07 673-21-149_Tampa6West_Bid Set_STRUC-CALCS.pdf

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Y1DA--FY25: NRM (PROJ: 673-21-149) BB Convert 6 West to Private Patient Rooms
Solicitation number
36C24824R0177
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This document appears to be a set of structural calculations related to the renovation of the 6th floor west wing of Building One at the James A. Haley VA Hospital in Tampa, Florida. The federal contract opportunity associated with this project is Solicitation Number 36C24824R0177, titled "Y1DA--FY25: NRM (PROJ: 673-21-149) BB Convert 6 West to Private Patient Rooms."

The project scope includes the complete demolition and remodel of the inpatient wing, with new walls, finishes, millwork, doors, mechanical, electrical, plumbing, structural, and other systems. The work is to be performed for the Department of Veterans Affairs, Veterans Health Administration, Veterans Integrated Service Network 8. This is a civilian agency requirement, and there are no details provided about any incumbent contractors or small business set-asides.

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Text version

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

Site Address:

Prepared By:

Checked By:

Structural Calculations

VA Tampa 6 West

Issued for: AESUS DESIGN GROUP Date: 01/23/2023

13000 BRUCE B DOWN BLVD, TAMPA, FL

33612

Crystal Blanton

Charu Puri

1/23/2023 kimley-horn.com 7740 N 16th St. #300 Phoenix, AZ 85020 602-944-5500

TABLE OF CONTENTS

VA Tampa 6 West

13000 BRUCE B DOWN BLVD, TAMPS, FL 33612

KH Job # 291811114

PROJECT SCOPE/ DESIGN CRITERIA 3

DESIGN CALCULATIONS 5

Project Scope/ Design Criteria Key Plan

TABLE OF CONTENTS 2

COVER 1

REFERENCE SHEETS 33

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 6WEST

PROJECT SCOPE

Dead load

LL= 40psf (Patient Rooms)

New mechanical unit weight= 6529lbs

PROJECT SCOPE

The scope of the project is to verify the existing steel framing for the new mechanical unit loads at the 6th level- west wing. The scope of the project also includes adding new patient lifts at the 7th floor which will be supported by the main structural system of the building.

DESIGN CRITERIA

Dead Load

3" Normal Weight Concrete on 1.5" Steel Deck 36.5 psf

Sprinklers 1.5 psf

MEP 1.5 psf

Miscellaneous 1.5 psf

DEAD LOAD 41 psf kimley-horn.com 7740 N. 16th Street, Suite 300, Phoenix, AZ 85020 602-944-5500

DESIGN CALCULATIONS

of SheetJob No.

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

VA HALEY 6WEST

KEY PLAN

EXISTING STRUCTURAL DRAWINGS

6TH FLOOR PLAN MECHANICAL UNIT OVERLAY WITH EXISTING

STRUCTURAL DRAWINGS

FSD F

S

D F

S D

F S

D

F S

D F

S D

F S

D

AHU-6W

VAV-16

H-1

VAV-3

VAV-2

VAV-1

VAV-26

VAV-15

VAV-28

VAV-17

VAV-18

11109

M M

J J

K K

L L

W14X22 W14X38

W14X22 W16X50

W14X22

W18X46 W18X46

W X

W X

1W

X

W X

W X

W X

W X

W X

W X

W16X50

W14X38

W X

W14X22

W14X22

W14X22

W14X30

W14X22

W14X22

W12X14

W X

C8X11.5

W14X30

W X

.5

W X

.5

W6X8.5

W6X8.5

W X

W X

W X

CURRENT LOCATION OF

MECHANICAL UNIT

AHU TO BE REVISED - ALL

ADJACENT FRMINAG MEMBERMS

WILL HAVE TO BE ANALYSED

FOR CAPACITY ONCE THE NEW

UNIT IS DECISED UPON.

1'

1'

21' - 8" 21' - 8"

43' - 4"

UPON REVIEW -

ADDITIONAL FRAMING

MEMBERS MAY BE

REQUIRED TO SUPPROT

THE LOAD.

FRAMING MEMBERS w/

PHANTOM LINES INDICATED

THEY EXISTING BEAMS /

FRAMING - TYPICAL

7' - 2" 7' - 4" 7' - 2"

(N

B E

A M

(N

B E

A M

PROPOSED UNIT ADDITION

NEW MECHANICAL

UNIT LOCATION

of SheetJob No.

