Calculations based on geo report_Sealed.pdf

DELIVERABLE MILESTONE

Structural Calculations

EHRM INFRASTRUCTURE UPGRADES, TAMPA, FL.

James A. Haley Veterans Hospital

13000 Bruce B. Downs Blvd.

Tampa, FL. 33612

Project ID 673-20-107

Client: U.S. Department of Veterans Affairs

IMEG #22001805.00

November 22, 2024

Justin P Stuchlik PE, SE [WI, MO, IL]

Registered Design Professional

Professional Engineer # E-46972-6

These calculations are the property of IMEG Corp. Any use or reproduction of these calculations without the expressed written permission of IMEG Corp is strictly prohibited.

TABLE OF CONTENTS

DESIGN CRITERIA ........................................................................... SECTION 1, P 1-25

GRAVITY DESIGN ............................................................................ SECTION 2, P 1-24

LATERAL DESIGN. ........................................................................... SECTION 3, P 1-20

COLUMN BASE PLATE DESIGN…… ............................................... SECTION 4, P 1-9

CONNECTION DESIGN……… .......................................................... SECTION 5, P 1-8

FOUNDATION DESIGN .................................................................... SECTION 6, P 1-28

Job: VA Tampa EHRM Upgrades By: RITVAN Job Number: 22001805.00

Subject: Structural Design Criteria Checked By: Date: 11282023

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1. BUILDING CODE

a. 2023 Florida building code

b. IBC 2021

c. U.S. Department of Veterans affairs 2023

d. ASCE7-22

2. Risk Category ........................................................................................................... IV

3. BUILDING DESCRIPTION

A new small IT room addition is planned between existing building 100 and existing building 1.

Existing building 100: Existing construction is concrete of metal deck supported on steel beam column system with structural slab at grade level. Existing building supported on concrete pile. Existing building Portion next to new addition two stories. Structural slab at grade (55’-8”) and grade beams are also provided at level 41’-0 3/8” .

Existing building 1: Existing construction is concrete of corrugation metal deck supported on steel beam column system with structural slab at grade level. Existing building supported on mat slab which is 4’-6” to 8’-0” thick. Existing building is base plate + 8 stroies tall but portion which is next to new addition is only basement + 3 stroies tall. Top of mat elevation 34.22’.

New story small IT roof addition is Two stories tall, supported on existing (building 1) and new steel framing.

a. FLOOR SYSTEM:

The new floor construction is 4 1/2” NW concrete on 3” (VLI) deck placed on wew steel beams which are supported on existing and new steel posts.

b. ROOF SYSTEM:

The new roof construction is 4 1/2” NW concrete on 3” (VLI) deck placed on wew steel beams which are supported on existing and new steel posts.

c. CLADDING SYSTEM:

The exterior cladding consists of a Brick veener with metal stud back-up.

d. LATERAL SYSTEM:

New addition is very small compare to existing and it will not increase more than 5% lateral load into existing lateral system which assumed to be ordinary steel moment frame.

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d. FUTURE EXPANSION:

None.

4. ANALYSIS SUMMARY:

a. GRAVITY DESIGN:

Risa floor is the software program that will be utilized to design the floor and roof systems. Both strength and serviceability will be checked with this program.

b. LATERAL DESIGN:

Attached each floor to existing building to transfer lateral load.

c. FOUNDATION DESIGN:

Spreadsheet and hand calculation use to design foundation.

5. DESIGN LOADS

a. Dead load

(1) New Floor and Roof:

Component Construction

Floor DL Roof DL

Gravity Seismic Gravity Seismic

Roofing/flooring 0 1 1 2 2

Ceiling 0 3 3 3 3

Composite slab or roof deck 75 75 75 75 75

Insulation 0 0 0 2 2

MEP 0 10 10 10 10

Partitions 0 0 10 0 5

Construction DL 5 5 5 5 5

Structural steel 7 7 7 7 7

Miscellaneous 0 26 26 23 23

DEAD LOAD: 87 127 137 127 132

Load apply in risa 5 40 50 40 45

(2) Existing Floor: (building 100)

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Component Construction

Typical Structural slab at grade DL Typical

Floor/roof DL

Gravity Seismic

Supper imposed DL 40 40

9” thick slab at grade 113 0

4 1/2” conc +3” metal deck

STEEL 7

DEAD LOAD: 153 122

Load apply in risa

(3) Wall Cladding:

(a) existing – 4” brick + metal panel ...............................................50 psf

(b) new – metal panel ....................................................................10 psf

b. Floor live load

(1) Typical floors ......................................................125 psf (non-reducible)

(2) Typical Roof ........................................................ 20 psf (non-reducible)

(3) Existing floors building 1

(4) Mat slab / slab on grade .....................................100 psf (non-reducible)

(5) Ground floor .......................................................150 psf (non-reducible)

(6) Typical Floor .............................................................. 100 psf (reducible)

(7) Roof ...................................................................... 20psf (non-reducible)

(8) Existing floors building 100

A. Typical floor .......................................................100 psf (non-reducible) B. building 100 ......................................................... 30 psf (non-reducible)

(9) Live Load Reduction .............................................................. [not-used]

c. Snow load( from observation: snow+drift is not controlling over 20 psf roof LL)

(1) Ground snow load .......................................................................... 6 psf

(2) Exposure factor, Ce ........................................................................... 1.0

(3) Thermal factor, Ct .............................................................................. 1.0

(4) Importance factor............................................................................... 1.2

(5) Flat roof snow load .......................................................................5.1 psf

(6) Code min snow load .....................................................................7.2 psf

(7) Design load ...................................................................................15 psf

(8) Rain-on-snow surcharge ................................................................ 5 psf

(9) Drifting load ........................additional 8 psf tapering to 0 psf over 4’-11”

d. Wind load

(1) Design wind speed ................................................................... 155 mph

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(2) Exposure class ..................................................................................... B

(3) Wind pressure, MWFRS (either windward or leeward apply)

a. Combined max .........................................................................40 psf

b. Uplift max .................................................................................33 psf

(4) Wind pressure, Components ....................................... per building code

(5) Wind pressure, roof ................................................ 118 psf uplift (gross)

(6) Wind pressure, roof ................................... 47 psf uplift (net 0.6D+0.6W)

e. IBC Seismic

(1) Load Combination

(a) (LRFD, ASD, or ASD alternate) ............................................... LRFD

(2) Site soil classification ............................................................................ D

(3) Short period spectral acceleration, SS .......................................... 0.07 g

(4) Long period spectral acceleration, S1 ......................................... 0.031 g

(5) Short period site coefficient, FA ......................................................... 1.6

(6) Long period site coefficient, FV .......................................................... 2.4

(7) Short period design acceleration, SDS = 2/3 SMS ........................ 0.075 g

(8) Long period design acceleration, SD1 = 2/3 SM1............................ 0.05 g

(9) Occupancy importance factor, IE ....................................................... 1.5

(10) Seismic design category ....................................................................... A

(11) Vertical structural irregularity .............................................................. No

