Attachment 08 - Structural Calculations.pdf

STRUCTURAL CALCULATIONS

Northern VA Health Care System 500 N. State HWY 89 Prescott AZ, 86313

Construction Documents

Engineer of Record

Cliff Cole

Prepared by:

Timothy P. Thurgood

23116

SLC1 Dunnage Generator Support Frame

Project #:

Wednesday, November 1, 2023

EA Solutions

324 S State Street

SLC, UTPrescott AZ, 86313

Project Name:

City/State:

Replace Steam Boilers Client Name:

Street Number:

City/State

Northern VA Health Care System

500 N. State HWY 89 Street Number:

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 1 of 82

JUNE 6, 2025

Attachment A

WCA Structural Engineering 442 North Main Street Bountiful UT, 84010

1. PG#

2. PG#

3. PG#

4. PG#

Foundation Elements/Boiler

Design Criteria and Scope

Loading

Stairs

Calculation Index

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 2 of 82

1.

Project Information

County

Dead

Boiler 37,000 # Superior Boiler

Dead 20 psf

Live

Live Load 40 psf

Snow

Roof Snow 26 psf

Ground Snow 34 psf

Seismic

SDS 0.344

Wind

Wind Speed 111 mph Ultimate

Wind Pressure 55 psf

= 30 in

= D

= 1500 psf

IBC 2018

Address/City/State/Zip

Area/Subdivision NA

Salt Lake

NA

Min Frost

Site Class

Soil Bearing Pressure

Geotechnical design basis

Description

Dead Load on Platform

Description

Description

Live Load on Platform

Live load on Platform

Ground Snow

Description

Design Short Sprectral Resonse

Gravity Load Parameters

VA Medical

IV

Design Criteria and Scope

Jurisdiction/ Occupancy

Deferred Submittals

Jurisdiction

Building Code

Soil

Use and Occupancy classification

Risk Category

Northern VA Health Care System 500 N. State HWY 89 Prescott AZ, 86313

11/07/2023 Page 3 of 82

Scope

Design/Verify the existing boiler foundation elements to support new boilers. Remove the exsiting north foundation wall and window for install of new boilers. Replace foundation wall and window after install of boiler.

Remove and replace existing mezzanine for install of boilers. Design new steel stair for second entrance. Design new header and window opening to stairs.

11/07/2023 Page 4 of 82

2. Loading

11/07/2023 Page 5 of 82

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

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

Hazards by Location

Search Information

Coordinates: 34.55389376354381, -112.45270965332031

Elevation: 5329 ft

Timestamp: 2023-08-15T18:58:08.313Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 71 mph

MRI 25-Year 77 mph

MRI 50-Year 82 mph

MRI 100-Year 87 mph

Risk Category I 95 mph

Risk Category II 101 mph

Risk Category III 107 mph

Risk Category IV 111 mph

ASCE 7-10

MRI 10-Year 76 mph

MRI 25-Year 84 mph

MRI 50-Year 90 mph

MRI 100-Year 96 mph

Risk Category I 105 mph

Risk Category II 115 mph

Risk Category III-IV 120 mph

ASCE 7-05

ASCE 7-05 Wind Speed 90 mph

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

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

Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE:

For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region.

Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

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

Map data ©2023 Report a map error

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 6 of 82 https://url.avanan.click/v2/___https://hazards.atcouncil.org/contact___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OmU5ZjA6NzVlZDAyZmJmZTM3NmVhNGJmYTUzYzBkOTBiMjIwODgxODg0YWVhN2RjYzNhZTQzZjViZjk3YjkxMTM3OWViMjpwOlQ6Rg https://url.avanan.click/v2/___https://hazards.atcouncil.org/eol___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjljZjk6NTNjOWI4NWQ1ZmU1NTU1OGFjZDc0N2YwZDM5NjAxNDU4NGY1NmUzM2I3MTIwY2ZkNjYyZjU0ODU4ODI0YThmNDpwOlQ6Rg https://url.avanan.click/v2/___https://hazards.atcouncil.org/eol___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjljZjk6NTNjOWI4NWQ1ZmU1NTU1OGFjZDc0N2YwZDM5NjAxNDU4NGY1NmUzM2I3MTIwY2ZkNjYyZjU0ODU4ODI0YThmNDpwOlQ6Rg https://url.avanan.click/v2/___https://www.google.com/maps/_@34.5545832,-112.4528254,19z/data=!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OmI0OTc6ZjE2ZjZmNzgzNDk2MThlOTBjMTRmZjQzMTczZDBiN2JlZWNiNjUyNDk2YWU5NmYwNzg2ZjQ0ZDRiNzJmYTZkMDpwOlQ6Rg https://url.avanan.click/v2/___https://maps.google.com/maps?ll=34.554583,-112.452825&z=19&t=m&hl=en-US&gl=US&mapclient=apiv3___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OmYxNTc6MTUyMjYxY2ZkYWNmYzBiMmU0MDE3M2QyZTM4MDRkNmIxYzNjMWIxMjdkNzI1M2IzZWRkZGM1ZTU5YjQ3MTU2NzpwOlQ6Rg

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

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

Hazards by Location

Search Information

Address: prescott AZ VA Hospital

Coordinates: 34.5538766, -112.45247

Elevation: 5328 ft

Timestamp: 2023-07-17T16:56:50.994Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: IV

Site Class: D-default

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.337 MCER ground motion (period=0.2s)

S1 0.102 MCER ground motion (period=1.0s)

SMS 0.515 Site-modified spectral acceleration value

SM1 0.245 Site-modified spectral acceleration value

SDS 0.344 Numeric seismic design value at 0.2s SA

SD1 0.164 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC D Seismic design category

Fa 1.531 Site amplification factor at 0.2s

Fv 2.395 Site amplification factor at 1.0s

CRS 0.906 Coefficient of risk (0.2s)

CR1 0.918 Coefficient of risk (1.0s)

PGA 0.151 MCEG peak ground acceleration

FPGA 1.499 Site amplification factor at PGA

PGAM 0.226 Site modified peak ground acceleration

TL 6 Long-period transition period (s)

SsRT 0.337 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.372 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.102 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.112 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

5328 ft

Map data ©2023 Report a map error

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.00

0.10

0.20

0.30

0.40

0.50

Sa(g)

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.00 0.05 0.10 0.15 0.20 0.25 0.30

Sa(g)

