ASI_1Stuctural Calcs_673-21-15_Replace AHU ED203.pdf

PDF 2 MB Posted Mar 12, 2024

Attached to: Y1DA--FY24: NRM (PROJ: 673-21-151) BB Replace Air Handling Unit ED-203
Solicitation number: 36C24824R0011
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 8

About this file

Written by GovTribe AI · Mar 12, 2024

This document package includes structural calculations and specifications for replacing an air handling unit at the James A. Haley Veterans Medical Center in Tampa, Florida. The project scope involves demolishing an existing unit and installing a new air handling unit weighing 24,000 pounds on a mechanical platform above the roof. Interested contractors must be registered in SAM.gov and VetCert and submit any questions by November 22, 2023 to the contracting specialist. The solicitation number is 36C24824R0011 and is set aside for service-disabled veteran-owned small businesses. The wage determination number is FL2015-4571 and applies to this project.

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Other files

File	Type	Posted
36C24824R0011 0007.docx	DOCX document	May 9, 2024
36C24824R0011 0006.docx	DOCX document	Mar 18, 2024
WD_FL20240208.pdf	PDF	Mar 12, 2024
ASI_1Drawings_ 6732115_Replace AHU ED203.pdf	PDF	Mar 12, 2024
5 SOW 673-21-151revised.pdf	PDF	Mar 12, 2024
ASI_1AHU_Cutsheets_673-21-15_Replace AHU ED203.pdf	PDF	Mar 12, 2024
36C24824R0011 0005.docx	DOCX document	Mar 12, 2024
36C24824R0011 0004.docx	DOCX document	Jan 10, 2024
36C24824R0011 0003.docx	DOCX document	Dec 21, 2023
36C24824R0011 0002.docx	DOCX document	Dec 7, 2023
IMG_0774.jpg	JPG image	Dec 7, 2023
Roof Warranty.pdf	PDF	Dec 7, 2023
IMG_0776.jpg	JPG image	Dec 7, 2023
IMG_0775.jpg	JPG image	Dec 7, 2023
36C24824R0011 0001.docx	DOCX document	Nov 27, 2023
36C24824R0011 0001.docx	DOCX document	Nov 27, 2023
36C24824R0011_2.pdf	PDF	Nov 3, 2023
5 SOW Attachment - Project Design Narrative.pdf	PDF	Nov 3, 2023
5 SOW Attachment Asbestos Report - JAHVA ED-203.pdf	PDF	Nov 3, 2023
Attachment A - Itemized Schedule of Values Cost Breakdown (1).pdf	PDF	Nov 3, 2023
7a Electronic Drawings_673-21-151.pdf	PDF	Nov 3, 2023
WD_20154571_revision21.pdf	PDF	Nov 3, 2023
5 SOW 673-21-151_2.pdf	PDF	Nov 3, 2023
7 Electronic Specifications 673-21-151.pdf	PDF	Nov 3, 2023
attachment C-Pre-Award Contractor Safety and Environmental Record Form (EMR).pdf	PDF	Nov 3, 2023
VA NOTICE OF LIMITATIONS ON SUBCONTRACTING.pdf	PDF	Nov 3, 2023
Attachment B - Experience Information Sheet.pdf	PDF	Nov 3, 2023

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kimley-horn.com 7740 N 16th St. #300 Phoenix, AZ 85020 602-944-5500

Site Address:

Prepared By:

Checked By:

Structural Calculations

VA Tampa Mechanical Platform

Issued for: AESUS DESIGN GROUP Date: April 13, 2023

13000 BRUCE B DOWN BLVD, TAMPA, FL

33612

Crystal Blanton

Charu Puri

2/21/2024

1 ASI #1 AHU DIMENSION CHANGE 2/21/2024

kimley-horn.com 7740 N 16th St. #300 Phoenix, AZ 85020 602-944-5500

TABLE OF CONTENTS

VA Tampa Mechanical platform KH Job # 291811103

PROJECT SCOPE/ DESIGN CRITERIA 3

Project Scope/ Design Criteria Wind Loads Key Plan

TABLE OF CONTENTS 2

COVER 1

EXISTING MEMBER CAPACITY 13

SPECIFICATION SHEETS 21

W16x40 W24x55 W18x55 kimley-horn.com 7740 N. 16th Street, Suite 300, Phoenix, AZ 85020 602-944-5500

PROJECT SCOPE/ DESIGN CRITERIA

Date Design byJob

Date Checked bySubject of SheetJob No.

7740 N 16th St, Suite 300 Phoenix, AZ 85020 602-944-5500

VA HALEY MECHANICAL PLATFORM

PROJECT SCOPE

The scope of the project includes providing a steel platform above roof to support the mechanical equipment and provide a work-platform.

