9.2500 167

#3: 0.0000 50 4.2500 50 #3: 4.2500 50

#4: 9.2500 50 38.3300 50 #4: 9.2500 50

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

1 of 3 3/29/2022 6:02 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 6880.2 lbs. RR = 6880.2 lbs.

Minimum Design Web Member Shear:

Vw(min) = 1720.059 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 65929.9 ft-lbs @ x = 19.17 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -1.313 in. @ x = 19.17 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/350

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 4463.7 lbs. RR = 4344.5 lbs.

Maximum Moments:

+Mx(max) = 41944.3 ft-lbs @ x = 19.02 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.837 in. @ x = 19.13 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/550

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.678 for Shear @ x = 9.20 ft.

S.R. = 0.651 for Moment @ x = 3.83 ft.

Comments:

2 of 3 3/29/2022 6:02 PM

= curves for original design or capacity loads = curves for new design loads

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

.0

.3

.6

.9

.2

.5

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.1

.4

.7

.0

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Shear Diagram

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20000.0

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Moment Diagram

3 of 3 3/29/2022 6:02 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - CU-1 Subject: 24H9 - D+0.75L+0.45W

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 359 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 125 38.3300 125 #1: 4.2500 167

#2: 0.0000 37.5 38.3300 37.5 #2: 9.2500 167

#3: 0.0000 37.5 4.2500 37.5 #3: 4.2500 50

#4: 9.2500 37.5 38.3300 37.5 #4: 9.2500 50

#5: 0.0000 18 38.3300 18 #5: 4.2500 9.2

#6: 0.0000 18 4.2500 18 #6: 9.2500 9.2

#7: 9.2500 18 38.3300 18 #7: 4.2500 66

#8: #8: 9.2500 66

#9: 4.2500 203.5

Moments: c (ft.) M (ft-lbs) #10: 9.2500 203.5

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 6:02 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 6880.2 lbs. RR = 6880.2 lbs.

Minimum Design Web Member Shear:

Vw(min) = 1720.059 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 65929.9 ft-lbs @ x = 19.17 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -1.313 in. @ x = 19.17 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/350

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 5111.1 lbs. RR = 4648.7 lbs.

Maximum Moments:

+Mx(max) = 45784.0 ft-lbs @ x = 18.63 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.917 in. @ x = 19.03 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/501

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.764 for Shear @ x = 3.83 ft.

S.R. = 0.752 for Moment @ x = 3.83 ft.

2 of 3 3/29/2022 6:02 PM

= curves for original design or capacity loads = curves for new design loads

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

.0

.3

.6

.9

.2

.5

.8

.1

.4

.7

.0

.3

.6

.9

.2

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(l b s x (ft.)

Shear Diagram

-10000.0

0.0

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20000.0

30000.0

40000.0

50000.0

60000.0

70000.0

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M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 6:02 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - CU-2 & AHU-2 Subject: 24H9 - D+L

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 359 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 125 38.3300 125 #1: 4.7500 130

#2: 0.0000 50 38.3300 50 #2: 7.4000 130

#3: 0.0000 50 4.7500 50 #3: 9.4000 144

#4: 7.4000 50 38.3300 50 #4: 11.9000 144

#5: #5: 4.7500 50

#6: #6: 7.4000 50

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 5:57 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 6880.2 lbs. RR = 6880.2 lbs.

Minimum Design Web Member Shear:

Vw(min) = 1720.059 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 65929.9 ft-lbs @ x = 19.17 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -1.313 in. @ x = 19.17 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/350

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 4711.5 lbs. RR = 4428.2 lbs.

Maximum Moments:

+Mx(max) = 43575.5 ft-lbs @ x = 18.65 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.872 in. @ x = 19.05 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/528

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.703 for Shear @ x = 4.60 ft.

S.R. = 0.693 for Moment @ x = 4.60 ft.

2 of 3 3/29/2022 5:57 PM

= curves for original design or capacity loads = curves for new design loads

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

.0

.3

.6

.9

.2

.5

.8

.1

.4

.7

.0

.3

.6

.9

.2

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(l b s x (ft.)