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 7 of 82 https://url.avanan.click/v2/___https://hazards.atcouncil.org/contact___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OmVlMjI6YmIyY2E4N2IyYjYwNjM5Yzg3MjM5MDEzZjI5M2U3OTk3ZmE0NmZlNTVhNGUwZjJmNGRjNjE4MGVhMjNkNzA3ODpwOlQ6Rg https://url.avanan.click/v2/___https://hazards.atcouncil.org/eol___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjU2YjA6NDExZjIwZjJlZGM2MjYzMTMzMDNiMDhjMjhlNjg4YTBmODE1YTU3ZDM5OWFhM2Y3NzM2Y2ZmMjg0NWFhMDBkODpwOlQ6Rg https://url.avanan.click/v2/___https://www.google.com/maps/_@34.5538766,-112.45247,20z/data=!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjQwMzM6NGQyYjM3MWJlZTU2ZWI0MmExZDIxNTAyZjc1YTE1ZTBhZmIwNDViNDAxY2RmNGNlZmYxYjNkYTBiZTllOGJhYzpwOlQ6Rg https://url.avanan.click/v2/___https://maps.google.com/maps?ll=34.553877,-112.45247&z=20&t=m&hl=en-US&gl=US&mapclient=apiv3___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjI2M2M6YWFmZmVhYjhhOGYzMDZlZGM4MGIzMjMxZjQ3OTM2ODFhMGNjMzhmZTBhMTY3NDdmMjQxYjAxMDFiMGE5YmIxMzpwOlQ6Rg

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

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

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

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

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

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 8 of 82 https://url.avanan.click/v2/___https://hazards.atcouncil.org/eol___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OmZmYjM6NmM1YjljYTRiYzAzNTFhODAzY2FlZDRkZGZjYjdlN2FhOWJmZTJmMDA3NjVjYjc0ODk3YzllYTM4NDkyYmFlMjpwOlQ6Rg https://url.avanan.click/v2/___https://earthquake.usgs.gov/ws/designmaps/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2Ojk4ODA6ZDc5OGI1NjQ2ZTQyMzQ5ZWI2MjJmYzhjMjIyYTNmZTIxODdiMTA0OTgwNDkwNTkxYzM1YzEyYWYwNTcyMmIwMjpwOlQ6Rg

!"#$%&'()"%*&+(,&%-(.%'+/(012!

34567896:;<=>?@AB;>C?DAE?>FAG>@DH6IJK6L765J4MNO6P5L59IMQ56LR56S978QP64Q7T6N7JP6U796JQO6N7VJLM7Q6MQ6LR56WLJL567U6X9MY7QJZ6[786VJQ6VNMV\67Q6LR56I

N7JP6U796LRJL6N7VJLM7QZ

]R56VJNV8NJL5P6S978QP64Q7T6N7JP46J956̂J45P67Q6PJLJ6U97I67_596̀aa6VNMIJL56I7QML79MQS64LJLM7Q46JV97446X9MY7QJZ6]R56IJK684546JQ6MQ_59456PM4LJQV5

S978QP64Q7T6N7JP46̂J45P67Q6LR56baac64Q7T6N7JP695K79L6dX6e5_M5T67U6fNMIJL7N7SMVJN6gJLJ6U796h978QP6WQ7T6i7JP46MQ6X9MY7QJj6̂O6WV7LL6k955

34567896e77U6WQ7T6i7JP6fJNV8NJL796L76P5L59IMQ56O7896P54MSQ6977U64Q7T6N7JP4Z lU6O786RJ_56JQO6m854LM7Q46796V7QV59Q46Ĵ78L64K5VMUMV6S978QP64Q7T6N7JP46TMLRMQ6LR56WLJL567U6X9MY7QJ6KN5J456VJNN6846JL6nopb̀ opbaòqǹ Z r%st"#uvw(x(yz{{|yz{}(~�+���(��/#u&(�&��

WL955L� fMLO� WLJL5��

�� �MK�

�6h978QP64Q7T6N7JP46P59M_5P6U97I6X6e5_M5T67U6fNMIJL7N7SMVJN6gJLJ6U796h978QP6WQ7T6i7JP46MQ6X9MY7QJ�6baacZ6i7VJN6V7P546JQP6JII5QPI5QL46IJO6S7_59Q�_59MUO6T

�@�@�@<A�>C?����������� ����������� ��¡���¢��£�¤����¥�¦§¦¦̈ ©�ª«¬¬®§

°̄�¥�¦§¦¦̈ ©�±�²�̈ ³�¥�́µ¶́A�H·

¹̧º»¼½º¾¿¹ÀºÁ¼ÂºÃÄž

11/07/2023 Page 9 of 82

3. Foundation Elements/Boiler

11/07/2023 Page 10 of 82

714 Corey Road, Hutchinson, KS 67501 (620) 662-6693 sales@superiorboiler.com SuperiorBoiler.com

J&B Sales, Project Proposal: VA Prescott Proposal Number: 4100679 R1 Date: October 14, 2022

Ds & O TYPE

SHAWNEE

11/07/2023 Page 11 of 82 www.superiorboiler.com 714 Corey Road, Hutchinson, KS 67501

1. Specifications A. Design Boiler gross capacity at MCR 10,500 lb/hr Blowdown Rate at MCR 210 lb/hr Boiler Net Capacity at MCR 10,500 lb/hr Fuel NG Maximum heat input 12.7 MM btu/hr Maximum allowable working pressure 160 psig Boiler operating pressure at steam drum 70 psig Saturated steam temperature at steam drum 316 oF Feed water temperature (DA to economizer) 227 oF Ambient air temperature 70 oF Relative humidity 60 % Elevation (FASL) <1000 ft Design blow-down rate 2 % Installation type Indoor Electrical supply power available 460V/3Ph/60Hz Control supply power available 120V Project location specific