(12) Plan structural irregularity ................................................................... No

(13) Seismic force resisting system ................ steel not specifically designed

(14) Redundancy coefficient, ρ ................................................................. 1.0

(15) System overstrength factor, ΩO ......................................................... 3.0

(16) Response modification coefficient, R................................................. 3.0

(17) Deflection amplification factor, Cd ...................................................... 3.0

(18) Allowable story drift, Δa ............................................................. 0.010 hsx

(19) Analysis procedure ............................................................... Section 1.4

(20) Nominal base shear coefficient, Cs = ............................................... 0.01

(21) Design base shear, V = Cs x W ................................................... 0.01 W

6. CONCRETE

a. Design code .................................................................................... ACI 318-19

b. Material properties:

(1) Reinforcing steel ................................................. ASTM A615, Grade 60

(2) Welded wire reinforcement .................................................. ASTM A185

c. Strength properties:

(1) Slab on deck .............................................................................. 4000 psi

(2) Slab on Grade ........................................................................... 4000 psi

(3) All other concrete....................................................................... 4000 psi

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7. FOUNDATIONS

a. Geotechnical Report ..................................................................... May 24,2018

(1) Geotechnical Engineer Professional service industries, INC.

b. General foundation type ....................................................... shallow foundation

(1) Net allowable SBC ....................................................................2500 psf

(2) Minimum shallow foundation depth ................................................... 18”

8. STRUCTURAL STEEL

a. Design Code & Load Combinations .............................................. ASD 15th ed.

(1) Material properties:

(a) Beams ......................................................... ASTM A992 (Gr. 50)

(b) W-shape columns ........................................ ASTM A992 (Gr. 50)

(c) Other rolled sections ................................................... ASTM A36

(d) Hollow structural sections (HSS) .................... ASTM A500, Gr. B

(e) Pipe steel .......................................................... ASTM A53, Gr. B

(f) Base plates ................................................................. ASTM A36

(g) Anchor rods ................................................. ASTM F1554, Gr 36

(2) Design properties – Composite:

(a) Concrete unit weight .........................................................145 pcf

(b) Concrete strength ........................................................... 4000 psi

(c) Steel studs ................................................................... 3/4" ø x 5"

(d) Number of studs on beams ........................................... 1 per foot

(e) Number of studs on girders .......................................... 2 per foot

(f) Camber specification .............................. 75% of construction DL

(3) Maximum demand to capacity ratio ............................ 1.00 Connections

(a) Standard bolts ......................................... ASTM A325N, 3/4" dia.

(b) Tension control, twist-off type ................................. ASTM F1852

(c) Bolted connection type .................................................... Bearing

(d) Connection material .................................................... ASTM A36

(e) Welding electrodes ........................................................... E70XX

(f) Typical fillet weld size ............................................................ 1/4"

(4) Responsibility

(a) Shear Connections ............................................................. IMEG

(b) Moment Connection ................................................................ NA

9. ANCHORS

a. Post Installed Expansion Anchors Design Basis

(1) Uncracked Concrete ....................................................... Hilti Kwik Bolt 3

(2) Cracked Concrete......................................... Hilti Kwik Bolt TZ/ HUS-EZ

b. Adhesive Anchor System Design Basis

(1) Uncracked Concrete ............................................. Hilti HIT HY 150 MAX

(2) Cracked Concrete................................................................. Hilti Hy 200

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10. STEEL DECK

a. Design code ............................................................................ SDI Load Tables

b. composite deck:

(1) Profile ............................................................................... 3” VLI (20 ga)

(2) Span condition ............................................................................. 2-span

11. SERVICEABILITY CRITERIA

a. Non-composite live load ........................................................................... L/360

b. Non-composite total load.......................................................................... L/240

c. Pre-composite construction load ..................................... Lesser of 1” or L/ 360

d. Post composite load

(1) Unshored Post composite Live ...................................................... L/360

(2) Unshored Post composite Superimposed ..................................... L/240

(3) Unshored Net Total (Initial +Super-Camber) ................................. L/240

e. Perimeter bms supporting slabs on metal deck (pre-comp) ........................ 0.5”

f. Vibration

(1) Live Load .......................................................................................11 psf

(2) Acceleration Limit ......................................................... 0.5 a0/g X 100%

(3) Damping Ratio (β) ......................................................................... _0.02

(4) Constant Force (Po) ...................................................................... 65 lbs

g. Lateral drift under commentary wind pressure ......................................... H/300

h. Total load supporting masonry ........................................... L/600 and Δ ≤ 0.30"

SECTION 1 - PAGE 6/25

ASCE 7 Hazards Report Address:

13000 Bruce B Downs Blvd Tampa, Florida 33612

Standard: ASCE/SEI 7-22 Latitude: 28.064546

Risk Category: IV Longitude: -82.429491

Soil Class: D - Stiff Soil Elevation: 41.85481468252988 ft

(NAVD 88)

Wind

Results:

Wind Speed 155 Vmph

10-year MRI 79 Vmph

25-year MRI 92 Vmph

50-year MRI 105 Vmph

100-year MRI 116 Vmph

300-year MRI 130 Vmph

700-year MRI 140 Vmph

1,700-year MRI 149 Vmph

3,000-year MRI 155 Vmph

10,000-year MRI 161 Vmph

100,000-year MRI 179 Vmph

1,000,000-year MRI 195 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1D and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Tue Nov 28 2023

SECTION 1 - PAGE 7/25

PGA M : 0.035

SMS : 0.094

SM1 : 0.067

SDS : 0.063

SD1 : 0.044

TL : 8

SS : 0.07

S1 : 0.031

VS30 : 260

Seismic Design Category:

D - Stiff Soil

A

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

Site Soil Class:

Results:

SECTION 1 - PAGE 8/25

Ice

Data Source:

Date Accessed:

Ice Thickness: N/A

Concurrent Temperature: N/A

3-s Gust Speed N/A

Standard ASCE/SEI 7-22, Figs. 10-2 through 10-8

Tue Nov 28 2023

Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Values provided are equivalent radial ice thicknesses due to freezing rain for 250, 500, 1,000, and 1,400-year mean recurrence intervals along with concurrent 3-s gust speeds and concurrent air temperatures. The shading indicates special icing regions, with elevations above 2,100 ft (640 m) in the east, 6,000 ft (1829 m) in the west, and 1,600 ft (488 m) in Alaska, with sparse weather station data for determining design ice loads. In these regions, as well as in regions with complex terrain causing unusual icing conditions and regions where snow or in-cloud icing results in larger loads, the mapped values should be adjusted based on a combination of local historical records and experience, reanalysis data, and numerical weather prediction systems.

Snow

Results:

Ground Snow Load, p : 6 lb/ftg

20-year MRI Value: 1 lb/ft^2

Winter Wind Parameter: 0.35

Mapped Elevation: 41.2 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Tue Nov 28 2023

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 4.2 lb/ft

SECTION 1 - PAGE 9/25

Rain

Data Source:

Date Accessed:

15-minute Precipitation Intensity: 8.85 in./h

60-minute Precipitation Intensity: 4.76 in./h

NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14(https:// www.nws.noaa.gov/oh/hdsc/) Tue Nov 28 2023

SECTION 1 - PAGE 10/25

Flood

Data Source:

Date Accessed:

FIRM Panel:

Insurance Study Note:

Flood Zone Categorization: AE

Base Flood Elevation: NAVD88

FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US, where modernized (https:// msc.fema.gov/portal/search) Tue Nov 28 2023

If available, download FIRM panel here

Download FEMA Flood Insurance Study for this area here

Tsunami

Results:

Data Source:

Date Accessed:

Tsunami: Not in mapped tsunami design zone.

ASCE Tsunami Design Geodatabase

Tue Nov 28 2023

SECTION 1 - PAGE 11/25

Tornado

SECTION 1 - PAGE 12/25

Job: VA Tampa EHRM By: RITVAN Job Number: 22001805.00

Subject: Cs calc Checked By: Date: 11/28/2023

SEISMIC FORCES

In accordance with ASCE 7-16

Tedds calculation version 3.1.03

Site parameters

Site class; D

Mapped acceleration parameters (Section 11.4.2) at short period; SS = 0.07 at 1 sec period; S1 = 0.031

Site coefficientat short period (Table 11.4-1); Fa = 1.600 at 1 sec period (Table 11.4-2); Fv = 2.400

Spectral response acceleration parameters at short period (Eq. 11.4-1); SMS = Fa × SS = 0.112 at 1 sec period (Eq. 11.4-2); SM1 = Fv × S1 = 0.074

Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3); SDS = 2 / 3 × SMS = 0.075 at 1 sec period (Eq. 11.4-4); SD1 = 2 / 3 × SM1 = 0.050

Seismic design category

Occupancy category (Table 1-1); IV

Seismic design category based on short period response acceleration (Table 11.6-1)

A

Seismic design category based on 1 sec period response acceleration (Table 11.6-2)

A

Seismic design category; A

Seismic base shear (Sect 11.7)

Effective seismic weight of the structure; W = 1.0 kips

Seismic base shear (Eq. 9.5.3-1); V = 0.01 × W = 0.01 kips

211 kips

2.1 kips, small compare to wind, so not considered in design

SECTION 1 - PAGE 13/25

Subject: Wind (MWFRS) Checked By: Date: 2/16/2024

WIND LOADING

In accordance with ASCE7-16

Using the directional design method

Tedds calculation version 2.1.09

480 ft f t

Plan 151 ft f t

Elevation

Building data

Type of roof; Flat

Length of building; b = 480.00 ft

W idth of building; d = 151.00 ft

Height to eaves; H = 114.00 ft

Mean height; h = 114.00 ft

General wind load requirements

Basic wind speed; V = 155.0 mph

Risk category; IV

Velocity pressure exponent coef (Table 26.6-1); Kd = 0.85

Ground elevation above sea level; zgl = 0 ft

Ground elevation factor; Ke = exp(-0.0000362 × zgl/1ft) = 1.00

Exposure category (cl 26.7.3); B

Enclosure classification (cl.26.12); Enclosed buildings

Internal pressure coef +ve (Table 26.13-1); GCpi_p = 0.18

Internal pressure coef –ve (Table 26.13-1); GCpi_n = -0.18

Gust effect factor; G f = 0.85

Minimum design wind loading (cl.27.4.7); pmin_r = 8 lb/ft2

Topography

Topography factor not significant; Kzt = 1.0

Velocity pressure equation; q = 0.00256 × Kz × Kzt × Kd × V2 × 1psf/mph2;

Velocity pressures table z (ft) Kz (Table 26.10-1) qz (psf)

15.00 0.57 29.80

45.00 0.79 41.04

70.00 0.89 46.53

90.00 0.96 50.19

114.00 1.02 53.59

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); q i = 53.59 psf

SECTION 1 - PAGE 14/25

Pressures and forces

Net pressure; p = q × G f × Cpe - q i × GCpi;

Net force; Fw = p × A ref;

Roof load case 1 - Wind 0, GCpi 0.18, -cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A (-ve) 114.00 -0.97 53.59 -53.89 27360.00 -1474.43

B (-ve) 114.00 -0.80 53.59 -45.99 27360.00 -1258.37

C (-ve) 114.00 -0.60 53.59 -37.06 17760.00 -658.26

Total vertical net force; Fw,v = -3391.06 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 1 - Wind 0, GCpi 0.18, -cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A1 15.00 0.80 29.80 10.62 7200.00 76.45

A2 45.00 0.80 41.04 18.26 14400.00 262.96

A3 70.00 0.80 46.53 21.99 12000.00 263.92

A4 90.00 0.80 50.19 24.48 9600.00 235.03

A5 114.00 0.80 53.59 26.79 11520.00 308.65

B 114.00 -0.50 53.59 -32.42 54720.00 -1773.98

C 114.00 -0.70 53.59 -41.53 17214.00 -714.87

D 114.00 -0.70 53.59 -41.53 17214.00 -714.87

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b × H = 54720.00 ft2

Projected vertical area of roof; Avert_r_0 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 875.52 kips

Leeward net force; F l = Fw,wB = -1774.0 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 + Fw,wA_4 + Fw,wA_5 = 1147.0 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 2921.0 kips

Roof load case 2 - Wind 0, GCpi -0.18, -0cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A (+ve) 114.00 -0.18 53.59 1.45 27360.00 39.58

B (+ve) 114.00 -0.18 53.59 1.45 27360.00 39.58

C (+ve) 114.00 -0.18 53.59 1.45 17760.00 25.70

Total vertical net force; Fw,v = 104.86 kips

Total horizontal net force; Fw,h = 0.00 kips

SECTION 1 - PAGE 15/25

Walls load case 2 - Wind 0, GCpi -0.18, -0cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A1 15.00 0.80 29.80 29.91 7200.00 215.34

A2 45.00 0.80 41.04 37.55 14400.00 540.74

A3 70.00 0.80 46.53 41.28 12000.00 495.41

A4 90.00 0.80 50.19 43.77 9600.00 420.22

A5 114.00 0.80 53.59 46.08 11520.00 530.88

B 114.00 -0.50 53.59 -13.13 54720.00 -718.39

C 114.00 -0.70 53.59 -22.24 17214.00 -382.80

D 114.00 -0.70 53.59 -22.24 17214.00 -382.80

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b × H = 54720.00 ft2

Projected vertical area of roof; Avert_r_0 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_0 + pmin_r × Avert_r_0 = 875.52 kips

Leeward net force; F l = Fw,wB = -718.4 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 + Fw,wA_4 + Fw,wA_5 = 2202.6 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 2921.0 kips

Roof load case 3 - Wind 90, GCpi 0.18, -cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A (-ve) 114.00 -0.90 53.59 -50.64 8607.00 -435.84

B (-ve) 114.00 -0.90 53.59 -50.64 8607.00 -435.84

C (-ve) 114.00 -0.50 53.59 -32.42 17214.00 -558.06

D (-ve) 114.00 -0.30 53.59 -23.31 38052.00 -886.98

Total vertical net force; Fw,v = -2316.73 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 3 - Wind 90, GCpi 0.18, -cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A1 15.00 0.80 29.80 10.62 2265.00 24.05

A2 45.00 0.80 41.04 18.26 4530.00 82.72

A3 70.00 0.80 46.53 21.99 3775.00 83.03

A4 90.00 0.80 50.19 24.48 3020.00 73.94

A5 114.00 0.80 53.59 26.79 3624.00 97.10

B 114.00 -0.24 53.59 -20.63 17214.00 -355.04

C 114.00 -0.70 53.59 -41.53 54720.00 -2272.45

D 114.00 -0.70 53.59 -41.53 54720.00 -2272.45

SECTION 1 - PAGE 16/25

Overall loading

Projected vertical plan area of wall; Avert_w_90 = d × H = 17214.00 ft2

Projected vertical area of roof; Avert_r_90 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_90 + pmin_r × Avert_r_90 = 275.42 kips

Leeward net force; F l = Fw,wB = -355.0 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 + Fw,wA_4 + Fw,wA_5 = 360.8 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 715.9 kips

Roof load case 4 - Wind 90, GCpi -0.18, +cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A (+ve) 114.00 -0.18 53.59 1.45 8607.00 12.45

B (+ve) 114.00 -0.18 53.59 1.45 8607.00 12.45

C (+ve) 114.00 -0.18 53.59 1.45 17214.00 24.91

D (+ve) 114.00 -0.18 53.59 1.45 38052.00 55.05

Total vertical net force; Fw,v = 104.86 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 4 - Wind 90, GCpi -0.18, +cpe

Zone Ref.

height (ft)

Ext pressure coefficient cpe

Peak velocity pressure qp

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

A1 15.00 0.80 29.80 29.91 2265.00 67.74

A2 45.00 0.80 41.04 37.55 4530.00 170.11

A3 70.00 0.80 46.53 41.28 3775.00 155.85

A4 90.00 0.80 50.19 43.77 3020.00 132.19

A5 114.00 0.80 53.59 46.08 3624.00 167.01

B 114.00 -0.24 53.59 -1.33 17214.00 -22.97

C 114.00 -0.70 53.59 -22.24 54720.00 -1216.86

D 114.00 -0.70 53.59 -22.24 54720.00 -1216.86

Overall loading

Projected vertical plan area of wall; Avert_w_90 = d × H = 17214.00 ft2

Projected vertical area of roof; Avert_r_90 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_w × Avert_w_90 + pmin_r × Avert_r_90 = 275.42 kips

Leeward net force; F l = Fw,wB = -23.0 kips

W indward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 + Fw,wA_4 + Fw,wA_5 = 692.9 kips

Overall horizontal loading; Fw,total = max(Fw - F l + Fw,h, Fw,total_min) = 715.9 kips

SECTION 1 - PAGE 17/25

A

B

C f t f t f t

480 ft f t

W in d o

Plan view - Flat roof

C

151 ft f t

Side face

A

A

A

A

A

15 ft

30 ft

25 ft

20 ft

24 ft

480 ft f t

Windward face

B

480 ft f t

Leeward face

A B C D

57 ft 57 ft 114 ft 252 ft

480 ft f t

Wind - 90o

Plan view - Flat roof

SECTION 1 - PAGE 18/25

C

480 ft f t

Side face

A

A

A

A

A

15 ft 30 ft 25 ft 20 ft 24 ft

151 ft f t

Windward face

B

151 ft f t

Leeward face

SECTION 1 - PAGE 19/25

Subject: Wind C&C Checked By: Date: 2/16/2024

WIND LOADING

In accordance with ASCE7-16

Using the components and cladding design method

Tedds calculation version 2.1.09

480 ft f t

Plan 151 ft f t

Elevation

Building data

Type of roof; Flat

Length of building; b = 480.00 ft

W idth of building; d = 151.00 ft

Height to eaves; H = 114.00 ft

Mean height; h = 114.00 ft

General wind load requirements

Basic wind speed; V = 155.0 mph

Risk category; IV

Velocity pressure exponent coef (Table 26.6-1); Kd = 0.85

Ground elevation above sea level; zgl = 0 ft

Ground elevation factor; Ke = exp(-0.0000362 × zgl/1ft) = 1.00

Exposure category (cl 26.7.3); B

Enclosure classification (cl.26.12); Enclosed buildings

Internal pressure coef +ve (Table 26.13-1); GCpi_p = 0.18

Internal pressure coef –ve (Table 26.13-1); GCpi_n = -0.18

Gust effect factor; G f = 0.85

Topography

Topography factor not significant; Kzt = 1.0

Velocity pressure

Velocity pressure coefficient (Table 26.10-1); Kz = 1.02

Velocity pressure; qh = 0.00256 × Kz × Kzt × Kd × Ke × V2 × 1psf/mph2 = 53.6 psf

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); q i = 53.59 psf

Equations used in tables

Net pressure; p = q × (GCp) - q i × (GCpi);

Components and cladding pressures - Wall (Table 30.5.1)

Component Zone Height

(ft)

V press.

(psf)

Length

(ft)

Width

(ft)

Effect Area (ft2)

+GCp -GCp Pres (+ve) (psf)

Pres (-ve) (psf)

SECTION 1 - PAGE 20/25

Component Zone Height

(ft)

V press.

(psf)

Length

(ft)

Width

(ft)

Effect Area (ft2)

+GCp -GCp Pres (+ve) (psf)

Pres (-ve) (psf)

<=10 sf (W ) 4 27.0 35.3 - - 10.0 0.90 -0.90 41.5

50 sf (W ) 4 27.0 35.3 - - 50.0 0.81 -0.84 38.4

200 sf (W ) 4 27.0 35.3 - - 200.0 0.69 -0.76 33.9

>500 sf (W ) 4 27.0 35.3 - - 500.1 0.60 -0.70 30.8

<=10 sf (W ) 5 27.0 35.3 - - 10.0 0.90 -1.80 41.5

50 sf (W ) 5 27.0 35.3 - - 50.0 0.81 -1.57 38.4

200 sf (W ) 5 27.0 35.3 - - 200.0 0.69 -1.23 33.9

>500 sf (W ) 5 27.0 35.3 - - 500.1 0.60 -1.00 30.8

5 54

.1 f t

449.8 ft

.1 f t1 f t

Elevation of side wall

5 54

.1 f t

120.8 ft

.1 f t

Elevation of gable wall

Components and cladding pressures - Roof (Table 30.5.1)

Component Zone Length (ft)

Width (ft)

Eff. area (ft2)

+GCp -GCp Pres (+ve) (psf)

Pres (-ve) (psf)

<=10 sf 1 - - 10.0 - -1.40 - -84.7

20 sf 1 - - 20.0 - -1.31 - -79.9

50 sf 1 - - 50.0 - -1.19 - -73.6

>100 sf 1 - - 100.1 - -1.11 - -68.9

<=10 sf 2 - - 10.0 - -2.30 - -132.9

20 sf 2 - - 20.0 - -2.18 - -126.2

50 sf 2 - - 50.0 - -2.01 - -117.5

>100 sf 2 - - 100.1 - -1.89 - -110.8

<=10 sf 3 - - 10.0 - -3.20 - -181.1

SECTION 1 - PAGE 21/25

Component Zone Length (ft)

Width (ft)

Eff. area (ft2)

+GCp -GCp Pres (+ve) (psf)

Pres (-ve) (psf)

20 sf 3 - - 20.0 - -3.04 - -172.6

50 sf 3 - - 50.0 - -2.83 - -161.3

>100 sf 3 - - 100.1 - -2.67 - -152.7

# The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction

2 2

3 3

3 3

.1 f t

449.8 ft

.1 f t

.1 f t

449.8 ft

.1 f t

15.1 ft

.8 f t

15.1 ft

Plan on roof

SECTION 1 - PAGE 22/25

Subject: Snow drift from WALK Checked By: Date: 12/14/2023

SNOW LOADING

In accordance with ASCE7-16

Tedds calculation version 1.0.10

Building details

Roof type; Flat

W idth of roof; b = 20.00 ft

Ground snow load

Ground snow load (Figure 7.2-1); pg = 6.00 lb/ft2

Density of snow; γ = min(0.13 × pg / 1ft + 14lb/ft3, 30lb/ft3) = 14.78 lb/ft3

Terrain typeSect. 26.7; B

Exposure condition (Table 7.3-1); Partially exposed

Exposure factor (Table 7.3-1); Ce = 1.00

Thermal condition (Table 7.3-2); All

Thermal factor (Table 7.3-2); C t = 1.00

Importance category (Table 1.5-1); IV

Importance factor (Table 1.5-2); Is = 1.20

Min snow load for low slope roofs (Sect 7.3.4); p f_min = Is × pg = 7.20 lb/ft2

Flat roof snow load (Sect 7.3); p f = 0.7 × Ce × C t × Is × pg = 5.04 lb/ft2

20'

Roof elevation

Balanced load 7.2 psf

Drift calculations

Balanced snow load height; hb = p f / γ = 0.34 ft

Length of upper roof; lu = 500.00 ft

Length of lower roof; ll = 15.00 ft

Height diff between uppper and lower roofs; hdiff = 10.00 ft

Height from balance load to top of upper roof; hc = hdiff - hb = 9.66 ft

Drift height leeward drift; hd_l = min(√(Is) × (0.43 × (max(20 ft, lu) × 1ft2)1/3 × (pg / 1lb/ft2 + 10)1/4 -

1.5ft),0.6 × ll) = 5.83 ft

Drift height windward drift; hd_w = min(0.75 × √(Is) × (0.43 × (max(20 ft, ll) × 1ft2)1/3 × (pg / 1lb/ft2 +

10)1/4 - 1.5ft), √(Is × pg × ll / (4 × γ))) = 0.69 ft

Maximum lw/ww drift height; hd_max = max(hd_w, hd_l) = 5.83 ft

Drift height; hd = min(hd_max, hc) = 5.83 ft

Drift width; W d = min(4 × hd_max, 8 × hc) = 23.34 ft

Drift surcharge load; pd = hd × γ = 86.23 lb/ft2

SECTION 1 - PAGE 23/25

Subject: Snow drift from WALK Checked By: Date: 12/14/2023

15'

91.3 psf

5.0 psf

Elevation on snow drift

SECTION 1 - PAGE 24/25

Job: US Bank - Oshkosh By: AAP Job Number: 21005133.00

Subject: Checked By: Date: 10/26/2021

BASE FLOOD ELEVATION PER FEMA MAP # 12057C0210H, EFFECTIVE DATE AUGUST 28TH, 2008.

B.F.E. = 36.8"

ASCE 24-14 IS THE GOVERNING CODE.

TABLE 1-1, FLOOD DESIGN CLASS OF BUILDING: CLASS 4

SECTION 4.2:

WAVE INDUCED FORCES ARE NOT APPLICABLE BECAUSE THE PROPOSED STRUCTURE IS ENCLOSED IN A

COURTYARD WHICH PREVENTS ANY WAVE ACTION.

SECTION 4.4:

TABLE 4-1, MINIMUM ELEVATION OF BOTTOM OF LOWEST SUPPORTING HORIZONTAL STRUCTURAL MEMBER OF

LOWEST FLOOR:

BFE + 2FT = 36.8" + 24" = 60.8"

LEVEL 01 ELEVATION = 55'-3" >> 60.8", THEREFORE OK

ELEVATION OF BASE OF STRUCTURE IS SIGNIFICANTLY ABOVE DESIGN FLOOD ELEVATION, THEREFORE FURTHER

EVALUTION OF FLOOD LOADS IS NOT REQUIRED.

VA EHRM

FLOOD LOADS

JPS 22001805.00

11/29/2023

SECTION 1 - PAGE 25/25

8.1

8.1

B8.5

B8.5

8.9

8.9

9.9

9.9

AC.1

AC.1

AD.9

AD.9

AD.1

AD.1

PROJECT VA Tampa EHRM BY RITVAN IMEG # 22001805.00

Subject: Gravity design Checked By: DATE 10/08/2024

Gravity design

Use Risa floor to design gravity members of new addition and check existing building member which are getting new loads Risa floor model

SECTION 2 - PAGE 1/24

W

X

W18X40 W18X40

W

X

W18X40 W18X40

W

X

W14X22

W14X22

W14X22

W14X22

W14X22

W

X

W14X22

W14X22

W14X22

8.1

8.1

B8.5

B8.5

8.9

8.9

9.9

9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

PROJECT VA Tampa EHRM BY RITVAN IMEG # 22001805.00

Subject: Gravity design Checked By: DATE 10/08/2024

Gravity design

2nd floor framing

W

X

W14X22

W

X

W14X22

W14X22

W14X22

8.1

8.1

B8.5

B8.5

8.9

8.9

9.9

9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

New addition low roof

SECTION 2 - PAGE 2/24

X

W18X40 W18X40

W

X

W18X40 W18X40

W

X

W14X22

W14X22

W14X22

W14X22

8.1

8.1

B8.5

B8.5

8.9

8.9

9.9

9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

PROJECT VA Tampa EHRM BY RITVAN IMEG # 22001805.00

Subject: Gravity design Checked By: DATE 10/08/2024

Gravity design

Existing high roof

SECTION 2 - PAGE 3/24

X

W18X40 W18X40

W

X

W18X40 W18X40

W

X

W14X22

W14X22

W14X22

W14X22

W14X22

W

X

W14X22

W14X22

W14X22

.5 k /f t

.5 k /f t

0.825k/ft

8.1

8.1

B8.5

B8.5

8.9

8.9

9.9

9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

PROJECT VA Tampa EHRM BY RITVAN IMEG # 22001805.00

Subject: Gravity design Checked By: DATE 10/08/2024

Gravity design Floor Assign at each level

W

X

W14X22

W

X

W14X22

W14X22

W14X22

8.1 B8.5 8.9 9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

W

X

W18X40 W18X40

W

X

W18X40 W18X40

W

X

W14X22

W14X22

W14X22

W14X22

8.1 B8.5 8.9 9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

Deck Type w/ Default

Composite D...

See next pages for slab information

SECTION 2 - PAGE 4/24

PROJECT VA Tampa EHRM BY RITVAN IMEG # 22001805.00

Subject: Gravity design Checked By: DATE 10/08/2024

Gravity design Loads applied at each level

See next pages for load information

W

X

W18X40 W18X40

W

X

W18X40 W18X40

W

X

W14X22

W14X22

W14X22

W14X22

W14X22

W

X

W14X22

W14X22

W14X22

.5 k /f t

.5 k /f t

0.825k/ft

8.1 B8.5 8.9 9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

W

X

W14X22

W

X

W14X22

W14X22

W14X22

8.1 B8.5 8.9 9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

W

X

W18X40 W18X40

W

X

W18X40 W18X40

W

X

W14X22

W14X22

W14X22

W14X22

8.1 B8.5 8.9 9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

See next pages for inputs in Risa floor

SECTION 2 - PAGE 5/24

Gravity design Inputs in Risa floor

(Global) Model S ettings Freeze Model Design?

Merge Tolerance (in) Number of Sections Area Load Mesh (in 2̂) S lab Mesh (in) Internal Sections Include Shear Deformation?

Column Skip Loading?

Ceiling Diaphragm?

Use Columns Stiffness?

Use Beams Stiffness?

Move Invalid Joints on S loped Member?

Solver

No 0.12 No Yes Yes Yes Yes Yes Sparse Accelerated

Floor Live Load Reduction Roof Live Load Reduction Joist Girder Load Tolerance (Kips) Hot Rolled Steel Code RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Beam Vibrations Vibration Damping Ratio

IBC

IBC

0.2 AISC 15th (360-16): LRFD AISC 15th (360-16): LRFD

AISI S 100-16: ASD

AWC NDS-18 / SDPWS-15 ASD

< 100F

AC I 318-19

TMS 402-16: AS D

AISC DG 11 2nd Edition 0.03

Use Non-Composite Beam if Optimum?

Use Minimum Studs if Non-Composite?

Effective Width End Offset (% Length) Orthogonal Beam Angle (degrees) Beam / Deck Parallel Angle (degrees) Factor Applied to I-equiv (percent) Minimum Percent Composite Maximum Percent Composite Maximum Stud Spacing (in) Minimum Stud Spacing (in) Stud End Offset (in) Min. Width for 2 Stud Rows (in) Min. Width for 3 Stud Rows (in) Stud Layout Stud Position in Rib

Yes No 10% 75% 25% 100% 4.5 5.5 8.5 Uniform Weak Conservative

SECTION 2 - PAGE 6/24

Gravity design Inputs in Risa floor

(Global) Model S ettings , Continued Wind Code Wind Base Elevation (ft) Wind Speed (mph) Occupancy Category Exposure Category Topographic Multiplier K1 Topographic Multiplier K2 Topographic Multiplier K3 Directionality Factor Kd Show Wind Dialog if Loads Change?

None B 0.85 Yes

Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use C racked Sections?

Use C racked Sections S lab?

Unused Force Warning?

Min 1 Bar Diam. Spacing?

Concrete Rebar Set Include WWR Min % Steel for Column Max % Steel for Column Elevated S lab Design Option

Exact Integration 0.65 Rectangular Yes I cracked/Elastic Yes Yes

REBAR_SET_ASTMA615

No Construction (Design per Integer No. of Bars)

Seismic Code Seismic Base Elevation (ft) C t X C t Z T X (sec) T Z (sec) R X R Z Add Base Weight?

Show Seismic Dialog when Loads Change?

Use Gravity Self Wt in Diaphragm Mass?

Use Deck Self Wt in Diaphragm Mass?

Use Lateral S elf Wt in Diaphragm Mass?

None 0.02 0.02 Not Entered Not Entered No Yes Yes Yes Yes

Project Grid Lines Label S tart Z [ft] End Z [ft] S tart X [ft] End X [ft] S tart Bubble End Bubble

1 8.1 0 0 -5 25 Yes Yes 2 B8.5 11.5 11.5 -5 25 Yes Yes 3 8.9 22.67 22.67 -5 25 Yes Yes 4 9.9 35.67 35.67 -5 25 Yes Yes 5 AC .1 -5 40 0 0 Yes Yes 6 AD.9 -5 40 2.42 2.42 Yes Yes 7 AD.1 -5 40 17.5 17.5 Yes Yes

SECTION 2 - PAGE 7/24

Gravity design Inputs in Risa floor

Hot Rolled S teel Properties Label E [ksi] G [ksi] Nu Therm (/1E ...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt

1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 G r.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 G r.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 G r.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 G r.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 G r.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 G r.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1

Deck General P roperties Label Material Type Deck Unbraced[ft] Max Spa...

1 Composite Deck Vulcraft 3 VLI 7.5"NW 3VLI20, Conc4000NW, 3.5in, 0.75in, 65ksi 1 10

Des ign Size/U.C. P arameters Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk

1 Typical 1 1 2 perpheral 1 1

Des ign Deflection Parameters Label DL Defl[... DL R atio LL Defl[in] LL Ratio DL+LL ... DL+LL ... Category Defl[in] Ratio Category Defl[in] Ratio

1 Typical 240 360 240 DLP re 0.5 360 None 360 2 perpheral 240 360 600 DLP re 0.5 360 None 360

Des ign Camber P arameters Label Min Camber[in] Max C amber[in] Increment[in] % DL DL Included Min Beam Length[ft]

1 Typical 0.75 3 0.25 75 SW + SuperDL 30 2 perpheral 0.75 3 0.25 75 SW + SuperDL 30

Deck Loads Label Two Way Self Wt [ks f] Super DL [ksf] Const DL [ksf] Const LL [ksf]

1 Composite Deck 0.075 0.005 0 0.02

Uniform Area Loads Label Additive P reDL[ksf] PostDL[ksf] LL[ksf] LL Type VL[ksf] Dyn Load[ksf]

1 (E) floor load 0.04 0.1 LL-Non 0.011 0.05 2 (E ) & new Roof lo... 0.04 0.03 RLL-Non 0.011 0.045 3 new floor 0.04 0.125 LL-Non 0.011 0.05

L ine Loads : 2nd floor S tart P oint End Point S tart P re... End PreD...S tart P ost...End Post... S tart LL[k...End LL[k/ft] LL Type S t Dyn Load[k/...End Dyn Load[...

1 N5 N6 0.44 0.44 LL-Non 2 N3 N4 0.53 0.53 LL-Non 3 N5 N6 0.15 0.15 0.6 0.6 RLL-Non 4 N1 N15 0.825 0.825 RLL-Non

SECTION 2 - PAGE 8/24

Gravity design Inputs in Risa floor L ine Loads : Low Roof

S tart P oint End Point S tart P re... End PreD...S tart P ost...End Post... S tart LL[k...End LL[k/ft] LL Type S t Dyn Load[k/...End Dyn Load[...

No Data to Print ...

L ine Loads : High Roof S tart P oint End Point S tart P re... End PreD...S tart P ost...End Post... S tart LL[k...End LL[k/ft] LL Type S t Dyn Load[k/...End Dyn Load[...

No Data to Print ...

Hot Rolled : 2nd floor Label Length... Lbyy[ft] Lbzz[ft] Lcomp ... Lcomp ... L-torq... Cb Compo...Cambe...B-eff L... B-eff Ri... a[ft] Chann... Web ...

1 M1 17.5 Framing Yes N/A N/A 2 M2 11.17 Framing Yes N/A N/A 3 M3 13 Framing Yes N/A N/A 4 M4 17.5 Framing Yes N/A N/A 5 M5 11.17 Framing Yes N/A N/A 6 M6 13 Framing Yes N/A N/A 7 M7 17.5 Framing Yes N/A N/A 8 PUR8 13 Framing Yes N/A N/A 9 PUR9 13 Framing Yes N/A N/A 10 PUR10 11.17 Framing Yes N/A N/A 11 PUR11 11.17 Framing Yes N/A N/A 12 M12 11.5 Framing Yes N/A N/A 13 M13 15.08 Framing Yes N/A N/A 14 M14 11.5 Framing Yes N/A N/A 15 PUR15 11.5 Framing Yes N/A N/A 16 PUR16 11.5 Framing Yes N/A N/A

Hot Rolled : Low Roof Label Length... Lbyy[ft] Lbzz[ft] Lcomp ... Lcomp ... L-torq... Cb Compo...Cambe...B-eff L... B-eff Ri... a[ft] Chann... Web ...

1 M4 17.5 Framing N/A N/A 2 M12 11.5 Framing Yes N/A N/A 3 M13 15.08 Framing Yes N/A N/A 4 M14 11.5 Framing Yes N/A N/A 5 PUR5 11.5 Framing Yes N/A N/A 6 PUR6 11.5 Framing Yes N/A N/A

Hot Rolled : High Roof Label Length... Lbyy[ft] Lbzz[ft] Lcomp ... Lcomp ... L-torq... Cb Compo...Cambe...B-eff L... B-eff Ri... a[ft] Chann... Web ...

1 M1 17.5 Framing Yes N/A N/A 2 M2 11.17 Framing Yes N/A N/A 3 M3 13 Framing Yes N/A N/A 4 M4 17.5 Framing Yes N/A N/A 5 M5 11.17 Framing Yes N/A N/A 6 M6 13 Framing Yes N/A N/A 7 M7 17.5 Framing Yes N/A N/A 8 PUR8 13 Framing Yes N/A N/A 9 PUR9 13 Framing Yes N/A N/A 10 PUR10 11.17 Framing Yes N/A N/A 11 PUR11 11.17 Framing Yes N/A N/A

SECTION 2 - PAGE 9/24

Gravity design Inputs in Risa floor Columns : 2nd floor

Label Point Shape Material Function Angle (d...Orient Point Desi...Splice Dis t... Splice Type Splic... P ara... Top F...Hang...

1 (2-A)_L1 N1 W14X68 A992 Lateral Typi... Yes Defa...Default (S ... None NA NA 2 (3-A)_L1 N2 W14X68 A992 Lateral Typi... Yes Defa...Default (S ... None NA NA 3 (3-B)_L1 N3 W14X68 A992 Lateral Typi... Yes Defa...Default (S ... None NA NA 4 (1-B)_L1 N4 W14X68 A992 Lateral Typi... Yes Defa...Default (S ... None NA NA 5 (3-D)_L1 N5 W14X68 A992 Lateral Typi... Yes Defa...Default (S ... None NA NA 6 (1-D)_L1 N6 W14X68 A992 Lateral Typi... Yes Defa...Default (S ... None NA NA 7 (3-C)_L1 N7 W14X68 A992 Lateral 90 Typi... Yes Defa...Default (S ... None NA NA 8 (1-C)_L1 N8 W14X68 A992 Lateral 90 Typi... Yes Defa...Default (S ... None NA NA

Columns : Low R oof Label Point Shape Material Function Angle (d...Orient Point Desi...Splice Dis t... Splice Type Splic... P ara... Top F...Hang...

1 (2-A)_L1 N1 W14X68 A992 Lateral Typi... Defa... Fixed 2 (3-A)_L1 N2 W14X68 A992 Lateral Typi... Defa... Fixed 3 (3-B)_L1 N3 W14X68 A992 Lateral Typi... NA NA 4 (1-B)_L1 N4 W14X68 A992 Lateral Typi... NA NA 5 (3-D)_L1 N5 W14X68 A992 Lateral Typi... NA NA 6 (1-D)_L1 N6 W14X68 A992 Lateral Typi... NA NA 7 (3-C)_L1 N7 W14X68 A992 Lateral 90 Typi... NA NA 8 (1-C)_L1 N8 W14X68 A992 Lateral 90 Typi... NA NA

Columns : High Roof Label Point Shape Material Function Angle (d...Orient Point Desi...Splice Dis t... Splice Type Splic... P ara... Top F...Hang...

1 (3-B)_L1 N3 W14X68 A992 Lateral Typi... Defa... Fixed 2 (1-B)_L1 N4 W14X68 A992 Lateral Typi... Defa... Fixed 3 (3-D)_L1 N5 W14X68 A992 Lateral Typi... Defa... Fixed 4 (1-D)_L1 N6 W14X68 A992 Lateral Typi... Defa... Fixed 5 (3-C)_L1 N7 W14X68 A992 Lateral 90 Typi... Defa... Fixed 6 (1-C)_L1 N8 W14X68 A992 Lateral 90 Typi... Defa... Fixed

Column S tacks S tack Label P roject ... Z [ft] X [ft] L ift No. Length...Bot El. ...Top E l.... Shape Material FunctionDesign R...Flexural L...Shear La...

1 (2-A) AD.9-8.1 0 2.42 1 26.416 0 26.416 W14X68 A992 Lateral Typical N/A N/A 2 (3-A) AD.1-8.1 0 17.5 1 26.416 0 26.416 W14X68 A992 Lateral Typical N/A N/A 3 (3-B) AD.1-B8... 11.5 17.5 1 30.208 0 30.208 W14X68 A992 Lateral Typical N/A N/A 4 (1-B) AC.1-B8... 11.5 0 1 30.208 0 30.208 W14X68 A992 Lateral Typical N/A N/A 5 (3-D) AD.1-9.9 35.67 17.5 1 30.208 0 30.208 W14X68 A992 Lateral Typical N/A N/A 6 (1-D) AC.1-9.9 35.67 0 1 30.208 0 30.208 W14X68 A992 Lateral Typical N/A N/A 7 (3-C) AD.1-8.9 22.67 17.5 1 30.208 0 30.208 W14X68 A992 Lateral Typical N/A N/A 8 (1-C) AC.1-8.9 22.67 0 1 30.208 0 30.208 W14X68 A992 Lateral Typical N/A N/A

Combinations Label Sol...Cat... Fa... Cat... Fa... Cat... Fa... Cat... Fa... Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...

