P01_VA Tampa 5South Narrative Attachment_STR calculations.pdf

PDF 14 MB Posted Aug 17, 2023

Attached to: Y1DA--FY23: NRM-Tier 1 (PROJ: 673-21-148) BB - Renovate Bldg 1 - 5 South to Private Patient Rooms
Solicitation number: 36C24823R0199
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 8

About this file

Written by GovTribe AI · Dec 20, 2023

This file attachment provides details related to a federal contract opportunity for renovating Building 1 - 5 South at the VA Medical Center in Tampa to convert it to private patient rooms.

The related solicitation seeks proposals to renovate approximately 50,000 square feet of space in Building 1 - 5 South to convert it from a ward layout to all private patient rooms under project number 673-21-148. The pre-solicitation opportunity is available through the Department of Veterans Affairs Veterans Health Administration VISN 8, with responses due on an unspecified future date. The file attachment includes STR calculations to support the renovation work required to convert the building to meet private room standards. Key aspects of the renovation include upgrading mechanical, electrical and plumbing systems, modifying nurse stations, and reconfiguring patient rooms to allow for single occupancy with private bathrooms.

View the file

Other files

File	Type	Posted
P01_5S Site Map.pdf	PDF	Aug 17, 2023
P01_SOW_PN 673_21_148 BB Renovate Bldg 1_5 South to Private Patient Rooms.docx	DOCX document	Aug 17, 2023
36C24823R0199_1.docx	DOCX document	Aug 17, 2023
P01_SPEC 00 01 10_673-21-148 5S Specifications.pdf	PDF	Aug 17, 2023
P01_5 South Bid Set Narrative_For Informative Purposes.pdf	PDF	Aug 17, 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 5 South

Issued for: AESUS DESIGN GROUP Date: 01/24/2023

13000 BRUCE B DOWN BLVD, TAMPA, FL

33612

Crystal Blanton

Charu Puri

1/24/2023 kimley-horn.com 7740 N 16th St. #300 Phoenix, AZ 85020 602-944-5500

TABLE OF CONTENTS

VA Tampa 5 South

13000 BRUCE B DOWN BLVD, TAMPS, FL 33612

KH Job # 291811115

PROJECT SCOPE/ DESIGN CRITERIA 3

DESIGN CALCULATIONS 5

Project Scope/ Design Criteria Key Plan

TABLE OF CONTENTS 2

COVER 1

REFERENCE SHEETS 35

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 5 SOUTH

PROJECT SCOPE 11/22

LL= 40psf (Patient Rooms)

New mechanical unit weight= 6530lbs

PROJECT SCOPE

The scope of the project is to verify the existing steel framing for the new mechanical unit loads at the 5th level- South wing. The scope of the project also includes adding new patient lifts at the 6th 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

Dead Load

DESIGN CALCULATIONS

of SheetJob No.

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

VA HALEY 5 SOUTH

KEY PLAN 11/22

EXISTING STRUCTURAL DRAWINGS

5TH FLOOR PLAN MECHANICAL UNIT OVERLAY WITH EXISTING

STRUCTURAL DRAWINGS

NEW MECHANICAL

UNIT LOCATION

C C

C.2 C.2

D D

E E

(E) W14X22

(E) W21X55

W X

(E) W14X30

(E) W14X17.2

(E) W14X26 (E) W24X84

W X

(E) W21X55

W X

(E) W14X22

(E) W14X30

(E) W14X17.2

(E) W14X26

W X

(E) STEEL BM(E) W10X12

(E) W14X26

(E) W14X22 (E) W10X12

EXISTING ELEVATOR CORE

21' - 8" 43' - 4" CLEAR SPAN 21' - 8"

W X

(E) COLUMN

(E) COLUMN (E) COLUMN

(E) COLUMN

9" 21' - 8" 20' - 11"

COORD. MECHANICNAL

UNIT LOCATION w/

MECHANICAL DRAWINGS

COORD. MECHANICNAL

UNIT LOCATION w/

MECHANICAL DRAWINGS

NEW MECHANICAL

EQUIPMENT PAD - SEE

DETAIL 2/S-102

DASHED LINE INDICATES (N)

MECHANICAL UNIT - SEE

MECHAINCIAL DRAWINGS

of SheetJob No.