KEY PLAN

NEW MECHANICAL UNIT

WEIGHT= 24,000lbs

W24X55(E) W21X44 (E)

(E )W

E) W

0 (E )W

(E )W

(E(E (E (E (E (E (E(E (E (E(E

14' - 0"

T.O. STL.

D S100

C S100

D S100

A S100

C S100

SIM

TYP

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Page 5 of 23WIND LOADS

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Page 7 of 23SEISMIC LOADS

SEISMIC DESIGN NOT REQUIRED

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��!��/!��!��!��!��!�4��!� ��4��!��!��!��!�� of SheetJob No.

7740 N 16th St, Suite 300 Phoenix, AZ 85020 602-944-5500

VA HALEY MECHANICAL PLATFORM

DESIGN CRITERIA

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 130.0 ft

Least width 98.0 ft

Mean Roof Ht (h) 18.0 ft

Parapet ht above grd 18.0 ft

Minimum parapet ht 2.0 ft

International Building Code 2018

Business of SheetJob No.

7740 N 16th St, Suite 300 Phoenix, AZ 85020 602-944-5500

VA HALEY MECHANICAL PLATFORM

DESIGN CRITERIA

Wind Loads : ASCE 7- 16

Ultimate Wind Speed 153 mph

Nominal Wind Speed 118.5 mph

Risk Category IV

Exposure Category C

Enclosure Classif. Enclosed Building

Internal pressure +/-0.18

Directionality (Kd) 0.85

Kh case 1 0.882

Kh case 2 0.882

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 = 0.11 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 = 18.0 ft If building h/B>4 then may be flexible and should be investigated.

B = 86.7 ft h/B = 0.21 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 = 129.2

Lz = 427.1 ft N1 = 0.00

Q = 0.89 Rn = 0.000

Iz = 0.23 Rh = 28.282 η = 0.000 h = 18.0 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 of SheetJob No.

7740 N 16th St, Suite 300 Phoenix, AZ 85020 602-944-5500

VA HALEY MECHANICAL PLATFORM

DESIGN CRITERIA

Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures

Building (L) = 130.0 ft

Building (B) = 98.0 ft

Directionality (Kd) = 0.85

Rooftop Structures & Equipment #1

Equipment length parallel to L = 33.8 ft

Equipment length parallel to B = 12.0 ft

Height of equipment = 11.5 ft Base pressure (qh) = 44.9 psf

10.0

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

Ar = 405.0 sf Af = 138.0 sf Af = 388.1 sf

GCr = 1.500 GCr = 1.90 GCr = 1.83

F = qhGCr Ar = 67.4 Ar (psf) F = qhGCr Af = 85.4 Af (psf) F = qhGCr Af = 82.4 Af (psf)

Fv = 27.3 kips Fh = 11.8 kips Fh = 32.0 kips of SheetJob No.

7740 N 16th St, Suite 300 Phoenix, AZ 85020 602-944-5500

VA HALEY MECHANICAL PLATFORM

DESIGN CRITERIA

Dead load at platform

Steel metal grating= 12psf

Handrail= 2.5psf

Tributary = 2.5'

LL at grating platform= 40psf

New mechanical unit weight= 24,000lbs

New mechanical unit weight= 24,000lbs/ (38.33' X 11.2')= 56psf

LL at mechanical unit= 89psf

Line load= 89psf x 5.5'= 490plf

End beams line load= 89psf x 3'= 267plf

Wind Load= 85.4psf

Tributary= 5'-3"

Wind load (Z)(axial) on each beam= 85.43psf x 10"/12 x 5.25'= 374lbs

Wind load (X)(axial) on each beam= 85.43psf x 10"/12 x 4.125'= 294lbs

Loads at existing roof

DL= 20psf

LL=20psf

DESIGN CRITERIA W24X55(E) W21X44 (E)

(E )W

E) W

0 (E )W

(E )W

(E(E (E (E (E (E (E(E (E (E(E

14' - 0"

T.O. STL.

D S100

C S100

D S100

A S100

C S100

SIM

TYP

308 PLF

56 PSF

168 PLF

56 PSF

NOTE THE AREA LOAD GOES

DOWN B/C THE UNIT SIZE

INCREASES MORE THAN THE

WEIGHT FROM THE

ORIGINAL DESIGN

EXISTING MEMBER CAPACITY

of SheetJob No.

7740 N 16th St, Suite 300 Phoenix, AZ 85020 602-944-5500

VA HALEY MECHANICAL PLATFORM

KEY PLAN

B.6 B.6

D.1 D.1

0.5

0.7

0.3

W X

(E) W18X35(E) W21X44(E) W18X40

W24X55(E) W21X44(E) W18X35 (E) W16X31

W X

0 (E

W X

14' - 0"

T.O. STL.