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

VA HALEY 6WEST

MEMBER CAPACITY

LL= 40psf (Patient Rooms)

New mechanical unit weight= 6529lbs

Dimensions= 246" x 92.73"

Additional new mechanical unit weight= 6529lbs/ (246"x92.73")= 41.2psf

Percentage increase= 3% < 5% OK ( Per IEBC Section 502.4)

The existing member capacity OK, since the percentage increase in the LL with the new unit weight is <5%.

NEW MECHANICAL UNIT

of SheetJob No.

AHU

A/C-13

AO

AO

A O

A O

A O

A O

A O

A O

A O

A O

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

AO

N N

M M

H H

J J

K K

L L

G G

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM

(E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E) STEEL BM

(E) STEEL BM(E

S T

E E

L B

M

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM (E) STEEL BM

(E) STEEL BM

(E

S T

E E

L B

M

(E) STEEL BM

(E) STEEL BM

(E) STEEL BM

(E

S T

E E

L B

M

(E) STEEL BM

(E) STEEL BM (E) STEEL BM

(E) STEEL BM (E) STEEL BM

(E) STEEL BM

(E) STEEL BM

(E) STEEL BM

(E

S T

E E

L B

M (E

S

T E

E L B

M (E

S

T E

E L B

M

(E) STEEL BM

(E

S T

E E

L B

M

(E) STEEL BM

(E) STEEL BM

(E) STEEL BM (E) STEEL BM

(E) STEEL BM(E) STEEL BM

(E) STEEL BM(E) STEEL BM

(E) STEEL BM

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E

S T

E E

L B

M

(E) STEEL BM (E) STEEL BM (E) STEEL BM(E) STEEL BM

(E) STEEL BM

(E) STEEL BM

(E) STEEL BM

(E

S T

E E

L B

M

(E) STEEL BM

(E

S T

E E

L B

M

1'

1'

1'

1'

1'

21' - 8" 21' - 8" 21' - 8" 21' - 8"

86' - 8"

13' - 2" 8' - 6" 9' - 0" 12' - 8" 12' - 10" 8' - 10" 9' - 2"

1"

W X

W X

W X

W X

W X

W X

W X

W X

W X

W8X15W8X15

(N

B E

A M

W8X15

W X

W8X15W X

W8X15

W8X15W8X15

W8X15

(N

B E

A M

203 202

203 202

202 202 203

TYP

S501

S501

S501

1/8" = 1'-0"1

LEVEL 07 - PATIENT LIFT TRACK LAYOUT & SUPPORTS

(E)16WF40(E)16WF40(E)16WF40

(E)14B26

(E)14B26

(E)14WF48

(E)14B17.2

(E)14B22

(E)14B22

(E)14B22

(E)16WF40

(E)14B30

(E)14B30

(E)16WF40

(E)14B22

(E)16WF58

(E)16WF58

(E)14B17.2

(E )1

6W F

(E )1

4B

(E)14WF38

(E)14WF38

(E)14WF34

(E)14WF26

(E)12B16.5

(E)14WF38

(E )6

B 8.

(E )6

B 8.

(E )6

B 8.

(E )1

6W F

(E)14B17.2

(E)16WF40

(E)14B22

(E)14WF38

(E)16WF58

(E)12B14

(E)16WF50

(E)14WF30

(E)14WF48

(E)14B22

(E)14B26 (E)14B26

W 8X

(E)14B26

(E)14WF48

(E)14B17.2

(E)14WF30

(E)14WF34

(E)8B10

(E)8B10

(E)14WF34

(E

)8 B

(E

)8 B

(E )1

8W F

(E)14WF22

(E)14WF17.2

(E)16WF40

(E)14WF17.2

(E)14WF43

(E)14B26

(E)14B26

(E)14WF53

(E)14WF38

(E)14B17.2

(E)14B22

(E)14WF38

(E)14WF38

(E)14WF38

(E)14WF38

(E)14B17.2

(E)16WF58

(E)16WF58

(E)14B22

(E)14B17.2

(E)16WF40

(E)14WF53

(E)8B10

(E)14WF34

(E)8B10

(E)14WF43

(E )1

6W F

(E

)1 6W

F

(E )1

6W F

(E

)1 6W

F

(E )1

6W F

(E )1

8W F

(E

)1 4B

(E

)1 6W

F

(E )2

1W F

(E

B

(E

B

(E )2

1W F

(E )1

6W F

(E )1

6W F

(E

)1 8W

F

(E )1

8W F

(E )1

6W F

(E )1

0B

.5

(E )1

0B

.5

(E )8

B

(E )8

B

(E )1

4B

(E )1

4B

(E )2

1W F

(E )1

6W F

(E

)1 6W

F

(E )1

6W F

(E

)1 6W

F

(E )1

6W F

(E )1

6B

(E )8

B

(E)6B8.5(E )6

B 8.