B. Boiler Specifications Boiler type Ds O Flue gas discharge location Top Top Boiler overall height 10’- 0” 10’- 0” ft-in Boiler overall width 8’- 4” 8’- 2” ft-in Boiler length over casing (less burner) 10’- 4” 10’- 6” ft-in Boiler length including burner (assumed) 15’- 4” 15’- 6” ft-in Estimated shipping weight 28,000 28,000 lbs Estimated weight at operation 37,000 37,000 lbs Steam outlet line size at saturated steam drum 6” 6” in Boiler feed water inlet line size 1.50” 1.50” in Steam drum diameter (I.D.) and thickness 24” x 0.75” 24” x 0.75” in Steam drum material of construction SA-516-Gr.70 SA-516-Gr.70 Lower drum diameter (I.D.) and thickness 24” x 0.75” 24” x 0.75” in Lower drum material of construction SA-516-Gr.70 SA-516-Gr.70 Convection bank tube diameter and thickness 2.0 x 0.105 2.0 x 0.105 in Membrane tube diameter and thickness 2.0 x 0.120 2.0 x 0.120 in Boiler tube material SA-178-Gr.A SA-178-Gr.A Furnace width 5’- 7” 5’- 0” ft-in Furnace height 4’- 10” 4’- 0” ft-in Furnace length 7’- 7” 7’- 8” ft-in Furnace volume 211 169 ft3

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 12 of 82 https://url.avanan.click/v2/___http://www.superiorboiler.com/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjVkN2U6ZTg5ZjVjZjAzOTNhYTk3MGM3MWQ0MzZhOTM4MWM5ZjE1MzlhMjM0OWVkYzczN2RjZGRmNWE3YjgwYTg4OGM5ZTpwOlQ6Rg

Boiler bank convection heating surface area 942 1293 ft2 Furnace flat projected heating surface per ABMA 190 162 ft2

C. Economizer Specifications Design type Counter Flow Water flow direction Vertical Down Flue gas flow direction Vertical Up Maximum design pressure 490 psig Design temperature 700 oF Tube material specification SA-178 Gr. A

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 13 of 82 https://url.avanan.click/v2/___http://www.superiorboiler.com/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2Ojk4MzA6NTZkY2JkMzk3ZTA2MDhlMTAwMjhlMTMzNzY5MjA1ZWY4MTVjNWM1YTVmNjE5MDAzNDZjZDQ4NDM1ZTJmYTFkOTpwOlQ6Rg

5. Construction Details A. Package Boiler

Boiler Base:

The boiler base shall be constructed of welded beams and channels such that the boiler weight is uniformly distributed over the entire base. The base is designed to be installed on a level concrete pad or supported on concrete piers. The base is designed so as to permit the boiler to freely expand and contract without placing any undue stress on any part of the boiler or setting.

The lower drum shall be placed in the saddles of the base module and shall be load bearing on the saddles in the base. The lower drum shall then be anchored at the burner end of the base and shall be free to expand within the base toward the rear of the boiler. At the rear end of the base, the lower drum is secured to the base during shipment. Lugs are welded to the lower drum and the structural steel base. The lugs are connected together with high strength bolts and nuts. The lugs, bolts and nuts are painted safety yellow to easily spot.

The floor plate is seal welded to the lower drum, independent of the base, free to expand with the lower drum so as to prevent any stresses that would be created had the floor plate been attached to the base. The floor plate expansion is controlled by specially designed expansion guide lugs.

The controlled expansion of the floor plate with the lower drum eliminates failure of the air seal at the lower drum.

The area under the mud drum shall be supplied with insulation to maintain as much heat as possible inside of the mud drum to minimize the corrosive effects of thermal cycling.

Lower Mud Drum:

The lower drum shall be complete with all the necessary drum connections. The drum shall be designed and fabricated in accordance with the latest revision of Section I of the ASME Code and stamped accordingly with the appropriate code symbol stamp. The drum shall be of material specification SA-106-B or SA-516 Gr. 70, carbon steel plate, welded, x-rayed and stress relieved. A 12" x 16" man way opening shall be installed in each head. The man way openings shall be complete with yokes, nuts, bolts, washers, and gaskets. A bottom blow down connections shall be placed in the rear head so that the boiler can be completely drained. All tube holes shall be drilled true and radial so as to afford full parallel bearing of the tube through the drum plate. All tube holes shall be grooved regardless of the design pressure and temperature.

11/07/2023 Page 14 of 82 https://url.avanan.click/v2/___http://www.superiorboiler.com/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjdiNzY6Y2JhY2QyNTg5NDNkMDJiMjVmNzljMzVlNTcwYzYzYzRmMTE0OWE3ZTQ4NzBkN2VmNjkzYmU1YWRiY2E0NzI3ZjpwOlQ6Rg

Upper Steam Drum:

The upper steam drum shall be complete with all the necessary drum connections.

The drum shall be designed and fabricated in accordance with the latest revision of Section I of the ASME Code and stamped accordingly with the appropriate code symbol stamp.

The drum shall be of material specification SA-516 Gr. 70 steel plate, welded, x-rayed and stress relieved. A 12" x 16" manway opening shall be installed in each head. The man way openings shall be complete with yokes, nuts, bolts, washers, and gaskets.

The drum connections shall consist of:

1. ASME Safety Valves Steam Drum ASME Code

2. Steam Outlet Steam Drum One (1) 3 Feedwater Inlet Steam Drum One (1) 4 Blow-Off Lower Drum One Pair/Drum

5. Water Column Steam Drum One (1)

6. Feedwater Control Valve Steam Drum By Customer

7. Vent Valve Steam Drum One (1)

8. Continuous Blowdown Steam Drum One (1)

9. Drum Level Controller Steam Drum By Customer

10. Atomizing Steam Steam Drum One (1)

11. Nitrogen Blanketing Steam Drum One (1)

12. Low Water Cut-Outs Steam Drum Two (2) (1 Pair)

The upper drum shall be provided with internal piping for feed water, chemical feed, and continuous blow down. All internal fittings and pipe shall be adequately supported and removal for maintenance purposes. All tube holes shall be drilled true and radial so as to afford full parallel bearing of the tube through the drum plate. All tube holes shall be grooved regardless of the design pressure and temperature.

Steam Drum Internals:

The steam drum shall include adequate steam separating equipment to assure the specified steam quality and to maintain a stable water level under a fluctuating load. The boiler internals "Steam / Water Separators" are designed so that the steam which enters the upper drum is directed to the top of the separators and through the primary separating screens. As the steam passes through the perforated demister screens, there is a reduction in velocity of the steam which allows the water droplets to separate from the steam and return to the boiler water. The steam then travels through the secondary steam separators, which again separate the steam from the remaining water droplets prior to leaving the boiler. The primary and secondary separators as well as the internal side baffle plates are removable. These baffle plates are bolted into angle supports and frames and can be readily removed through the 12" x 16" manway opening provided

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 15 of 82 https://url.avanan.click/v2/___http://www.superiorboiler.com/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjhmNWU6Nzc2YzYxNTVhMjE2ZDYwZDhkM2EzZjkxZmIyYzA2MTc5YWM4Y2NkZmY0OTA3NjRkYjg0MjA3N2JmZGZmMzNlNDpwOlQ6Rg at each end of the steam drum. Once the internals are removed, all ends of the boiler tubes are accessible and can be readily cleaned with conventional tube cleaning tools.