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

VA HALEY 5 SOUTH

MEMBER CAPACITY 11/22

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.

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

VA HALEY 5 SOUTH

KEY PLAN- PATIENT LIFTS 11/22

A O

OAO

A O

C.2

(E) 14B22

(E) 21WF55

(E) 14B30

(E) 14B17.2

(E) 14B26 (E) 24WF84

(E) 21WF55

(E) 10B11.5

(E) 14B22 (E) 10B11.5

(E) 14B22

(E) 16WF36

(E) 14B17.2

(E) 16WF36

(E) 18WF54

(E) 14WF30

(E) 14B30

(E) 14WF30(E) 14B17.2(E) 14B22

(E) 18WF45(E) 18WF45(E) 18WF45

(E) 14WF30(E) 14B17.2(E) 15B22

(E) 18WF45(E) 18WF45(E) 18WF45

(E) 14B22

(E) 14B22(E) 14B22

(E) 14B17.2(E) 14B22

(E) 14WF30

(E) 18WF45

(E) 14B17.2

(E) 14B17.2(E) 14B17.2(E) 14B17.2

(E) 14B26 (E) 14B22

(E) 10B11.5

(E) 14B17.2

(E) 14B22

F 4(E) 16B26

(E) 12B16.5

S T

E E

L B

B M

0 (E) 6B8.5

(E) 6B8.5

(E) 6B8.5 (E) 14B17.2

(E) 14WF30

(E) 14B17.2

(E) 6C8.2

(E) 8B10

B M

(E) BM

W8X15

W8X18

5' - 0" 5' - 0" 5' - 8" 6' - 0"

W X

(E) 14B17.2

16' - 8" 5' - 0"

W X

W8X15

W X

21' - 8" 21' - 8" 21' - 8" 26' - 4" 21' - 8" 21' - 8"

15' - 2" 6' - 6"

7' - 6" 14' - 2"

E X

N G

E L

E V

R C

O R

(E) 6B8.5

(E) 10B11.5

(E) 14B17.2

(E) 14WF38

(E) 16WF58

202202202202202

202 202

202202

202 202202

202 202

202 202 202 202 202 202 202 202

202 202

202 202 202202 202 202 202 202

S-501

1/8" = 1'-0"1

LEVEL 06 - PARTIAL FRAMING PLAN - PATIENT LIFTS

Unistrut P5001 (Capacity check- worst case)

Unistrut P5001 check (cantilever condition)

W8X15 (Worst case)

(E) 14B17.2 Check

(E) 18WF45 Capacity Check (Worst case) S= 78.9in3 Considering 2 point loads OK by Observation and similar calculations

S=78.9in3. OK by observation

(E) 8B10 Check (Worst case)

KEY PLAN- LEVEL 06

PATIENT LIFTS

(E) 6B8.5 Check

W8X15 OK By observation and similar calculations)

(E)14B22 (Capacity check- worst case- Lift Loads from 2 rooms)

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

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

(E)16WF50

Considering 2 point loads

(E)14WF30 (Capacity check- worst case with 2 point loads)

(E)14B17.2 (Capacity check- worst case- Lift Loads from 2 rooms)

Unistrut P5001 (Capacity check- worst case bariatric lifts) of SheetJob No.

Considering worst case span= 10'-10" (patient lifts)

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

Considering worst case span= 8'-0" (bariatric lifts)

Allowable load= 4020lbs

Unbraced length factor= 0.68

Load at midspan factor= 0.5

Allowable load= 4020lbs x 0.5 x 0.68= 1367lbs

Use Unistrut P5001 at 1000 lb lifts

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

VA HALEY 5 SOUTH

EXISTING MEMBER CHECK 11/22

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

Lift weight: 1000lb

Beam capacity check (Worst case)

Span= 21'-8"

Beam W8x15

See Enercalc calculations

BEAM W8X15

ASSUMING CONCENTRATED LOAD

700LBS

ASSUMING CONCENTRATED LOAD

of SheetJob No.