EXISTING CONCRETE MECHANICAL PAD TO

BE REMOVED - PENETRATIONS IN DECK

ARE TO BE REUSED w/ THE NEW AHU.

27' - 4" 29' - 0"

1' - 10" = 13' - 6"

(3) SPACES @ 4'-6"

= 12' - 0"

(2) SPACES @ 6'-0" (4) SPACES @ 6'-0" = 24' - 0" 5' - 0"

OUTLINE OF NEW

AHU ABOVE

2' - 6"

(6) SPACES @ 4'-0" = 24' - 0"

2' - 6"

1' - 0"

1/8" = 1'-0"2

ROOF FRAMING PLAN

NEW MECHANICAL UNIT

EXISTING BEAM W16X40 CHECK WITH

ADDITIONAL LOADS FROM MECHANICAL UNITS

EXISTING BEAM W24X55 CHECK WITH

ADDITIONAL LOADS FROM MECHANICAL UNITS

EXISTING BEAM W18X35 CHECK WITH

ADDITIONAL LOADS FROM MECHANICAL UNITS

DL = 20 PSF x 32ft + 56PSF x 11.2 ft = 1.3klf LL = 20 PSF x 32 ft = 0.64klf

DL = 20 PSF x 6ft = 0.120klf LL = 20 PSF x 6 ft = 0.120klf Unit DL = 56 PSF x 6 ft = 0.34klf (over 11.2ft)

EXISTING BEAM W16x26 CHECK WITH

ADDITIONAL LOADS FROM MECHANICAL UNITS

ok by inspection of W16x26

Steel Beam LIC# : KW-06017653, Build:20.23.2.14 KIMLEY-HORN & ASSOCIATES INC (c) ENERCALC INC 1983-2022

DESCRIPTION: R1 Mechanical unit platform- Existing W16x26 beam check

Project File: VA Tampa Mechanical Platform.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

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

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Uniform Load : D = 0.120, L = 0.120 k/ft, Tributary Width = 1.0 ft

Uniform Load : D = 0.340 k/ft, Extent = 6.0 -->> 17.20 ft, Tributary Width = 1.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.482 : 1

Load Combination +1.20D+1.60L

Span # where maximum occurs Span # 1

9.177 k Mn * Phi : Allowable 165.750 k-ft Vn * Phi : Allowable

W16x26Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+1.60L

105.975 k

Section used for this span W16x26 Mu : Applied

Maximum Shear Stress Ratio = 0.087 : 1

0.000 ft

79.822 k-ft Vu : Applied

0 <240.0

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.399 in 1,011Ratio = >=240.

Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.387 in Ratio = >=180 Max Upward Total Deflection 0.000 in

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

.Maximum Forces & Stresses for Load Combinations

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

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

Dsgn. L = 33.67 ft 1 0.373 0.065 61.89 61.89 184.17 165.75 1.00 1.00 6.94 117.75 105.98 +1.20D+1.60L

Dsgn. L = 33.67 ft 1 0.482 0.087 79.82 79.82 184.17 165.75 1.00 1.00 9.18 117.75 105.98 +1.20D+0.50L

Dsgn. L = 33.67 ft 1 0.370 0.066 61.39 61.39 184.17 165.75 1.00 1.00 6.95 117.75 105.98 +1.20D

Dsgn. L = 33.67 ft 1 0.320 0.056 53.05 53.05 184.17 165.75 1.00 1.00 5.94 117.75 105.98 +0.90D

Dsgn. L = 33.67 ft 1 0.240 0.042 39.78 39.78 184.17 165.75 1.00 1.00 4.46 117.75 105.98

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

+D+L 1 1.3874 16.450 0.0000 0.000

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

Max Upward from all Load Conditions 6.974 5.790 Max Upward from Load Combinations 6.974 5.790

Page 15 of 23EXISTING W16X26 BEAM

CAPACITY

(W16X40 BY COMPARISON)

DESCRIPTION: R1 Mechanical unit platform- Existing W16x26 beam check

Project File: VA Tampa Mechanical Platform.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

Max Upward from Load Cases 4.954 3.770 D Only 4.954 3.770 +D+L 6.974 5.790 +D+0.750L 6.469 5.285 +0.60D 2.972 2.262 L Only 2.020 2.020

DESCRIPTION: R1 Mechanical unit platform- Existing W24X55 beam check

Project File: VA Tampa Mechanical Platform.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

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

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Uniform Load : D = 1.30, Lr = 0.640 k/ft, Tributary Width = 1.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.554 : 1