The moisture content of the steam leaving the boiler outlet shall be within ABMA guidelines when the boiler is operating under continuous load design, with normal water level and with boiler drum water having a total dissolved solid concentration, total alkalinity, and total suspended solids not in excess of the guidelines as established by the ABMA. (American Boiler Manufactures Association)

Front and Rear Wall Construction:

The front and rear exterior walls shall be fabricated of 3/8" thick steel plate that is structurally reinforced with 4" steel channels and shall be 100% water-cooled. The entire front and rear wall exteriors are covered with 10ga. galvanized steel plate so as to provide a smooth uniform surface impervious to rust.

Steam Generating Tubes:

The convection bank boiler tubes shall not be less than 2" minimum outside diameter, material specification SA-178A ERW (Option for SA-192 seamless) and of such thickness as determined by the design calculations as per Section I of the ASME Code plus 1/16” Corrosion allowance. All tubes are designed and arranged for natural circulation in the proper direction at all loads. The radius of all bends shall be such that a standard turbine type tube cleaner can be easily passed through the tube for cleaning of the full length.

All tubes in the furnace shall be finned tube, membrane wall design, except those in the area where the gases leave the furnace and enter the convection zone. The inboard row of tubes between the furnace and the convection zone shall be finned forming a membrane wall to prevent short circuiting of the flue gas from the furnace to the boiler flue gas outlet. Water cooling shall be provided on the sides, roof, and floor, Front and rear walls without the use of headers.

Upon completion of the installation of the boiler tubes, prior to applying any refractories, insulation, or casing materials, the boiler shall be hydrostatically tested at a pressure of one and one-half the maximum allowable working pressure per ASME Section1 requirements. The test shall be conducted in the presence of the Authorized Inspector of Hartford Steam Boiler Inspection & Insurance Company and any other inspector as required by the contract specifications.

Casing / Access Doors / Observation Ports:

The inner casing shall be formed by a finned wall and a finned membrane wall forming the outside row of the convection bank and shall be fully welded forming a gas tight inner seal. The membrane furnace walls are designed to withstand an internal pressure of 15" water column.

Before applying insulation and casing onto the boiler, the boiler shall be pressure tested for air tightness. This test shall be conducted by temporally sealing off all normal openings to the boiler and applying a minimum air pressure of 10" water column. The drop in air pressure shall not exceed 10% loss water column after a period of 5 minutes.

Casing shall be 10 GA A36 Carbon steel. The casing shall completely enclose the unit with the exception of the drum ends.

WCA STRUCTURAL ENGINEERING WCA JOB # 23116 Prescott Boiler Replacment

11/07/2023 Page 16 of 82 https://url.avanan.click/v2/___http://www.superiorboiler.com/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjVlOTY6NDk1NGZhY2RiZDNiYjZjOWVmYjYxOWEzNTU4ZDNjMDVkMGI4YTY1OTRmNGY2YjM4NGVmYjI0NzQ0NTZkNTZjZDpwOlQ6Rg

The side walls, roof, and floor of the boiler are to be completely covered with a minimum thickness of four (4) inches of 1,200ºF insulating blanket of the mineral wool type. Insulation over the top of the steam drum is to be a minimum of three (3) inches thick 1,200ºF insulation blanket.

The surface of the external casing shall not exceed 140ºF in an ambient air temperature of 80ºF, and a surface velocity of 2 fps (feet per second) while the boiler is operating at full capacity.

An access opening, 18" x 15", shall be provided to the furnace area. The opening shall be located in the rear wall.

Two (2) air-cooled and heat resistant furnace observation ports will be provided; and located in the rear wall.

Platforms and Ladders (Not Included) Access platforms and ladders will be provided for access to the safety valves and non-return valve located on top of the boiler, and access to the economizer. A maintenance platform will be provided for entrance into the upper drum and is to be located at the rear of the boiler.

Air & Gas Ducts The combustion air duct an integral part of the burner shall be furnished, un-insulated. Any additional breeching external of the modular enclosure shall be furnished and installed by others.

The steel duct from the economizer to the stack shall be included; insulation and lagging is required and shall be provided by others. The gas duct from the boiler outlet into the economizer inlet, and inlet expansion shall be furnished for field installation. The boiler is designed for a top discharge of flue gas.

Economizer The economizer shall be of a rectangular configuration, finned tubes, up flow of gases, and down flow of water. The inlet transition, expansion joint, and the economizer support steel are provided as an integral part of the system.

The inner casing shall be a 10 gauge carbon steel plate. The enclosure shall be insulated with 2” thick 1,200 deg F mineral wool insulation and covered with 0.020” thick corrugated galvanized carbon steel jacket.

The economizer will comply with Section I of the ASME Code. All tubing shall be carbon steel shall be SA-178 Gr. A.

The boiler outlet duct shall be fabricated of 10-gage, carbon steel plates, SA-36. All required couplings and nozzles shall be provided in accordance with the contract specifications.

The boiler is designed for a side gas outlet.

Mud Drum Heating Coil (Not Included) A steam heated mud drum coil shall be supplied. By the use of the Mud Drum Heating Coil, the boiler will remain in “Hot Standby” to provide the facility a means of an accelerated start-up and the prevention of corrosion caused by thermal cycling. Isolation valves for the coils are included, shipped loose for field installation by others.

11/07/2023 Page 17 of 82 https://url.avanan.click/v2/___http://www.superiorboiler.com/___.YXAzOnNwZWN0cnVtZW5naW5lZXJzOmE6bzoyZGFhZmE0NTk1YWQyZjQ3ZDFlMTVmNjIzOTU2OWUyYjo2OjI2ZTA6ZjVlNDNlYjgyZDRhOThkNGU5ODM3MGE5NzYwZjQ0NDA0OGRmNmFlZWZhYTc4MzJhOTU4N2VjNGQwNWRhOWJmOTpwOlQ6Rg

Wind

Fw= 2124.721 lbs Remarks: Worst case wind load applicable

Seismic Design Category D-Default

SDS= 0.344 Remarks: Short Period Design Acceleration

Fp= 0.1032 x Wp

Fp= 3818.4 lbs Remarks: Seismic Force actting at Center of Gravity

1 Ip= Impotance Factor

2.5 Rp= component response modification factor

1 ap= component amplification factor

0 z= height in structure at point of attachment

1 h= average roof height

Wind ASCE7-16 29.4 Design Wind Loads" Other Structures

1 mph Desing Wind Speed per ASCE7-16 for site

C Exposure= Exposure Class per ASCE7-16 26.26.7

0.0 psf qz= Velocity pressure evaluated at height z per 26.10 at centroid of Af qz=.00256KzKztKdKeV

5.0 ft z= Centroidal height of eqipment

0.85 G= Gust Effect Factor from section 26.11

1.3 Cf1= force coefficient from Fig 29.4-1 throug 29.4-4 Wind Override HxL

103 sq ft Af1= projected area normal to wind (HxL)

1.30395189 Cf2= force coefficient from Fig 29.4-1 throug 29.4-4 Wind Override HxD

84 sq ft Af2= projected area normal to wind (HxD)

0 lbs FL= Wind force acting on Length Face of Unit

0 lbs FD= Wind Force acting on Depth Face of Unit

Dimensions

Height H= 120 in Remarks: Unit height

Length L= 124 in Remarks: Unit length or width

Depth = 97 in Remarks: Unit depth

Weight Wp = 37000 lbs Remarks: Overall Weight of unit

CGEQ= 80 in Remarks: Center of Gravity

CGW= 60

Lb= x in Remarks: Length between base anchor points

Db= x in Remarks: Depth between base anchor points

Design Summary

Tacnhor= 171.8323 lbs Remarks: Maximum tension load per anchor

Vanchor= 300.51 lbs Remarks: Maximum shear load per anchor

Tallowable 5136 lbs Remarks: Allowable Tension per anchor

Vallowable 2270 lbs Remarks: Allowable Shear per anchor

Ω 2 Remarks: Omega Factor for seismic connection in conc.

CSR= 0.231291 Remark: Stress Ratio- Must be less than or equal to 1

Therefore

Anchorage Design Of Generator

Provide 12.5 ft. x 10 ft. x 72 in. thick reinforced concrete slab/foundation with #4 bars @12 in O.C. top and bottom and Provide (8) 3/4" Ø Hilti HIT RE 500 V3 +HAS-R

304/316 SS 3/4 w/12 ED & 6 embed and tmin= 8 anchors are adequate

11/07/2023 Page 18 of 82

T sheet 1 of 3

Client

Job:

Job#

Subject: Revised By TPT

By: TPT DATE: 11/1/2023 Chk By: TPT Date 11/1/2023 Revision Date 3/8/2023

Anchor Design Parameters

Equipment Dimensions

Equipment Type Boiler

Name Superior Boiler Seismic 3000 psi

L= 124 in 124 in Length 12 in

D= 97 in 97 in Depth 6 in h= 120 in 120 in Height 8 in

CGEQ= 80.0 Center of Gravity T=Max Tension (LRFD) 10271 lbs

CGEQover= CG overide V=Max Shear (LRFD) 4540 lbs hstand= Stand Height T/Ω= 5136 lbs

CGwind= 60 in Wind CG V/Ω= 2270 lbs

Loading Load Combination LRFD

TYPE

Dead Wp= 37000 lbs Weight

EQh SDS= 0.344 EQ-Ω-TENSION 2 EQ-Ω-SHEAR 2

FPL*WP= 3818 lbs Fp= 0.1032

FPD*WP= 3818 lbs Ip= 1

EQV +/- Eqv= 0.2SDSWp 2546 lbs

Wind FWL= 0 lbs

FWD= 0 lbs

Force Acting on Length (Overturning about Depth)

EQ Wind Equation LRFD Equation ASD OTM= Overturnimg Moment

25.46 k-ft 0.00 k-ft =FP*CG RM = Restoring Moment

124.30 k-ft 134.59 k-ft =(0.9-0.2SDS)Wp*D/2

189.74 k-ft 179.45 k-ft =(1.2+0.2SDS))Wp*D/2

0.00 k-ft 0.00 k-ft =OTM-MRt

215.19 k-ft 179.45 k-ft =OTM+MRc

Anchor Bolt Design and Check with overturning about depth of the eqipment

Long Side=4 Total # of bolts for shear 8

Select off set of Connector 0 in

Shear/bolt or bolt group,EQ 525 lbs Anchorage Interaction check (T/Tall (5/3

)+V/Vall (5/3

)<=1)

Shear/bolt or bolt group,W 0 lbs T/Tall (5/3)

+ V/Vall (5/3) <1

OTMT/D Total EQ 0 0.2313 0.231

EQ 0 lbs W 0 0.0000 0.000 w = 0 lbs

OTMC/D Total

EQ= 26622 lbs

Wind = 22200 lbs

Force Acting on Depth (Overturning about Length)

EQ Wind Equation LRFD Equation ASD OTM= Overturnimg Moment

25.46 k-ft 0.00 k-ft =FP*CG RM = Restoring Moment

158.90 k-ft 172.05 k-ft =(0.9-0.2SDS)Wp*L/2

242.55 k-ft 229.40 k-ft =(1.2+0.2SDS))Wp*L/2

0.00 k-ft 0.00 k-ft =OTM-MRt

268.01 k-ft 229.40 k-ft =OTM+MRc

Anchor Bolt Design and Check with overturning about Length of the eqipment

Short Side=2 Total # of bolts for shear 8

Select off set of Connector 0 in

Shear/bolt or bolt group,EQ 525 lbs Anchorage Interaction check (T/Tall (5/3

)+V/Vall (5/3

)<=1)

Shear/bolt or bolt group,W 0 lbs T/Tall (5/3)

+ V/Vall (5/3) <1

OTMT/D Total EQ 0 0.2313 0.231

EQ 0 lbs W 0 0.0000 0.000 w = 0 lbs

OTMC/D Total

EQ= 25936 lbs

Wind = 22200 lbs

Combined Anchorage Check

Anchorage Interaction check (T/Tall (5/3

)+V/Vall (5/3

)<=1) Tanchor= 0 lbs Tanchor= 0 lbs

T/Tall (5/3)

+ V/Vall (5/3) <1 (CSR) Vanchor= 525 lbs Vanchor= 0 lbs

EQ 0 0.2313 0.231

W 0 0.0000 0.000

VA Medical

Anchor and Slab Design for Pad Mounted Electrical Equipment

CVE

23116

=(0.6,0.7)FP*CG

=(0.6-0.2SDS))Wp*L/2

=(1.0+0.2SDS))Wp*L/2

=OTM-MRt

=OTM+MRc

Out put in blue

=(0.6,0.7)FP*CG

=(0.6-0.2SDS))Wp*D/2

Compression

Per ft

2510 plf

2148 lbs

(8) 3/4" Ø Hilti HIT RE 500 V3 +HAS-R 304/316 SS 3/4 w/12 ED & 6 embed and tmin= 8 anchors are adequate

EQ W

Moment (Compression)

Select # of Connectors

Tension

Per Bolt

0 lbs

0 lbs

+ Accidental Torsion 10%

Design Force

OTM

MRt (Tension )

Moment (Tension)

Factor of Width and Length used

MRc (Compresssion)

Compression

Per ft

3293 plf

2746 lbs

Ten=+; Comp=-

L=100%

Weight Adjustment

Select # of Connectors

+ Accidental Torsion 10%

Tension

Per Bolt

0 lbs

0 lbs

MRc (Compresssion)

Moment (Tension)

Moment (Compression)

D=100%

Weight Adjustment

=(1.0+0.2SDS))Wp*D/2

=OTM-MRt

=OTM+MRc

Min Concrete t (in)

OTM

MRt (Tension )

Ten=+; Comp=-

Factor of Width and Length used

Select Anchor

3/4" Ø Hilti HIT RE 500 V3 +HAS-R 304/316 SS 3/4 w/12 ED & 6 embed and tmin= 8

Edge Distance

Post Installed Anchor Design

Design Force

Embedment

Concrete Strength

120 in

97 in

37000 lbs x

Fpx

Fpy z

Ab offset h=

D=

Wp=

11/07/2023 Page 19 of 82

4. Stairs

11/07/2023 Page 20 of 82

Current Date: 11/1/2023 7:55 AM Units system: English File name: I:\2023\23116 - EA Solutions - Prescott AZ Boiler\Calculations\STAIRS.retx

11/07/2023 Page 21 of 82

Current Date: 11/1/2023 7:58 AM

File name: I:\2023\23116 - EA Solutions - Prescott AZ Boiler\Calculations\STAIRS.retx

11/07/2023 Page 22 of 82

Current Date: 11/1/2023 7:56 AM

File name: I:\2023\23116 - EA Solutions - Prescott AZ Boiler\Calculations\STAIRS.retx Load condition: D2=DL+LIVE

11/07/2023 Page 23 of 82

Current Date: 8/14/2023 4:56 PM

Steel Code Check

Report: Comprehensive

Members: Hot-rolled

Design code: AISC 360-2016 LRFD

Member : 1

Design status : OK

DESIGN WARNINGS

Section information

Section name: MC 12X31 (US)

Dimensions bf = 3.670 [in] Width d = 12.000 [in] Depth k = 1.310 [in] Distance k tf = 0.700 [in] Flange thickness tw = 0.370 [in] Web thickness

Properties

Section properties Unit Major axis Minor axis

Gross area of the section. (Ag) [in2] 9.120

Moment of Inertia (local axes) (I) [in4] 202.000 11.300

Moment of Inertia (principal axes) (I') [in4] 202.000 11.300

Bending constant for moments (principal axis) (J') [in] 0.000 6.288

Radius of gyration (local axes) (r) [in] 4.706 1.113

Radius of gyration (principal axes) (r') [in] 4.706 1.113

Saint-Venant torsion constant. (J) [in4] 1.000

Section warping constant. (Cw) [in6] 267.000

Distance from centroid to shear center (principal axis) (xo,yo) [in] -2.291 0.000

Top elastic section modulus of the section (local axis) (Ssup) [in3] 33.700 4.370

Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 33.700 10.524

Top elastic section modulus of the section (principal axis) (S'sup) [in3] 33.700 4.370

Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 33.700 10.524

Plastic section modulus (local axis) (Z) [in3] 39.700 8.150

Plastic section modulus (principal axis) (Z') [in3] 39.700 8.150

Polar radius of gyration. (ro) [in] 5.340

Page1

11/07/2023 Page 24 of 82

Area for shear (Aw) [in2] 5.140 4.440

Torsional constant. (C) [in3] 1.411

Material : A36

Properties Unit Value

Yield stress (Fy): [Kip/in2] 36.00

Tensile strength (Fu): [Kip/in2] 58.00

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

Shear modulus for steel (G): [Kip/in2] 11507.94

DESIGN CRITERIA

Description Unit Value

Length for tension slenderness ratio (L) [ft] 11.30

Distance between member lateral bracing points

Length (Lb) [ft]

Top Bottom

11.30 11.30

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)

11.30 11.30 11.30 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 : 295.49 [Kip] Reference : Cl.D2

Demand : 0.83 [Kip] Ctrl Eq. : D2 at 100.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(φPn): [Kip] 295.49 Cl.D2

Nominal axial tension capacity (Pn) [Kip] 328.32 Eq.D2-1

AXIAL COMPRESSION DESIGN

Page2

11/07/2023 Page 25 of 82

Compression in the major axis 33

Ratio : 0.00

Capacity : 282.86 [Kip] Reference : Cl.E3

Demand : 0.59 [Kip] Ctrl Eq. : D2 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 5.24

Unstiffened element limiting slenderness (λr) -- 15.89 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 25.35

Stiffened element limiting slenderness (λr) -- 42.29 Table.B4.1a.Case5

Factored flexural buckling strength(φPn33): [Kip] 282.86 Cl.E3

Unbraced length (L33) [ft] 11.30 Cl.E2

Effective slenderness ((KL/r)33) -- 28.81 Cl.E2

Elastic critical buckling stress (Fe33) [Kip/in2] 344.89 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 9.12

Critical stress for flexural buckling (Fcr33) [Kip/in2] 34.46 Eq.E3-2

Nominal flexural buckling strength (Pn33) [Kip] 314.28 Eq.E3-1

Compression in the minor axis 22

Ratio : 0.00

Capacity : 135.32 [Kip] Reference : Cl.E3

Demand : 0.59 [Kip] Ctrl Eq. : D2 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 5.24

Unstiffened element limiting slenderness (λr) -- 15.89 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 25.35

Stiffened element limiting slenderness (λr) -- 42.29 Table.B4.1a.Case5

Factored flexural buckling strength(φPn22): [Kip] 135.32 Cl.E3

Unbraced length (L22) [ft] 11.30 Cl.E2

Effective slenderness ((KL/r)22) -- 121.80 Cl.E2

Elastic critical buckling stress (Fe22) [Kip/in2] 19.29 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 9.12

Critical stress for flexural buckling (Fcr22) [Kip/in2] 16.49 Eq.E3-2

Nominal flexural buckling strength (Pn22) [Kip] 150.36 Eq.E3-1

Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 227.72 Cl.E4

Unbraced length (L11) [ft] 11.30 Cl.E2

Flexural constant (H) -- 0.82 Eq.E4-8

Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 57.84 Eq.E4-3

Elastic torsional buckling stress (Fez) [Kip/in2] 59.98 Eq.E4-7

Effective area of the cross section based on the effective width (A... [in2] 9.12

Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 27.74 Eq.E3-2

Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 253.02 Eq.E4-1

FLEXURAL DESIGN

Bending about major axis, M33

Page3

11/07/2023 Page 26 of 82

Ratio : 0.02

Capacity : 107.19 [Kip*ft] Reference : Cl.F2.1

Demand : -2.33 [Kip*ft] Ctrl Eq. : D2 at 100.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 5.24

Limiting slenderness for noncompact unstiffened element (λr) -- 28.38

Limiting slenderness for compact unstiffened element (λp) -- 10.79

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 25.35

Limiting slenderness for noncompact stiffened element (λr) -- 161.78

Limiting slenderness for compact stiffened element (λp) -- 106.72

Factored yielding strength(φMn): [Kip*ft] 107.19 Cl.F2.1

Yielding (Mn) [Kip*ft] 119.10 Eq.F2-1

Factored lateral-torsional buckling strength(φMn): [Kip*ft] 107.19 Cl.F2.2

Limiting laterally unbraced length for yielding (Lp) [ft] 4.63 Eq.F2-5

Effective radius of gyration used in the determination of Lr (r ts) [in] 1.28 Eq.F2-7

Lateral-torsional factor (c) -- 1.16 Eq.F2-8b

Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 19.76 Eq.F2-6

Lateral-torsional buckling modification factor (Cb) -- 1.33 Eq.F1-1

Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 119.10 Eq.F2-2

Bending about minor axis, M22

Ratio : 0.00

Capacity : 18.88 [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) -- 5.24

Limiting slenderness for noncompact unstiffened element (λr) -- 28.38

Limiting slenderness for compact unstiffened element (λp) -- 10.79

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 25.35

Limiting slenderness for noncompact stiffened element (λr) -- 161.78

Limiting slenderness for compact stiffened element (λp) -- 106.72

Factored yielding strength about a geometric axis(φMn): [Kip*ft] 18.88 Cl.F6.1

Yielding (Mn) [Kip*ft] 20.98 Eq.F6-1

DESIGN FOR SHEAR

Shear in major axis 33

Ratio : 0.00

Capacity : 99.88 [Kip] Reference : Cl.G1

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

Page4

11/07/2023 Page 27 of 82

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 99.88 Cl.G1

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

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

Nominal shear strength (Vn) [Kip] 110.98 Eq.G6-1

Shear in minor axis 22

Ratio : 0.02

Capacity : 86.31 [Kip] Reference : Cl.G1

Demand : 1.36 [Kip] Ctrl Eq. : D2 at 100.00%

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 86.31 Cl.G1

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

Web buckling coefficient (Cv) -- 1.00 -

Nominal shear strength (Vn) [Kip] 95.90 Eq.G2-1

COMBINED ACTIONS DESIGN

Combined flexure and axial

Ratio : 0.02

Ctrl Eq. : D2 at 100.00% Reference : Eq.H1-1b

Intermediate results Unit Value Reference

Interaction of flexure and axial force: -- 0.02 Eq.H1-1b

Available flexural strength about strong axis (Mc33) [Kip*ft] 107.19 Cl.H1.1

Available flexural strength about weak axis (Mc22) [Kip*ft] 18.88 Cl.H1.1

Available axial strength (Pc) [Kip] 295.49 Cl.H1.1

Member : 2

Design status : OK

DESIGN WARNINGS

Section information

Section name: MC 12X31 (US)

Page5

11/07/2023 Page 28 of 82

Dimensions bf = 3.670 [in] Width d = 12.000 [in] Depth k = 1.310 [in] Distance k tf = 0.700 [in] Flange thickness tw = 0.370 [in] Web thickness

Properties

Section properties Unit Major axis Minor axis

Gross area of the section. (Ag) [in2] 9.120

Moment of Inertia (local axes) (I) [in4] 202.000 11.300

Moment of Inertia (principal axes) (I') [in4] 202.000 11.300

Bending constant for moments (principal axis) (J') [in] 0.000 6.288

Radius of gyration (local axes) (r) [in] 4.706 1.113

Radius of gyration (principal axes) (r') [in] 4.706 1.113

Saint-Venant torsion constant. (J) [in4] 1.000

Section warping constant. (Cw) [in6] 267.000

Distance from centroid to shear center (principal axis) (xo,yo) [in] -2.291 0.000

Top elastic section modulus of the section (local axis) (Ssup) [in3] 33.700 4.370

Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 33.700 10.524

Top elastic section modulus of the section (principal axis) (S'sup) [in3] 33.700 4.370

Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 33.700 10.524

Plastic section modulus (local axis) (Z) [in3] 39.700 8.150

Plastic section modulus (principal axis) (Z') [in3] 39.700 8.150

Polar radius of gyration. (ro) [in] 5.340

Area for shear (Aw) [in2] 5.140 4.440

Torsional constant. (C) [in3] 1.411

Material : A36

Properties Unit Value

Yield stress (Fy): [Kip/in2] 36.00

Tensile strength (Fu): [Kip/in2] 58.00

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

Shear modulus for steel (G): [Kip/in2] 11507.94

DESIGN CRITERIA

Description Unit Value

Length for tension slenderness ratio (L) [ft] 1.04

Distance between member lateral bracing points

Length (Lb) [ft]

Top Bottom

1.04 1.04

Page6

11/07/2023 Page 29 of 82

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)

1.04 1.04 1.04 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 : 295.49 [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] 295.49 Cl.D2

Nominal axial tension capacity (Pn) [Kip] 328.32 Eq.D2-1

AXIAL COMPRESSION DESIGN

Compression in the major axis 33

Ratio : 0.00

Capacity : 295.38 [Kip] Reference : Cl.E3

Demand : 0.01 [Kip] Ctrl Eq. : D2 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 5.24

Unstiffened element limiting slenderness (λr) -- 15.89 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 25.35

Stiffened element limiting slenderness (λr) -- 42.29 Table.B4.1a.Case5

Factored flexural buckling strength(φPn33): [Kip] 295.38 Cl.E3

Unbraced length (L33) [ft] 1.04 Cl.E2

Effective slenderness ((KL/r)33) -- 2.66 Cl.E2

Elastic critical buckling stress (Fe33) [Kip/in2] 40574.03 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 9.12

Critical stress for flexural buckling (Fcr33) [Kip/in2] 35.99 Eq.E3-2

Nominal flexural buckling strength (Pn33) [Kip] 328.20 Eq.E3-1

Compression in the minor axis 22

Page7

11/07/2023 Page 30 of 82

Ratio : 0.00

Capacity : 293.15 [Kip] Reference : Cl.E4

Demand : 0.01 [Kip] Ctrl Eq. : D2 at 0.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Non slender

Unstiffened element slenderness (λ) -- 5.24

Unstiffened element limiting slenderness (λr) -- 15.89 Table.B4.1a.Case1

Stiffened element classification -- Non slender

Stiffened element slenderness (λ) -- 25.35

Stiffened element limiting slenderness (λr) -- 42.29 Table.B4.1a.Case5

Factored flexural buckling strength(φPn22): [Kip] 293.53 Cl.E3

Unbraced length (L22) [ft] 1.04 Cl.E2

Effective slenderness ((KL/r)22) -- 11.23 Cl.E2

Elastic critical buckling stress (Fe22) [Kip/in2] 2269.74 Eq.E3-4

Effective area of the cross section based on the effective width (A... [in2] 9.12

Critical stress for flexural buckling (Fcr22) [Kip/in2] 35.76 Eq.E3-2

Nominal flexural buckling strength (Pn22) [Kip] 326.15 Eq.E3-1

Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 293.15 Cl.E4

Unbraced length (L11) [ft] 1.04 Cl.E2

Flexural constant (H) -- 0.82 Eq.E4-8

Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 1899.58 Eq.E4-3

Elastic torsional buckling stress (Fez) [Kip/in2] 1916.69 Eq.E4-7

Effective area of the cross section based on the effective width (A... [in2] 9.12

Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 35.72 Eq.E3-2

Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 325.73 Eq.E4-1

FLEXURAL DESIGN

Bending about major axis, M33

Ratio : 0.04

Capacity : 107.19 [Kip*ft] Reference : Cl.F2.1

Demand : -4.12 [Kip*ft] Ctrl Eq. : D2 at 100.00%

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 5.24

Limiting slenderness for noncompact unstiffened element (λr) -- 28.38

Limiting slenderness for compact unstiffened element (λp) -- 10.79

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 25.35

Limiting slenderness for noncompact stiffened element (λr) -- 161.78

Limiting slenderness for compact stiffened element (λp) -- 106.72

Factored yielding strength(φMn): [Kip*ft] 107.19 Cl.F2.1

Yielding (Mn) [Kip*ft] 119.10 Eq.F2-1

Bending about minor axis, M22

Ratio : 0.00

Capacity : 18.88 [Kip*ft] Reference : Cl.F6.1

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

Page8

11/07/2023 Page 31 of 82

Intermediate results Unit Value Reference

Section classification

Unstiffened element classification -- Compact

Unstiffened element slenderness (λ) -- 5.24

Limiting slenderness for noncompact unstiffened element (λr) -- 28.38

Limiting slenderness for compact unstiffened element (λp) -- 10.79

Stiffened element classification -- Compact

Stiffened element slenderness (λ) -- 25.35

Limiting slenderness for noncompact stiffened element (λr) -- 161.78

Limiting slenderness for compact stiffened element (λp) -- 106.72

Factored yielding strength about a geometric axis(φMn): [Kip*ft] 18.88 Cl.F6.1

Yielding (Mn) [Kip*ft] 20.98 Eq.F6-1

DESIGN FOR SHEAR

Shear in major axis 33

Ratio : 0.00

Capacity : 99.88 [Kip] Reference : Cl.G1

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

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 99.88 Cl.G1

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

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

Nominal shear strength (Vn) [Kip] 110.98 Eq.G6-1

Shear in minor axis 22

Ratio : 0.02

Capacity : 86.31 [Kip] Reference : Cl.G1

Demand : 1.84 [Kip] Ctrl Eq. : D2 at 100.00%

Intermediate results Unit Value Reference

Factored shear capacity(φVn): [Kip] 86.31 Cl.G1

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

Web buckling coefficient (Cv) -- 1.00 -

Nominal shear strength (Vn) [Kip] 95.90 Eq.G2-1

COMBINED ACTIONS DESIGN

Combined flexure and axial

Ratio : 0.04

Ctrl Eq. : D2 at 100.00% Reference : Eq.H1-1b

Intermediate results Unit Value Reference

Interaction of flexure and axial force: -- 0.04 Eq.H1-1b

Available flexural strength about strong axis (Mc33) [Kip*ft] 107.19 Cl.H1.1

Available flexural strength about weak axis (Mc22) [Kip*ft] 18.88 Cl.H1.1

Available axial strength (Pc) [Kip] 293.15 Cl.H1.1

Page9

11/07/2023 Page 32 of 82

Member : 3

Design status : OK

DESIGN WARNINGS

Section information

Section name: MC 12X31 (US)

Dimensions bf = 3.670 [in] Width d = 12.000 [in] Depth k = 1.310 [in] Distance k tf = 0.700 [in] Flange thickness tw = 0.370 [in] Web thickness

Properties

Section properties Unit Major axis Minor axis

Gross area of the section. (Ag) [in2] 9.120

Moment of Inertia (local axes) (I) [in4] 202.000 11.300

Moment…