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

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

VA HALEY 5 SOUTH

EXISTING MEMBER CHECK 11/22

UNISTRUT P5001- CANTILEVER

ASSUMING CONCENTRATED LOAD

6.5' 2.5'

800LBS

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

EXISTING BEAM 14B22 CAPACITY FOR LIFT LOADS

CONSIDERING LIFT LOADS FROM TWO ROOMS

Sxx= 28.8in3

Fy= 36ksi

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

Moment on the beam (See Enercalc calculations)= 51.3kip-ft < 51.7kip-ft OK

1000LB

21'-8"

DL=41PSF

LL=40PSF

700LB830LB

from beam of SheetJob No.

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

VA HALEY 5 SOUTH

EXISTING MEMBER CHECK 11/22

EXISTING BEAM 8B10 CAPACITY FOR LIFT LOADS

Sxx= 7.79in3

Fy= 36ksi

Mn= 36ksi x 7.79in3/ 1.67= 13.9kip-ft

Moment on the beam (See Enercalc calculations)= 1.9kip-ft < 13.9kip-ft OK

700LB

10'-10"

EXISTING BEAM 6B8.5 CAPACITY FOR LIFT LOADS

Sxx= 5.07in3

Fy= 36ksi

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

Moment on the beam (See Enercalc calculations)= 4.7kip-ft < 9.10kip-ft OK

700LB

7'-0"

EXISTING BEAM 18WF45 CAPACITY FOR LIFT LOADS

Sxx= 5.07in3

Fy= 36ksi

Mn= 36ksi x 78.9in3/ 1.67= 141.74kip-ft

Moment on the beam (See Enercalc calculations)= 43.2kip-ft < 141.74kip-ft OK

700LB

26'-4"

EXISTING BEAM 8C11.5 CAPACITY FOR LIFT LOADS

Sxx= 8.1in3

Fy= 36ksi

Mn= 36ksi x 8.1in3/ 1.67= 14.56kip-ft

Moment on the beam (See Enercalc calculations)= 10.21kip-ft < 14.56kip-ft OK

700LB

10'-10"

EXISTING BEAM 6C8.2 CAPACITY FOR LIFT LOADS

Sxx= 4.3in3

Fy= 36ksi

Mn= 36ksi x 4.31in3/ 1.67= 7.72kip-ft

Moment on the beam (See Enercalc calculations)= 7.752kip-ft < 3.7kip-ft OK

700LB

6'-6"

DL=41PSF

LL=40PSF

DL=41PSF

LL=40PSF

DL=41PSF

LL=40PSF

DL=41PSF

LL=40PSF

DL=41PSF

LL=40PSF

of SheetJob No.

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

VA HALEY 5 SOUTH

EXISTING MEMBER CHECK 11/22

EXISTING BEAM 14WF30 CAPACITY FOR LIFT LOADS

Sxx= 41.8in3

Fy= 50ksi

Mn= 50ksi x 41.8in3/ 1.67= 104.3kip-ft

Moment on the beam (See Enercalc calculations)= 47.9kip-ft < 104.3kip-ft OK

21'-8"

DL=41PSF

LL=40PSF

700LB (FROM ONE ROOM)

CONSIDERING LIFTS LOADS FROM 2 ROOMS

700LB (FROM ANOTHER ROOM)

EXISTING BEAM 16WF50 CAPACITY FOR LIFT LOADS

Sxx= 80.7in3

Fy= 50ksi

Mn= 50ksi x 80.7in3/ 1.67= 201.4kip-ft

Moment on the beam (See Enercalc calculations)= 141.4kip-ft < 201.4kip-ft OK

21'-8"