Shear Diagram

-10000.0

0.0

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20000.0

30000.0

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M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 5:57 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - CU-2 & AHU 2 Subject: 24H9 - D + 0.75L + 0.45W

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 359 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 125 38.3300 125 #1: 4.7500 130

#2: 0.0000 37.5 38.3300 37.5 #2: 7.4000 130

#3: 0.0000 37.5 4.7500 37.5 #3: 9.4000 144

#4: 7.4000 37.5 38.3300 37.5 #4: 11.9000 144

#5: 0.0000 18 38.3300 18 #5: 4.7500 50

#6: 0.0000 18 4.7500 18 #6: 7.4000 50

#7: 7.4000 18 38.3300 18 #7: 4.7500 65.93

#8: #8: 7.4000 65.93

#9: 4.7500 165.1

Moments: c (ft.) M (ft-lbs) #10: 7.4000 165.1

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 5:56 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 6880.2 lbs. RR = 6880.2 lbs.

Minimum Design Web Member Shear:

Vw(min) = 1720.059 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 65929.9 ft-lbs @ x = 19.17 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -1.313 in. @ x = 19.17 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/350

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 5298.9 lbs. RR = 4709.9 lbs.

Maximum Moments:

+Mx(max) = 46999.0 ft-lbs @ x = 18.37 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.943 in. @ x = 18.97 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/488

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.806 for Shear @ x = 4.60 ft.

S.R. = 0.786 for Moment @ x = 4.60 ft.

2 of 3 3/29/2022 5:56 PM

= curves for original design or capacity loads = curves for new design loads

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

.0

.3

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.1

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Shear Diagram

-10000.0

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M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 5:56 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - CU-1 + CU-2 Subject: 24H9 - D+L

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 359 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 125 38.3300 125 #1: 4.2500 167

#2: 0.0000 50 38.3300 50 #2: 9.2500 167

#3: 0.0000 50 4.2500 50 #3: 4.2500 50

#4: 9.2500 50 38.3300 50 #4: 9.2500 50

#5: #5: 4.6700 98

#6: #6: 8.6700 98

#7: #7: 4.6700 50

#8: #8: 8.6700 50

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 6:07 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 6880.2 lbs. RR = 6880.2 lbs.

Minimum Design Web Member Shear:

Vw(min) = 1720.059 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 65929.9 ft-lbs @ x = 19.17 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -1.313 in. @ x = 19.17 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/350

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 4708.2 lbs. RR = 4396.0 lbs.

Maximum Moments:

+Mx(max) = 42944.7 ft-lbs @ x = 18.79 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.859 in. @ x = 19.07 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/535

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.699 for Shear @ x = 3.83 ft.

S.R. = 0.691 for Moment @ x = 3.83 ft.

2 of 3 3/29/2022 6:07 PM

= curves for original design or capacity loads = curves for new design loads

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

.0

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.4

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(l b s x (ft.)

Shear Diagram

-10000.0

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3 of 3 3/29/2022 6:07 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - CU-1 + CU-2 Subject: 24H9 - D+0.75L+0.45W

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 359 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 125 38.3300 125 #1: 4.2500 167

#2: 0.0000 37.5 38.3300 37.5 #2: 9.2500 167

#3: 0.0000 37.5 4.2500 37.5 #3: 4.2500 50

#4: 9.2500 37.5 38.3300 37.5 #4: 9.2500 50

#5: 0.0000 18 38.3300 18 #5: 4.2500 9.2

#6: 0.0000 18 4.2500 18 #6: 9.2500 9.2

#7: 9.2500 18 38.3300 18 #7: 4.2500 66

#8: #8: 9.2500 66

#9: 4.2500 203.5

Moments: c (ft.) M (ft-lbs) #10: 9.2500 203.5

#1: #11: 4.6700 147

#2: #12: 8.6700 147

#3: #13: 4.6700 66

#4: #14: 8.6700 66

1 of 3 3/29/2022 6:07 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 6880.2 lbs. RR = 6880.2 lbs.

Minimum Design Web Member Shear:

Vw(min) = 1720.059 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 65929.9 ft-lbs @ x = 19.17 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -1.313 in. @ x = 19.17 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/350

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 5463.0 lbs. RR = 4722.8 lbs.

Maximum Moments:

+Mx(max) = 47255.8 ft-lbs @ x = 18.32 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.950 in. @ x = 18.95 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/484

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.828 for Shear @ x = 3.83 ft.

S.R. = 0.809 for Moment @ x = 3.83 ft.

2 of 3 3/29/2022 6:07 PM

= curves for original design or capacity loads = curves for new design loads

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

.0

.3

.6

.9

.2

.5

.8

.1

.4

.7

.0

.3

.6

.9

.2

.5

.8

S h e a r

(l b s x (ft.)