Load Combination +1.20D+1.60Lr

Span # where maximum occurs Span # 1

38.428 k Mn * Phi : Allowable 502.500 k-ft Vn * Phi : Allowable

W24x55Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+1.60Lr

251.694 k

Section used for this span W24x55 Mu : Applied

Maximum Shear Stress Ratio = 0.153 : 1

0.000 ft

278.600 k-ft Vu : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.261 in 1,331Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.815 in Ratio = >=180 Max Upward Total Deflection 0.000 in

Span: 1 : Lr Only Span: 1 : +D+Lr

.Maximum Forces & Stresses for Load Combinations

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

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

Dsgn. L = 29.00 ft 1 0.397 0.109 199.44 199.44 558.33 502.50 1.00 1.00 27.51 279.66 251.69 +1.20D+0.50Lr

Dsgn. L = 29.00 ft 1 0.407 0.112 204.59 204.59 558.33 502.50 1.00 1.00 28.22 279.66 251.69 +1.20D

Dsgn. L = 29.00 ft 1 0.340 0.094 170.95 170.95 558.33 502.50 1.00 1.00 23.58 279.66 251.69 +1.20D+1.60Lr

Dsgn. L = 29.00 ft 1 0.554 0.153 278.60 278.60 558.33 502.50 1.00 1.00 38.43 279.66 251.69 +0.90D

Dsgn. L = 29.00 ft 1 0.255 0.070 128.21 128.21 558.33 502.50 1.00 1.00 17.68 279.66 251.69

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

+D+Lr 1 0.8147 14.583 0.0000 0.000

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

Max Upward from all Load Conditions 28.930 28.930 Max Upward from Load Combinations 28.930 28.930 Max Upward from Load Cases 19.650 19.650 D Only 19.650 19.650 +D+Lr 28.930 28.930

Page 17 of 23EXISTING W24X55

BEAM CAPACITY

DESCRIPTION: R1 Mechanical unit platform- Existing W24X55 beam check

Project File: VA Tampa Mechanical Platform.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

+D+0.750Lr 26.610 26.610 +0.60D 11.790 11.790 Lr Only 9.280 9.280

DESCRIPTION: R1 Mechanical unit platform- Existing W18x35 beam check

Project File: VA Tampa Mechanical Platform.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

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

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Uniform Load : D = 1.30, Lr = 0.640 k/ft, Tributary Width = 1.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.159 : 1

Load Combination +1.20D+1.60Lr

Span # where maximum occurs Span # 1

14.443 k Mn * Phi : Allowable 249.375 k-ft Vn * Phi : Allowable

W18x35Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+1.60Lr

159.30 k

Section used for this span W18x35 Mu : Applied

Maximum Shear Stress Ratio = 0.091 : 1

0.000 ft

39.718 k-ft Vu : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.014 in 9,217Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.044 in Ratio = >=180 Max Upward Total Deflection 0.000 in

Span: 1 : Lr Only Span: 1 : +D+Lr

.Maximum Forces & Stresses for Load Combinations

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

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

Dsgn. L = 11.00 ft 1 0.113 0.065 28.27 28.27 277.08 249.38 1.00 1.00 10.28 159.30 159.30 +1.20D+0.50Lr

Dsgn. L = 11.00 ft 1 0.117 0.066 29.07 29.07 277.08 249.38 1.00 1.00 10.57 159.30 159.30 +1.20D

Dsgn. L = 11.00 ft 1 0.097 0.055 24.23 24.23 277.08 249.38 1.00 1.00 8.81 159.30 159.30 +1.20D+1.60Lr

Dsgn. L = 11.00 ft 1 0.159 0.091 39.72 39.72 277.08 249.38 1.00 1.00 14.44 159.30 159.30 +0.90D

Dsgn. L = 11.00 ft 1 0.073 0.041 18.17 18.17 277.08 249.38 1.00 1.00 6.61 159.30 159.30

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

+D+Lr 1 0.0442 5.531 0.0000 0.000

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

Max Upward from all Load Conditions 10.863 10.863 Max Upward from Load Combinations 10.863 10.863 Max Upward from Load Cases 7.343 7.343 D Only 7.343 7.343 +D+Lr 10.863 10.863

Page 19 of 23EXISTING W18X35

BEAM CAPACITY

DESCRIPTION: R1 Mechanical unit platform- Existing W18x35 beam check

Project File: VA Tampa Mechanical Platform.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

+D+0.750Lr 9.983 9.983 +0.60D 4.406 4.406 Lr Only 3.520 3.520

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E el im in ar y

1. Cover Page

2. Table of contents

3. Project Scope/ Design Criteria

Project Scope/ Key Plan

Wind Loads

Design criteria

4. Mechanical Platform Design

Member & Connection Design

5. Existing Member Capacity

W16x40

W24x55

W18x55

6. Specification Sheets

File details come from the government source that posted it. Updated Mar 12, 2024.