(E

)6 B

8.

(E )6

B 8.

W 8X

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

VA HALEY 6WEST

KEY PLAN- PATIENT LIFTS

W8X15 (Worst case- considering 1000lb load at center)

STANDARD LIFT........ 700LBS

BARIATRIC LIFT........ 1000LBS

KEY PLAN- LEVEL 07

PATIENT LIFTS

Unistrut P5001 check (cantilever condition)

Unistrut P5001 (Capacity check- worst case)

(E) 14B17.2 Check

S=54.6in3. OK by observation and similar calculations (Lift loads from 2 rooms)

OK by observation and similar calculations

(E) 14B26 Check (Lift loads from 2 rooms)

OK by observation and similar calculations

(E) 6B8.5 Check

S=64.4in3. OK by observation and similar calculations

(E) 16WF40 Check (Lift loads from 2 rooms)

(E)14B22 (Capacity check-worst case Lift loads from 2 rooms) of SheetJob No.

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

VA HALEY 6WEST

EXISTING MEMBER CHECK

PATIENT LIFTS

Standard lift weight= 700lbs

Bariatric lift weight: 1000lb

UNISTRUT P5001

Span In

Max Allowable

Uniform Load Lbs

Defl. at Uniform

Load In

Uniform Loading at Deflection

Span/180 Lbs

Span/240 Lbs

Span/360 Lbs

24 6,890* 0.01 6,890* 6,890* 6,890* 36 6,890* 0.02 6,890* 6,890* 6,890* 48 6,890* 0.05 6,890* 6,890* 6,890* 60 6,420 0.10 6,420 6,420 6,420 72 5,350 0.14 5,350 5,350 5,350 84 4,590 0.19 4,590 4,590 4,590 96 4,020 0.25 4,020 4,020 4,020 108 3,570 0.32 3,570 3,570 3,360 120 3,210 0.39 3,210 3,210 2,720 144 2,680 0.57 2,680 2,680 1,890 168 2,290 0.77 2,290 2,080 1,390 192 2,010 1.01 2,010 1,590 1,060 216 1,780 1.27 1,680 1,260 840 240 1,610 1.58 1,360 1,020 680

P5001 - beam loaDing

Standard lift weight= 700lbs

Bariatric lift weight: 1000lb

Beam capacity check (Worst case)

Span= 13'-2"

Beam W8x15

See Enercalc calculations

BEAM W8X15

ASSUMING CONCENTRATED LOAD

1000LBS

Considering worst case span= 10'-10"

Allowable load= 2989.2lbs (10'-10" span)

Unbraced length factor= 0.49

Load at midspan factor= 0.5

Allowable load= 2989lbs x 0.5 x 0.49= 738lbs

Use Unistrut P5001 at 700 lb lifts

Use W8X15 beam at 1000 lb lifts

ASSUMING CONCENTRATED LOAD

of SheetJob No.

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

VA HALEY 6WEST

Patient lifts

UNISTRUT P1000 BRACE

Brace length= 6'

Brace force= 1414lbs

Allowable load for P1000= 2080lbs

Unbraced length factor= 0.78

Allowable load for P1000= 2080lbs x 0.78= 1622lbs > 1414lbs OK

Max. lift load= 800lbs

Maximum moment on the unistrut= 800lbs x 2.5'= 2.0kip-ft

Unistrut P5001

Allowable moment= 48,180in-lbs

Unbraced length factor= 0.76

Allowable load= 48,180in-lbs x 76=36,617in-lbs= 3.05kip-ft > 2.05kip-ft OK

UNISTRUT P5001- CANTILEVER

ASSUMING CONCENTRATED LOAD

6.5' 2.5'

800LBS

EXISTING BEAM 14B22 CAPACITY FOR LIFT

LOADS(FROM 2 ROOMS)

Sxx= 28.8in3

Fy= 36ksi

Mn= 36ksi x 28.8in3/ 1.67= 51.7kip-ft

Moment on the beam (See Enercalc calculations)= 42kip-ft < 51.7kip-ft OK

700LB

21'-8"

DL=41PSF

LL=40PSF

EXISTING BEAM 14B17.2 CAPACITY FOR LIFT LOADS

Sxx= 21.0in3

Fy= 36ksi

Mn= 36ksi x 21.0in3/ 1.67= 37.73kip-ft

Moment on the beam (See Enercalc calculations)= 36.7kip-ft < 37.73kip-ft OK

700LB

21'-8"

DL=41PSF

LL=40PSF

700LB

of SheetJob No.