700LB X2 (FROM TWO ROOMS)

EXISTING BEAM LOADEXISTING BEAM LOAD

EXISTING BEAM 14B17.2 CAPACITY FOR LIFT LOADS

(2 ROOMS)

Sxx= 21.0in3

Fy= 36ksi

Moment on the beam (See Enercalc calculations)= 110.7kip-ft > 91.4kip-ft NOT GOOD

REINFORCEMENT FOR THE BEAM REQUIRED (See Enercalc calculations and existing beam reinforcement calculations)

21'-8"

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 5 South 12.08.2022.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 = 1.0 k @ 10.830 ft, (Lift Loads)

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.618 : 1

Load Combination D Only

Span # where maximum occurs Span # 1

0.6640 k Mn / Omega : Allowable 10.202 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 = 0.017 : 1

0.000 ft

6.302 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 0.318 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 = 21.67 ft 1 0.618 0.017 6.30 6.30 17.04 10.20 1.29 1.00 0.66 59.61 39.74 +0.60D

Dsgn. L = 21.67 ft 1 0.371 0.010 3.78 3.78 17.04 10.20 1.29 1.00 0.40 59.61 39.74

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

D Only 1 0.3184 10.835 0.0000 0.000

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

Overall MAXimum 0.664 0.664 Overall MINimum 0.398 0.398 D Only 0.664 0.664 +0.60D 0.398 0.398

Page 13 of 48NEW BEAM W8x15

General Beam Analysis

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

Project File: VA Haley- 5South.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 Load for Span Number 1

Uniform Load : D = 0.0410, L = 0.040 ksf, Extent = 0.0 -->> 15.0 ft, Tributary Width = 10.670 ft

Point Load : D = 1.0 k @ 5.50 ft

Point Load : D = 0.830, L = 0.80 k @ 15.0 ft

Point Load : D = 0.70 k @ 16.20 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 10.293 ft

9.902 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

0.000 ft

51.343 k-ft

Maximum Deflection Max Downward Transient Deflection 0.662 in 392 Max Upward Transient Deflection 0.010 in 25020 Max Downward Total Deflection 1.492 in 174 Max Upward Total Deflection 0.008 in 33035

.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 51.34 51.34 9.90 D Only

Dsgn. L = 21.67 ft 1 28.33 28.33 5.47 +D+L

Dsgn. L = 21.67 ft 1 51.34 51.34 9.90 +D+0.750L

Dsgn. L = 21.67 ft 1 45.59 45.59 8.79 +0.60D

Dsgn. L = 21.67 ft 1 17.00 17.00 3.28

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

Overall MAXimum 9.902 6.392 Overall MINimum D Only 5.469 3.623 +D+L 9.902 6.392 +D+0.750L 8.794 5.700 +0.60D 3.282 2.174 L Only 4.433 2.769

EXISTING BEAM

14B22 MOMENT

Composite Steel Beam

DESCRIPTION: Composite beam 14B17.2

Project File: VA Haley 5 South 12.08.2022.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 Load Combination :IBC 2018

Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design

Fy : Steel Yield : 36.0 ksi

Beam Bracing :

E: Modulus : 29,000.0

Composite Beam Section Data 4.50 10.0

Beam is UNSHORED for Concrete Placement 3/4" 11.0

3.0 145.0ftEffective Width

Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf

Concrete f'c ksi

1.50 6.0

2.50 1.750Perpendicular in in

Rib Height inVerco, PLB FormlokMetal Deck . . . Top Width inRib Spacing Btm WidthRibs :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1

Point Load : D = 9.60, L = 9.60 k @ 10.630 ft, Post Composite Only Point Load : D = 0.70 k @ 10.830 ft, Post Composite Only Point Load : D = 1.0 k @ 4.830 ft, Post Composite Only