Shear Diagram

-10000.0

0.0

10000.0

20000.0

30000.0

40000.0

50000.0

60000.0

70000.0

.0

.3

.6

.9

.2

.5

.8

.1

.4

.7

.0

.3

.6

.9

.2

.5

.8

M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 6:07 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - RTU 1 Subject: 10K1 - D + L

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 7.6700 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 550 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 137.5 7.6700 137.5 #1: 2.2500 352

#2: 0.0000 55 7.6700 55 #2: 7.1700 352

#3: 0.0000 55 2.2500 55 #3: 2.2500 50

#4: 7.1700 55 7.6700 55 #4: 7.1700 50

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 5:32 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 2109.3 lbs. RR = 2109.3 lbs.

Minimum Design Web Member Shear:

Vw(min) = 527.3125 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 4044.5 ft-lbs @ x = 3.84 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.003 in. @ x = 3.84 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/28523

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 1155.0 lbs. RR = 1276.7 lbs.

Maximum Moments:

+Mx(max) = 2072.2 ft-lbs @ x = 3.27 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.002 in. @ x = 3.76 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/54931

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.672 for Shear @ x = 2.15 ft.

S.R. = 0.615 for Moment @ x = 7.21 ft.

2 of 3 3/29/2022 5:32 PM

= curves for original design or capacity loads = curves for new design loads

-2500.0

-2000.0

-1500.0

-1000.0

-500.0

0.0

500.0

1000.0

1500.0

2000.0

2500.0

.0

.4

.9

.3

.8

.3

.7

.2

.6

.1

.6

.0

.5

.9

.4

.9

.3

S h e a r

(l b s x (ft.)

Shear Diagram

-500.0

0.0

500.0

1000.0

1500.0

2000.0

2500.0

3000.0

3500.0

4000.0

4500.0

.0

.4

.9

.3

.8

.3

.7

.2

.6

.1

.6

.0

.5

.9

.4

.9

.3

M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 5:32 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - RTU 1 Subject: 10K1 - D+0.75L+0.45W

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 7.6700 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 550 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 137.5 7.6700 137.5 #1: 2.2500 352

#2: 0.0000 41.3 7.6700 41.3 #2: 7.1700 352

#3: 0.0000 41.3 2.2500 41.3 #3: 2.2500 50

#4: 7.1700 41.3 7.6700 41.3 #4: 7.1700 50

#5: 0.0000 19.8 7.6700 19.8 #5: 2.2500 247.2

#6: 0.0000 19.8 2.2500 19.8 #6: 7.1700 247.2

#7: 7.1700 19.8 7.6700 19.8 #7: 2.2500 56.5

#8: #8: 7.1700 56.5

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 5:49 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 2109.3 lbs. RR = 2109.3 lbs.

Minimum Design Web Member Shear:

Vw(min) = 527.3125 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 4044.5 ft-lbs @ x = 3.84 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.003 in. @ x = 3.84 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/28523

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 1424.6 lbs. RR = 1678.1 lbs.

Maximum Moments:

+Mx(max) = 2593.6 ft-lbs @ x = 2.93 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.002 in. @ x = 3.76 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/44243

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.934 for Shear @ x = 2.15 ft.

S.R. = 0.816 for Moment @ x = 7.21 ft.

2 of 3 3/29/2022 5:49 PM

= curves for original design or capacity loads = curves for new design loads

-2500.0

-2000.0

-1500.0

-1000.0

-500.0

0.0

500.0

1000.0

1500.0

2000.0

2500.0

.0

.4

.9

.3

.8

.3

.7

.2

.6

.1

.6

.0

.5

.9

.4

.9

.3

S h e a r

(l b s x (ft.)

Shear Diagram

-500.0

0.0

500.0

1000.0

1500.0

2000.0

2500.0

3000.0

3500.0

4000.0

4500.0

.0

.4

.9

.3

.8

.3

.7

.2

.6

.1

.6

.0

.5

.9

.4

.9

.3

M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 5:49 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - RTU 2 Subject: 10K1 - D + L

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 14.8300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 358 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 135.5 14.8300 135.5 #1: 3.3300 258

#2: 0.0000 54.2 3.3000 54.2 #2: 10.7400 258

#3: 0.0000 54.2 14.8300 54.2 #3: 3.3300 50

#4: 10.7400 54.2 14.8300 54.2 #4: 10.7400 50

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 5:27 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 2654.6 lbs. RR = 2654.6 lbs.

Minimum Design Web Member Shear:

Vw(min) = 663.6425 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 9841.8 ft-lbs @ x = 7.42 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.029 in. @ x = 7.42 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/6063

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 1919.9 lbs. RR = 1909.9 lbs.

Maximum Moments:

+Mx(max) = 6733.8 ft-lbs @ x = 7.55 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.021 in. @ x = 7.44 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/8651

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 0.761 for Shear @ x = 10.97 ft.