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

VA HALEY 6WEST

Patient lifts

EXISTING BEAM 6B8.5 CAPACITY FOR LIFT LOADS

700LB

9'-0"

Sxx= 5.07in3

Fy= 36ksi

Mn= 36ksi x 5.07in3/ 1.67= 9.10kip-ft

Moment on the beam (See Enercalc calculations)= 7.3kip-ft < 9.10kip-ft OK

EXISTING BEAM 16WF40 CAPACITY FOR LIFT LOADS

(FROM 2 ROOMS)

700LB

21'-8" Sxx= 72.4in3

Fy= 50ksi

Mn= 50ksi x 72.4n3/ 1.67= 180.7kip-ft

Moment on the beam (See Enercalc calculations)= 52kip-ft < 180.7kip-ft OK

EXISTING BEAM 14B26 CAPACITY FOR LIFT LOADS

(FROM 2 ROOMS)

Sxx= 34.9in3

Fy= 36ksi

Mn= 36ksi x 28.8in3/ 1.67= 62.7kip-ft

Moment on the beam (See Enercalc calculations)= 62.7kip-ft < 47.3kip-ft OK

1000LB

21'-8"

DL=41PSF

LL=40PSF

DL=41PSF

LL=40PSF

DL=41PSF

LL=40PSF

700LB

Steel Beam LIC# : KW-06017653, Build:20.22.8.17 KIMLEY-HORN & ASSOCIATES INC (c) ENERCALC INC 1983-2022

DESCRIPTION: Beam Capacity check W8x15 rev

Project File: VA Haley -6 West.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

Completely Unbraced Allowable Strength 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 Load(s) for Span Number 1

Point Load : D = 0.70 k @ 6.60 ft, (Lift Loads)

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.143 : 1

Load Combination D Only

Span # where maximum occurs Span # 1

0.4498 k Mn / Omega : Allowable 18.486 k-ft Vn/Omega : Allowable

W8x15Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination D Only

39.739 k

Section used for this span W8x15 Ma : Applied

Maximum Shear Stress Ratio = 0.011 : 1

0.000 ft

2.639 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio = <360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.049 in Ratio = >=180 Max Upward Total Deflection 0.000 in

Span: 1 : D Only

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 13.20 ft 1 0.143 0.011 2.64 2.64 30.87 18.49 1.29 1.00 0.45 59.61 39.74 +0.60D

Dsgn. L = 13.20 ft 1 0.086 0.007 1.58 1.58 30.87 18.49 1.29 1.00 0.27 59.61 39.74

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

D Only 1 0.0493 6.638 0.0000 0.000

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

Overall MAXimum 0.450 0.450 Overall MINimum 0.270 0.270 D Only 0.450 0.450 +0.60D 0.270 0.270

Page 12 of 37NEW BEAM W8x15

General Beam Analysis

DESCRIPTION: Existing beam check with lift loads 14B22- 2LOADS

Project File: VA Haley -6 West.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

General Beam Properties Elastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 10.021.670 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0410, L = 0.040 ksf, Tributary Width = 8.0 ft

Point Load : D = 0.70 k @ 5.50 ft

Point Load : D = 0.70 k @ 16.80 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 10.835 ft

7.741 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

21.670 ft

41.666 k-ft

Maximum Deflection Max Downward Transient Deflection 0.552 in 471 Max Upward Transient Deflection 0.009 in 29685 Max Downward Total Deflection 1.236 in 210 Max Upward Total Deflection 0.007 in 39749

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios

M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope

Dsgn. L = 21.67 ft 1 41.67 41.67 7.74 D Only

Dsgn. L = 21.67 ft 1 22.88 22.88 4.27 +D+L

Dsgn. L = 21.67 ft 1 41.67 41.67 7.74 +D+0.750L

Dsgn. L = 21.67 ft 1 36.97 36.97 6.87 +0.60D

Dsgn. L = 21.67 ft 1 13.73 13.73 2.56

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

Overall MAXimum 7.701 7.741 Overall MINimum D Only 4.234 4.274 +D+L 7.701 7.741 +D+0.750L 6.834 6.875 +0.60D 2.540 2.565 L Only 3.467 3.467

EXISTING BEAM

14B22

DESCRIPTION: Existing beam check with lift loads 14B17.2

Project File: VA Haley -6 West.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

General Beam Properties Elastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 10.021.670 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0410, L = 0.040 ksf, Tributary Width = 7.0 ft

Point Load : D = 0.70 k @ 12.0 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 11.377 ft

6.531 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

21.670 ft

36.753 k-ft

Maximum Deflection Max Downward Transient Deflection 0.483 in 538 Max Upward Transient Deflection 0.008 in 33926 Max Downward Total Deflection 1.065 in 244 Max Upward Total Deflection 0.005 in 47519

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios

M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope

Dsgn. L = 21.67 ft 1 36.75 36.75 6.53 D Only

Dsgn. L = 21.67 ft 1 20.40 20.40 3.50 +D+L

Dsgn. L = 21.67 ft 1 36.75 36.75 6.53 +D+0.750L

Dsgn. L = 21.67 ft 1 32.66 32.66 5.77 +0.60D

Dsgn. L = 21.67 ft 1 12.24 12.24 2.10

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

Overall MAXimum 6.456 6.531 Overall MINimum D Only 3.422 3.497 +D+L 6.456 6.531 +D+0.750L 5.697 5.773 +0.60D 2.053 2.098 L Only 3.034 3.034

Page 14 of 37EXISTING BEAM 14B17.2

DESCRIPTION: Existing beam check with lift loads 6B8.5

Project File: VA Haley -6 West.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

General Beam Properties Elastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 10.09.0 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0410, L = 0.040 ksf, Tributary Width = 7.0 ft

Point Load : D = 0.70 k @ 4.50 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft

2.902 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

0.000 ft

7.316 k-ft

Maximum Deflection Max Downward Transient Deflection 0.014 in 7517 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.035 in 3044 Max Upward Total Deflection 0.000 in 547488

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios

M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope

Dsgn. L = 9.00 ft 1 7.32 7.32 2.90 D Only

Dsgn. L = 9.00 ft 1 4.48 4.48 1.64 +D+L

Dsgn. L = 9.00 ft 1 7.32 7.32 2.90 +D+0.750L

Dsgn. L = 9.00 ft 1 6.61 6.61 2.59 +0.60D

Dsgn. L = 9.00 ft 1 2.69 2.69 0.98

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

Overall MAXimum 2.902 2.902 Overall MINimum D Only 1.642 1.642 +D+L 2.902 2.902 +D+0.750L 2.587 2.587 +0.60D 0.985 0.985 L Only 1.260 1.260

Page 15 of 37EXISTING BEAM 6B8.5

DESCRIPTION: Existing beam check with lift loads 14B26 (2loads)

Project File: VA Haley -6 West.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

General Beam Properties Elastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 10.021.670 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0410, L = 0.040 ksf, Tributary Width = 9.0 ft

Point Load : D = 1.0 k @ 5.50 ft

Point Load : D = 0.70 k @ 16.830 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 10.727 ft

8.801 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

0.000 ft

47.242 k-ft

Maximum Deflection Max Downward Transient Deflection 0.621 in 418 Max Upward Transient Deflection 0.010 in 26387 Max Downward Total Deflection 1.402 in 185 Max Upward Total Deflection 0.008 in 34616

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios

M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope

Dsgn. L = 21.67 ft 1 47.24 47.24 8.80 D Only

Dsgn. L = 21.67 ft 1 26.12 26.12 4.90 +D+L

Dsgn. L = 21.67 ft 1 47.24 47.24 8.80 +D+0.750L

Dsgn. L = 21.67 ft 1 41.96 41.96 7.83 +0.60D

Dsgn. L = 21.67 ft 1 15.67 15.67 2.94

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

Overall MAXimum 8.801 8.696 Overall MINimum D Only 4.901 4.796 +D+L 8.801 8.696 +D+0.750L 7.826 7.721 +0.60D 2.940 2.877 L Only 3.901 3.901

14B26

DESCRIPTION: Existing beam check with lift loads 16WF40 (2loads)

Project File: VA Haley -6 West.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

General Beam Properties Elastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 10.021.670 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0410, L = 0.040 ksf, Tributary Width = 10.0 ft

Point Load : D = 0.70 k @ 5.50 ft

Point Load : D = 0.70 k @ 16.830 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 10.835 ft

9.498 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

21.670 ft

51.165 k-ft

Maximum Deflection Max Downward Transient Deflection 0.690 in 376 Max Upward Transient Deflection 0.011 in 23748 Max Downward Total Deflection 1.515 in 171 Max Upward Total Deflection 0.008 in 32973

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios

M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope

Dsgn. L = 21.67 ft 1 51.16 51.16 9.50 D Only

Dsgn. L = 21.67 ft 1 27.69 27.69 5.16 +D+L

Dsgn. L = 21.67 ft 1 51.16 51.16 9.50 +D+0.750L

Dsgn. L = 21.67 ft 1 45.30 45.30 8.41 +0.60D

Dsgn. L = 21.67 ft 1 16.61 16.61 3.10

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

Overall MAXimum 9.455 9.498 Overall MINimum D Only 5.121 5.164 +D+L 9.455 9.498 +D+0.750L 8.372 8.414 +0.60D 3.073 3.098 L Only 4.334 4.334

16WF40

of SheetJob No.

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

VA HALEY 6WEST

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Y��?�-� ��� $$�,�*+!% �,+�� ���� � �'+�� ,�"��,���("�6+*�. !"�'+�'"!��#+$"$-��("��#"�+*�>,$�,��!+��'�#� ��� !"�& #"��+���("��!,�',�$"#A�*+!%�$ #� �� �#"'�!,�-�!"0�$ �,+�#�,�� ''+!� �'"�.,�(�>,$�,Z#��"'(�,' $��,!"'�,+�#� ���+�"! �,�0A�%+���,�0� ��� ##"%&$-�,�#�!�'�,+�#A�"�'[A��( ��%�#��&"�#�!,'�$- �'+%�$,"��.,�(�&-��("��#"![�?$$�*,0�!"#�'+�� ,�"���("!",�� !"� \"! 0"�*,0�!"#A� ����("!"*+!"��#"=#�"',*,'��"#�#� !"��+�&"�'+���'�"���!,+!��+��#,�0 ��("�!"$"\ ���>,$�,��!+��'�[�E("�!"#�$�#�+*��("�' $'�$ �,+�#�' !!,"��+���&-�%" �#�+*��("�6+*�. !"� !"�& #"��"##"��, $$-�+���("�� � �-+������,�[ �E("!"*+!"A�-+��&" !��("�#+$"�!"#�+�#,&,$,�-�*+!��("� &#"�'"�+*�"!!+!#A��("�'+%�$"�"�"##� ����("�!"$"\ �'"�+*��("�� � ��+�&"�����,��&-�-+�[ �N+!"+\"!A�-+��&" !�#+$"�!"#�+�#,&,$,�-�*+!�( \,�0��("�!"#�$�#�+*��("�' $'�$ �,+��'("')"�� ���'$" !"��&-� ��"/�"!�A�� !�,'�$ !$-�.,�(�!"0 !���+ �'+%�$, �'"�.,�(� ��$,' &$"��+!%#� ����"!%,�#A��!,+!��+��#,�0��("%�*+!�-+�!�#�"',*,'�* ',$,�-[�E("�6+*�. !"�#"!\"#�+�$-� #� �� ,���+�,��"!�!"���+!%# � ����"!%,�#�.,�(+��� �-�0� ! ��""� #��+��("� &#"�'"�+*�"!!+!#A��("�'+!!"'��"##� ����("�!"$"\ �'"�+*��("�!"#�$�#�+!�#�,� &,$,�-�*+!� �#�"',*,'

Y��]+��%�#��� )"� $$��"'"## !-� ���!" #+� &$"�#�"�#��+��!"\"���+!�$,%,��� % 0"�' �#"��&-��("�6+*�. !"[����� !�,'�$ !A�-+��%�#�� !! �0"�*+!��(" �!"0�$ !�& ')���+*��!+0! %#� ���� � � ��A�,*� ��$,' &$"A�' !!-�+����("���� �"#�+*��("�6+*�. !"�+**"!"��&-�>,$�,�+�� �!"0�$ !�& #,#[��*�-+���+��+���#" ��("�?��+̂ �� �"�*��'�,+��+*��("�6+*�. !"A�-+��%�#��"�#�!"��( ��-+�� !"��#,�0��("�'�!!"��� ����(�#���=�+=� �"�\"!#,+��+*��("�6+*�. !"�,��" '( �' #"�&-�' !!-,�0�+���% �� $���� �"#�\, ��("�>,$�,�_"&#,�"[�>,$�,�.,$$��+��&"�$, &$"�*+!�'+�#"̀�"�'"#A�#�'(� #��("�!"'+\"!-�+*�$+#��+!�� % 0"��� � �+!��!+0! %#A� !,#,�0�*!+%� �'�$� &$"�&!" '(�+*����-�&-�-+�[ of SheetJob No.

Threaded Rod & Nut Not Included

Plf3075 flange ClamP

Part Number

Rod Size

Wt/100 pcs

Lbs (kg)

Max.

Allowable

Load Lbs (kN)

Torque Ft-Lbs

PLF3050 1⁄2" 91 450 2941 2.00

PLF3062 5⁄8" 186 900 6984 4.00

PLF3075 3⁄4" 334 1,350 130152 6.01

Dimensions Part

Number “X”

In (mm) “W”

In (mm) “V”

In (mm) “T“

In (mm) “R”

In (mm) “S”

In (mm)

PLF3050 13⁄8 0 - 19⁄16 1⁄2 11⁄32 115⁄16 15⁄32

34.9 0 - 39.7 12.7 8.7 49.2 29.4

PLF3062 113⁄16 0 - 23⁄16 5⁄8 1⁄2 211⁄32 17⁄16

46.0 0 - 55.6 15.9 12.7 59.5 36.5

PLF3075 23⁄16 0 - 13⁄4 3⁄4 5⁄8 3 13⁄4

55.6 0 - 44.5 19.1 15.9 76.2 44.5

Material: Malleable Iron.

S

T

R

Z

V

X W

V

Safety Factor: 4

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

VA HALEY 6WEST

Patient lifts

THREADED ROD CAPACITY

Threaded Rod Loads for Structural Applications

(Based on AISC, Steel Construction Manual, ASD, 14th Edition. Per AISC, Allowed

Tensile Stress = 0.33 * Fu)

Nominal Dia.

Nominal Area In2 (mm2)

Allowed Tension Load

Lbs (kN) 1⁄4 0.049 (31.6) 930 (4.14) 3⁄8 0.110 (71.0) 2,110 (9.39)

7⁄16 0.150 (96.8) 2,870 (12.77) 1⁄2 0.196 (126.5) 3,750 (16.68) 5⁄8 0.307 (198.2) 5,870 (26.11) 3⁄4 0.442 (285.4) 8,450 (37.59) 7⁄8 0.601 (388.0) 11,500 (51.15) 1 0.785 (506.8) 15,030 (66.86)

MAX LIFT LOAD=

1000LBS OK

maximum alloWable Pull-out anD SliP loaDS

Channel

Channel Nut

Size- Thread Gauge

Allowable Pull-Out Strength Lbs (kN)

Resistance to Slip

Lbs (kN)

Torque Ft-Lbs (N•m)

P1000 P3000 P4400 P4526 P5000 P5500

7⁄8" - 9 12 2,500 1,700 *125

11.12 7.56 170

3⁄4" - 10 12 2,500 1,700 *125

11.12 7.56 170

5⁄8" - 11 12 2,500 1,500 *100

11.12 6.67 135

1⁄2" - 13 12 2,000 1,500 50

8.90 6.67 70

7⁄16" - 14 12 1,400 1,000 35

6.23 4.45 50

3⁄8" - 16 12 1,000 800 19

4.45 3.56 25

5⁄16" - 18 12 800 500 11

3.56 2.22 15

1⁄4" - 20 12 600 300 6

2.67 1.33 8

1⁄ " - 13 12 1,500 1,500 50

MAX. LIFT LOAD=

1000LBS

Note:

Load – P1346 Channel Thickness

12 ga. 14 ga. 16 ga.

LOAD

Lbs 2,000 1,500 900 kN 8.90 6.67 4.00 of SheetJob No.

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

VA HALEY 6WEST

Patient lifts

MAX. LIFT LOAD=

1000LBS

P2867

P2786

Wt/100 pcs: 92 Lbs (41.7 kg)

• For use with Beams up to 3⁄4" (19.1) Flanges and with Channels P1001, P1101, P2001, P3001, P5000, and P5500.

1⁄4" (6.4)

5"

3" (76.2)

7⁄8" (22.2)

3⁄8" Hex Nuts and "U" Bolt Included

(127.0)

Design Load Each 1000 Lbs (4.45 kN) Use in Pairs Only eg gr hg

Df, eg, gr, hg

P1546

P1843

REFERENCE SHEETS

ELEVATION VIEW LEFT

PLAN VIEW

REAR VIEW FRONT VIEW

XTI-69x81

PROJECT NAME:

YORK SOLUTION UNIT DRAWING

MODEL:

VA TAMPA AHU

CONTRACT#:

UNIT

TAG:

AHU-1

ALL DIMENSIONS SHOWN IN:

DIMENSION TOLERANCES: UNIT (+/- 1/2"); PIPING (+/- 2")

09/29/2022 05:52:46 PM UTC

INCHES

Front

(Return)

Left

Right

Rear

(Supply)

AIRFLOW

DRAWING NOT TO BE USED FOR CONSTRUCTION

DRAWING SCALE: NTS

DESIGNATION: AHU-1

PLAN VIEW

REV DATE REVISION CHANGE REV BY

EaS Version: 2021.6.24.0

SHEET 2 OF 5

EXTENTS VIEW

WEIGHT: 6529 (+/- 10%)

P r e l i m i n a r y

NOTES:

UNITS WITH A BASERAIL AND A BOTTOM OPENING: DUCT CONNECTION

FLUSH WITH THE BOTTOM OF UNIT, NOT FLUSH WITH BOTTOM OF BASERAIL.

REFER TO PERFORMANCE REPORT FOR SHIPPING SPLIT DETAILS.

ALLOW SUFFICIENT SPACE AROUND THE UNIT FOR REMOVING THE ACCESS

PANELS AND VARIOUS PARTS OF THE UNIT. A MINIMUM CLEARANCE EQUAL

TO THE WIDTH OF THE UNIT MUST BE PROVIDED ON ONE SIDE OF THE UNIT

FOR REMOVING THE COIL OR FAN ASSEMBLY.

CONTRACTOR RESPONSIBLE FOR PENETRATIONS AND CONNECTIONS OF

ALL ELECTRICAL BOXES AND INTERNAL COIL CONNECTIONS (IF PRESENT).

OVERALL DIMENSIONS ACCOUNT FOR COMPONENTS EXTENDING BEYOND

UNIT CABINET IN ORDER TO CONVEY THE TRUE SPACE REQUIREMENTS FOR

THE UNIT. THESE ITEMS MAY INCLUDE OUTDOOR ROOF PEAK, MOTOR

CONTROL AND/OR FACTORY PACKAGE CONTROL BOXES, WEATHER HOODS,

PIPE CHASES, DAMPER/LOUVER ASSEMBLIES, AND/OR UNIT BASE RAIL.

CERTAIN ITEMS MAY EXTEND BEYOND CABINET DIMENSIONS INCLUDING:

COIL CONNECTIONS, ROOF TRIM, DOOR HANDLES, LIGHT SWITCHES,

ELECTRICAL PANEL HANDLES, LIFTING LUGS, GAS FUEL SYSTEM, ETC.

THE OVERALL UNIT LENGTH MAY INCLUDE ADDITIONAL 1/4" PER SHIPPING

SPLIT (IF APPLICABLE) FOR GASKET AND CONNECTION HARDWARE.

FILTER DIMENSIONS ARE NOMINAL SIZES.

ELECTRICAL DEVICES (LIGHTS, SWITCHES, PANELS, ETC.) INDICATE

GENERAL AREA OF UNIT (E.G., SEGMENT); FINAL PLACEMENT DETERMINED

DURING MANUFACTURING.

MB

RF

HC

XA-1

HM

XA-2

CC

FS

XA-3

HF

DP

O v e r a l l

H e i g h t

246 OVERALL LENGTH

246 OVERALL LENGTH

O

V E

R A

L L

W

I D

T H

92.73 OVERALL WIDTH

UNIT WEIGHT=

6529LBS/ 246" X

92.73"= 41.5PSF

This sheet has been provided for reference only.

XTI-69x81

PROJECT NAME:

YORK SOLUTION UNIT DRAWING

MODEL:

VA TAMPA AHU

CONTRACT#:

UNIT

TAG:

AHU-1

ALL DIMENSIONS SHOWN IN:

DIMENSION TOLERANCES: UNIT (+/- 1/2"); PIPING (+/- 2")

09/29/2022 05:52:46 PM UTC

INCHES

Front

(Return)

Left

Right

Rear

(Supply)

AIRFLOW

DRAWING NOT TO BE USED FOR CONSTRUCTION

DRAWING SCALE: NTS

DESIGNATION: AHU-1

PLAN VIEW

REV DATE REVISION CHANGE REV BY

EaS Version: 2021.6.24.0

SHEET 1 OF 5

ISOMETRIC VIEW

WEIGHT: 6529 (+/- 10%)

P r e l i m i n a r y

This sheet has been provided for reference only.

This sheet is an excerpt from 1968 Steel manual has been provided for reference only.

This sheet is an excerpt from 1968 Steel manual has been provided for reference only.

1. Cover Page
2. Table of Contents
3. Project Scope/ Design criteria
4. Design Calculations
Key Plan
Mechanical Unit Calculations
Patient lift calculations
Anchors in concrete

5. Reference Sheets

File details come from the government source that posted it. Updated .