.Design N.G.DESIGN SUMMARY MAX Bending Ratio = 1.211 : 1

Load Combination +D+L

Location of maximum 10.691 ft

11.114 k

Mn / Omega : Allow k-ft91.387

Vn/Omega : Allow W12x19

%% Composite Action

Steel section

Location of maximum Load Combination

+D+L

41.285 kComposite

Pre-Composite

Mu : Applied

MAX Shear Ratio = 0.269 : 1

0.0 ft

44.371 k-ft

1.113

110.712

Vu : Applied

Defl Ratio

Defl Ratio 361

10311

DEFLECTIONS

Max Downward

0.325 in Max Upward

0.000 in

Max Downward 0.720 in Max Upward 0.000 in

NonComposite

FINAL Composite

Transient Composite

Defl Ratio

Max Downward Max Upward in in

0.000 0.025

PreCompDL+PreCompLL

L Only

+D+L k-ft k-ftMn * Phi : Allowable

Mu : Applied

.Shear Stud Requirements From Support 0 to 10.69 ft use 13 studs.

From 10.69 ft to Support 1 use 13 studs.

.Maximum Forces & Stresses for Load Combinations

EXISTING BEAM

14B17.2 MOMENT

EXISTING BEAM

REINFORCEMENT REQUIRED.

SEE CALCULATIONS FOR

REINFORCEMENT

Composite Steel Beam

DESCRIPTION: Composite beam 14B17.2

Project File: VA Haley 5 South 12.08.2022.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Span # Bending SummaryLoad Comb & Design Length Shear Summary

Mu-Applied Max Stress Ratios

M V Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L

Span L = 21.67 ft 1 0.025 0.005 1.11 44.37 0.21 41.28 Final Composite : D Only

Span L = 21.67 ft 1 0.646 0.151 59.01 91.39 6.22 41.28 Final Composite : +D+L

Span L = 21.67 ft 1 1.211 0.269 110.71 91.39 11.11 41.28 Final Composite : +D+0.750L

Span L = 21.67 ft 1 1.070 0.240 97.79 91.39 9.89 41.28 Final Composite : +0.60D

Span L = 21.67 ft 1 0.387 0.090 35.40 91.39 3.73 41.28

NonComposite RemovedPre-Composite Location DEFLECTIONS (in) Ixx - Used

Load Combination in Span (ft)

Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL

Precomposite Downward 10.979 0.02520.000 130.00 Precomposite Upward 0.000 0.000 130.00 NonComposite Removed Downward 10.979 0.02520.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 10.835 0.02520.370 376.670.025 Final Composite : D Only Upward 0.000 0.000 376.67 Final Composite : +D+L Downward 10.835 0.02520.695 376.670.025 Final Composite : +D+L Upward 0.000 0.000 376.67 Final Composite : +D+0.750L Downward 10.835 0.02520.614 376.670.025 Final Composite : +D+0.750L Upward 0.000 0.000 376.67 Final Composite : +0.60D Downward 10.835 0.01510.222 376.670.015 Final Composite : +0.60D Upward 0.000 0.000 376.67 Final Composite : L Only Downward 10.835 0.325 376.67 Final Composite : L Only Upward 0.000 0.000 376.67

Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1

Overall MAXimum 11.114 10.197 Precomposite Loads 0.205 0.205 NonComposite Removed 0.205 0.205 Final Composite : D Only 6.224 5.487 Final Composite : +D+L 11.114 10.197 Final Composite : +D+0.750L 9.892 9.019 Final Composite : +0.60D 3.734 3.292 Final Composite : L Only 4.891 4.709

.Steel Section Properties :W12x19

R xx = 0.822in

Depth = 12.200 in

R yy =4.820 in Zy = 2.980 in^3 J = 0.180 in^4

Flange Width = 4.010 in Flange Thick

0.350 in Zx = 24.700 in^3

Area

5.570 in^2 Weight = 18.960 plf

I xx = 130.00 in^4 S xx = 21.30 in^3Web Thick = 0.235 in

I yy = 3.760 in^4 S yy 1.880 in^3

Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k)