S.R. = 0.735 for Moment @ x = 3.26 ft.

2 of 3 3/29/2022 5:27 PM

= curves for original design or capacity loads = curves for new design loads

-3000.0

-2000.0

-1000.0

0.0

1000.0

2000.0

3000.0

.0

.8

.7

.6

.5

.4

.3

.2

.1

.0

.9

.7

.6

.5

.4

.3

.2

S h e a r

(l b s x (ft.)

Shear Diagram

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

10000.0

12000.0

.0

.8

.7

.6

.5

.4

.3

.2

.1

.0

.9

.7

.6

.5

.4

.3

.2

M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 5:27 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - RTU 2 Subject: 10K1 - D + 0.75L + 0.45W

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 14.8300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 358 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6:

#7: #7:

#8: #8:

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

#15:

New Design Loads:

Full Uniform:

w = 0 plf

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: 0.0000 135.5 14.8300 135.5 #1: 3.3300 258

#2: 0.0000 40.65 14.8300 40.65 #2: 10.7400 258

#3: 0.0000 40.65 3.3300 40.65 #3: 3.3300 50

#4: 10.7400 40.65 14.8300 40.65 #4: 10.7400 50

#5: 0.0000 19.5 14.8300 19.5 #5: 3.3300 183.4

#6: 0.0000 19.5 3.3300 19.5 #6: 10.7400 183.4

#7: 10.7400 19.5 14.8300 19.5 #7: 3.3300 117.6

#8: #8: 10.7400 117.6

#9:

Moments: c (ft.) M (ft-lbs) #10:

#1: #11:

#2: #12:

#3: #13:

#4: #14:

1 of 3 3/29/2022 5:50 PM

Results of Joist Analysis:

Original Design or Capacity Loads:

End Reactions:

RL = 2654.6 lbs. RR = 2654.6 lbs.

Minimum Design Web Member Shear:

Vw(min) = 663.6425 lbs. (25% of maximum end reaction for K-series and LH-series joists per SJI Spec's.)

Maximum Moments:

+Mx(max) = 9841.8 ft-lbs @ x = 7.42 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.029 in. @ x = 7.42 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/6063

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

New Design Loads:

End Reactions:

RL = 2302.7 lbs. RR = 2263.1 lbs.

Maximum Moments:

+Mx(max) = 8061.0 ft-lbs @ x = 7.63 ft.

-Mx(max) = 0.0 ft-lbs @ x = 0.00 ft.

*Maximum Deflections:

-∆(max) = -0.025 in. @ x = 7.44 ft.

+∆(max) = 0.000 in. @ x = 0.00 ft.

∆(ratio) = L/7158

*Note: deflections shown above include a 15% increase above the values calculated using traditional

"simple-beam" flexure in order to more closely match actual test results obtained by SJI.

Maximum Stress Ratios:

S.R. = 1.002 for Shear @ x = 10.97 ft.

S.R. = 0.911 for Moment @ x = 3.26 ft.

2 of 3 3/29/2022 5:50 PM

= curves for original design or capacity loads = curves for new design loads

-3000.0

-2000.0

-1000.0

0.0

1000.0

2000.0

3000.0

.0

.8

.7

.6

.5

.4

.3

.2

.1

.0

.9

.7

.6

.5

.4

.3

.2

S h e a r

(l b s x (ft.)

Shear Diagram

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

10000.0

12000.0

.0

.8

.7

.6

.5

.4

.3

.2

.1

.0

.9

.7

.6

.5

.4

.3

.2

M o m e n t (f t-lb s x (ft.)

3 of 3 3/29/2022 5:50 PM

GENERAL STANDARD JOIST ANALYSIS

For Steel Joists Considered as Simple-Span Beams

Subjected to Non-Standard Loads

Job Name: RDU Joist Analysis - RTU 3 Subject: 24H11 - D+L

Job Number: 220079 Originator: SNG Checker: RAB

Input Data: c e

Joist Data: b

Designation = K-series a

Span, L = 38.3300 ft. +P +M we

Modulus, E = 29000000 psi +wb

Inertia, Ix = 526.40 in.^4 +w

Original Design or Capacity Loads: E,I L

Full Uniform: RL x RR w = 421 plf Nomenclature

Start End

Distributed: b (ft.) wb (plf) e (ft.) we (plf) Point Loads: a (ft.) P (lbs.)

#1: #1:

#2: #2:

#3: #3:

#4: #4:

#5: #5:

#6: #6: