07 673-21-149_Tampa6West_Bid Set_STRUC-CALCS.pdf
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- Solicitation number
- 36C24824R0177
About this file
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 .