Composite Section Properties

PNA in Slab 130.01912.200 423.9100.0 200.520 563.2171.65 PNA in Flange 130.01812.165 417.395.0 190.494 563.2171.18 PNA in Flange 130.01712.131 410.290.0 180.468 563.2167.52 PNA in Flange 130.01612.096 402.685.0 170.442 563.2163.84 PNA in Flange 130.01512.061 394.680.0 160.416 563.2160.12 PNA in Flange 130.01412.026 385.975.0 150.390 563.2156.38 PNA in Flange 130.01311.992 376.770.0 140.364 563.2152.62 PNA in Flange 130.01211.957 366.765.0 130.338 563.2148.82 PNA in Flange 130.01111.922 356.160.0 120.312 563.2145.00 PNA in Flange 130.01111.887 344.655.0 110.286 563.2141.16 PNA in Flange 130.01011.853 332.250.0 100.260 563.2137.28 PNA in Web 130.0911.304 318.945.0 90.234 563.2131.83 PNA in Web 130.0810.712 304.440.0 80.208 563.2127.30 PNA in Web 130.0710.119 288.835.0 70.182 563.2122.27 PNA in Web 130.069.527 271.830.0 60.156 563.2116.75 PNA in Web 130.058.934 253.225.0 50.130 563.2110.73

Span 1

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

Project File: va haley 6west.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 = 10.07.0 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 @ 3.50 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft

2.335 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

0.000 ft

4.698 k-ft

Maximum Deflection Max Downward Transient Deflection 0.005 in 15976 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.014 in 6153 Max Upward Total Deflection 0.000 in 1074855

.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 = 7.00 ft 1 4.70 4.70 2.33 D Only

Dsgn. L = 7.00 ft 1 2.98 2.98 1.35 +D+L

Dsgn. L = 7.00 ft 1 4.70 4.70 2.33 +D+0.750L

Dsgn. L = 7.00 ft 1 4.27 4.27 2.09 +0.60D

Dsgn. L = 7.00 ft 1 1.79 1.79 0.81

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

Overall MAXimum 2.335 2.335 Overall MINimum D Only 1.355 1.355 +D+L 2.335 2.335 +D+0.750L 2.090 2.090 +0.60D 0.813 0.813 L Only 0.980 0.980

6B8.5 MOMENT

DESCRIPTION: Existing beam check with lift loads 8B10

Project File: VA Haley- 5South.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 = 10.010.830 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Load(s) for Span Number 1

Point Load : D = 0.70 k @ 5.415 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 5.415 ft

0.350 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination D Only

Maximum Shear =

5.469 ft

1.895 k-ft

Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.011 in 11686 Max Upward Total Deflection 0.000 in 1308215

.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 = 10.83 ft 1 1.90 1.90 0.35 D Only

Dsgn. L = 10.83 ft 1 1.90 1.90 0.35 +0.60D

Dsgn. L = 10.83 ft 1 1.14 1.14 0.21

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

Overall MAXimum 0.350 0.350 Overall MINimum D Only 0.350 0.350 +0.60D 0.210 0.210

8B10 MOMENT

DESCRIPTION: Existing beam check with lift loads 8C11.5

Project File: va haley 6west.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 = 10.010.830 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 @ 5.415 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.415 ft

3.420 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

0.000 ft

10.208 k-ft

Maximum Deflection Max Downward Transient Deflection 0.030 in 4314 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.072 in 1801 Max Upward Total Deflection 0.000 in 330340

.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 = 10.83 ft 1 10.21 10.21 3.42 D Only

Dsgn. L = 10.83 ft 1 6.10 6.10 1.90 +D+L

Dsgn. L = 10.83 ft 1 10.21 10.21 3.42 +D+0.750L

Dsgn. L = 10.83 ft 1 9.18 9.18 3.04 +0.60D

Dsgn. L = 10.83 ft 1 3.66 3.66 1.14

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

Overall MAXimum 3.420 3.420 Overall MINimum D Only 1.904 1.904 +D+L 3.420 3.420 +D+0.750L 3.041 3.041 +0.60D 1.142 1.142 L Only 1.516 1.516

8C11.5 MOMENT

DESCRIPTION: Existing beam check with lift loads 6C8.2

Project File: va haley 6west.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 = 10.06.50 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0410, L = 0.040 ksf, Tributary Width = 6.0 ft

Point Load : D = 0.70 k @ 3.250 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.250 ft

1.930 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

0.000 ft

3.704 k-ft

Maximum Deflection Max Downward Transient Deflection 0.003 in 23280 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.009 in 8488 Max Upward Total Deflection 0.000 in 1439517

.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 = 6.50 ft 1 3.70 3.70 1.93 D Only

Dsgn. L = 6.50 ft 1 2.44 2.44 1.15 +D+L

Dsgn. L = 6.50 ft 1 3.70 3.70 1.93 +D+0.750L

Dsgn. L = 6.50 ft 1 3.39 3.39 1.73 +0.60D

Dsgn. L = 6.50 ft 1 1.46 1.46 0.69

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

Overall MAXimum 1.930 1.930 Overall MINimum D Only 1.150 1.150 +D+L 1.930 1.930 +D+0.750L 1.735 1.735 +0.60D 0.690 0.690 L Only 0.780 0.780

6C8.2 MOMENT

DESCRIPTION: Existing beam check with lift loads 14WF30- 2 POINT LOADS

Project File: VA Haley- 5South.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 = 8.50 ft

Point Load : D = 1.40 k @ 10.840 ft

.DESIGN SUMMARY

Maximum Bending =

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

8.160 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

21.670 ft

47.995 k-ft

Maximum Deflection Max Downward Transient Deflection 0.586 in 443 Max Upward Transient Deflection 0.009 in 27939 Max Downward Total Deflection 1.366 in 190 Max Upward Total Deflection 0.007 in 35547

.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 47.99 47.99 8.16 D Only

Dsgn. L = 21.67 ft 1 28.04 28.04 4.48 +D+L

Dsgn. L = 21.67 ft 1 47.99 47.99 8.16 +D+0.750L

Dsgn. L = 21.67 ft 1 43.01 43.01 7.24 +0.60D

Dsgn. L = 21.67 ft 1 16.82 16.82 2.69

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

Overall MAXimum 8.160 8.160 Overall MINimum D Only 4.476 4.476 +D+L 8.160 8.160 +D+0.750L 7.239 7.239 +0.60D 2.685 2.686 L Only 3.684 3.684

14WF30 MOMENT

DESCRIPTION: Existing beam check with lift loads 16WF50

Project File: VA Haley- 5South.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 Load(s) for Span Number 1

Point Load : D = 1.40 k @ 10.630 ft

Point Load : D = 9.60, L = 9.40 k @ 8.0 ft

Point Load : D = 9.60, L = 9.40 k @ 16.0 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.018 ft

21.730 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination +D+L

Maximum Shear =

16.036 ft

141.339 k-ft

Maximum Deflection Max Downward Transient Deflection 1.938 in 134 Max Upward Transient Deflection 0.030 in 8780 Max Downward Total Deflection 4.095 in 63 Max Upward Total Deflection 0.020 in 13167

.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 1 141.34 141.34 21.73 D Only

Dsgn. L = 21.67 ft 1 74.24 74.24 11.32 +D+L

Dsgn. L = 21.67 ft 1 141.34 141.34 21.73 +D+0.750L

Dsgn. L = 21.67 ft 1 124.56 124.56 19.13 +0.60D

Dsgn. L = 21.67 ft 1 44.55 44.55 6.79

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

Overall MAXimum 17.670 21.730 Overall MINimum D Only 9.281 11.319 +D+L 17.670 21.730 +D+0.750L 15.573 19.127 +0.60D 5.569 6.791 L Only 8.389 10.411

16WF50 MOMENT

of SheetJob No.

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

VA HALEY 5 SOUTH

11/22

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EXISTING BEAM 14B17.2 REINFORCEMENT

of SheetJob No.

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

VA HALEY 5 SOUTH

EXISTING BEAM 14B17.2 REINFORCEMENT

Moment required= 110.7kip-ft

Section modulus required, Sx= 1.67 x 110.7kip-ft x 12/ 36ksi= 61.6in3

See RISA Section Calculations

WELD REQUIRED

V= 11.12kips

Shear flow= V x Q/I

Q= 71.46 in3 (From RISA Section)

I= 1352.3in4 (From RISA Section)

Shear flow, q= 11.12kips x 71.46in3/ 1352.3in4= 0.6kips/in

Weld Capacity= 0.928kips/in x 3= 2.78kips/in

Provide 3/16" weld at 12"o.c.

Company :

Designer :

Job Number:

Jan 23, 2023

16:39 PM

Checked By:______

Section Properties: 14B17.2

Section Information:

Material Type = Hot Rolled Steel

Shape Type = Wide Flange

Number of Shapes = 3

Basic Properties:

Total Width = 20.000 in

Total Height = 23.670 in

Centroid, Xo = 0.000 in

Centroid, Yo = 1.395 in

Shear Center, Xs = 0.000 in

Shear Center, Ys = 0.000 in

X-Bar (Right) = 10.000 in

X-Bar (Left) = 10.000 in

Y-Bar (Top) = 8.905 in

Y-Bar (Bot) = 14.765 in

Flange Thick = 0.245 in

Web Thick = 0.210 in

Equivalent Properties:

Area, Ax = 18.606 in^2

Inertia, Ixx = 1352.28 in^4

Inertia, Iyy = 336.45 in^4

Inertia, Ixy = -0.000 in^4

Sx (Top) = 151.86 in^3

Sx (Bot) = 91.587 in^3

Sy (Left) = 33.645 in^3

Sy (Right) = 33.645 in^3 rx = 8.525 in ry = 4.252 in rT = 5.348 in

Plastic Zx = 124.85 in^3

Plastic Zy = 55.039 in^3

Torsional J = 57.096 in^4

Cw = 4.479E+004 in^6

Wno = 117.13 in^2

Sw = 143.40 in^4

Qf = 28.379 in^3

Qw = 71.464 in^3

Section Diagram

K:\PHX_Structure\291811115-Haley VA Tampa 5South\4_Calcs\9_Calc Package\Section 14B17.2.nmsx Page 2

RISA SECTION

Job Number:

Jan 23, 2023

16:39 PM

Checked By:______

Properties of Shapes in Section: 14B17.2 (Local Axis, for n=1)

Shape Information:

Sh.No. 1 2 3

Shape XSHRH WT5X13 Rectangular

Ratio (n) 1.000 1.000 0.109

Basic Properties:

Total Width (in) 4.000 5.770 20.000

Total Height (in) 14.000 5.170 4.500

Centroid, Xo (in) 0.000 0.000 0.000

Centroid, Yo (in) -1.200 -12.307 8.050

Additional Properties:

Area, Ax (in^2) 5.002 3.810 90.000

Inertia, Ixx (in^4) 145.17 7.860 151.88

Inertia, Iyy (in^4) 2.912 7.050 3000.00

Sx (Top) (in^3) 20.739 7.415 67.500

Sy (Right) (in^3) 1.456 2.444 300.00 rx (in) 5.387 1.436 1.299 ry (in) 0.763 1.360 5.774

Plastic Zx (in^3) 24.442 3.390 101.25

Plastic Zy (in^3) 2.324 3.750 450.00

Torsional J (in^4) 0.096 0.201 521.92

K:\PHX_Structure\291811115-Haley VA Tampa 5South\4_Calcs\9_Calc Package\Section 14B17.2.nmsx Page 3

14B17.2 CONCRETE SLAB

Job Number:

Jan 23, 2023

16:39 PM

Checked By:______

Summary of Section Properties

Secti…

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File details come from the government source that posted it. Updated Aug 17, 2023.