1 P re Com...

2 pre 1.4 DLYes DLP...1.4 3 pre 1.2 ... Yes DLP...1.2 LLC... 1.6 4 Compos...

5 1.4 DL Yes DL 1.4 6 1.2 DL +...Yes DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 7 1.2 DL +...Yes DL 1.2 LL 1 LLS 1 RLL 1.6 8 ServiceLabel Sol...Cat... Fa... Cat... Fa... Cat... Fa... Cat... Fa... Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...

9 DL Yes DL 1 10 LL Yes LL 1 11 DL + LL Yes DL 1 LL 1

SECTION 2 - PAGE 10/24

Gravity design Risa floor beam design Unity check

.3

0.071 0.084

.4

0.081 0.096

.4

0.305

0.305

0.225

0.225

0.172

.1

0.303

0.233

0.233

8.1 B8.5 8.9 9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

.1

0.093

.0

0.093

0.132

0.132

8.1 B8.5 8.9 9.9

AC.1

AD.9

AD.1

Code Check

No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50

2nd floor

New addition low roof

See next page for typical design report for beam

SECTION 2 - PAGE 11/24

Gravity design

.1

0.044 0.05

.1

0.046 0.051

.2

0.195

0.195

0.144

0.144

8.1 B8.5 8.9 9.9

AC.1

AD.9

AD.1

Code Check

No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50

Existing high roof

0.068

0.068 0.18

0.195

0.15

0.153

0.101

0.106

8.1

8.1

B8.5

B8.5

8.9

8.9

9.9

9.9

AC.1 AC.1

AD.9 AD.9

AD.1 AD.1

Risa floor column design Unity check

See next page for typical design report for column

SECTION 2 - PAGE 12/24

.0

0.043

.0

0.043

0.06

0.06

8.1 B8.5

AC.1

AD.9

AD.1

PROJECT VA Tampa EHRM BY RITVAN IMEG # 22001805.00

Subject: Gravity design Checked By: DATE 10/08/2024

Gravity design

Code Check

No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50

Risa floor beam design Shear check

2nd floor

New addition low roof

.1

0.054 0.06

.2

0.062 0.069

.1

0.124

0.124

0.106

0.106

0.079

.0

0.139

0.107

0.107

8.1 B8.5 8.9 9.9

AC.1

AD.9

AD.1

.0

0.032 0.037

.0

0.033 0.037

.0

0.079

0.079

0.068

0.068

B8.5 8.9 9.9

AC.1

AD.9

AD.1

Existing high roof

SECTION 2 - PAGE 13/24

Gravity design Risa floor beam deflection check

2nd floor

New addition low roof Existing high roof

.1

0.036 0.036

.1

0.036 0.036

.3

0.224

0.224

0.142

0.142

0.276

.0

0.52

0.149

0.149

8.1 B8.5 8.9 9.9

AC.1

AD.9

AD.1

Defl Limit

No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50

.1

0.065

.0

0.065

0.092

0.092

8.1 B8.5

AC.1

AD.9

AD.1

.0

0.036 0.036

.0

0.036 0.036

.2

0.154

0.154

0.097

0.097

B8.5 8.9 9.9

AC.1

AD.9

AD.1

SECTION 2 - PAGE 14/24

Gravity design Risa floor design output

Hot Rolled S teel Column Code Checks S tack Lift Shape Code C... E lev[ft] LC Shear C ...E lev[ft] Dir LC phi*Pnc ...phi*Pnt [...phi*Mn ... phi*Mn ... Cb Eqn

1 (2-A) 1 W14X68 0.068 13.875 6 0.022 26.416 6 680.754 900 138.375 431.25 2.187 H1-1b 2 (3-A) 1 W14X68 0.068 13.875 6 0.022 26.416 6 680.754 900 138.375 431.25 2.187 H1-1b 3 (3-B) 1 W14X68 0.18 14.036 6 0.044 26.241 6 680.754 900 138.375 431.25 2.166 H1-1b 4 (1-B) 1 W14X68 0.195 14.036 6 0.047 26.241 6 561.72 900 138.375 431.25 2.166 H1-1b 5 (3-D) 1 W14X68 0.15 14.036 7 0.036 26.241 7 561.72 900 138.375 431.25 2.193 H1-1b 6 (1-D) 1 W14X68 0.153 14.036 7 0.036 26.241 7 561.72 900 138.375 431.25 2.193 H1-1b 7 (3-C) 1 W14X68 0.101 13.731 6 0.002 26.241 6 647.661 900 138.375 431.25 1.692 H1-1b* 8 (1-C) 1 W14X68 0.106 13.731 6 0.002 26.241 6 647.661 900 138.375 431.25 1.692 H1-1b*

Beam Code S ummary for Hot R olled : 2nd floor Label S ize Exp...S tu...Ca... Mat...Ben... Loc[ft] LC Defl ...Loc[ft] Cat She... Lo... LC Web Opening Unity C heck Web Ope...

1 M1 W18X40Yes 0 A992 0.371 17.5 7 0.115 8.662 D... 0.153 17.5 7 2 M2 W18X40Yes 0 A992 0.071 11.17 6 0.036 0 LL 0.054 11... 6 3 M3 W18X40Yes 0 A992 0.084 13 6 0.036 0 LL 0.06 13 6 4 M4 W18X40Yes 0 A992 0.497 17.5 6 0.145 8.838 D... 0.218 17.5 6 5 M5 W18X40Yes 0 A992 0.081 11.17 6 0.036 0 LL 0.062 11... 6 6 M6 W18X40Yes 0 A992 0.096 13 6 0.036 0 LL 0.069 13 6 7 M7 W18X40Yes 0 A992 0.438 8.662 6 0.339 8.662 D... 0.131 17.5 6 8 PUR8 W14X22Yes 0 A992 0.305 6.566 6 0.224 6.434 D... 0.124 13 6 9 PUR9 W14X22Yes 0 A992 0.305 6.566 6 0.224 6.434 D... 0.124 13 6 10 PUR10 W14X22Yes 0 A992 0.225 5.641 6 0.142 5.641 D... 0.106 11... 6 11 PUR11 W14X22Yes 0 A992 0.225 5.641 6 0.142 5.641 D... 0.106 11... 6 12 M12 W14X22Yes 0 A992 0.172 5.808 6 0.276 5.692 D... 0.079 11.5 6 13 M13 W18X40Yes 0 A992 0.132 15.08 6 0.099 7.616 D... 0.071 15... 6 14 M14 W14X22Yes 0 A992 0.303 5.808 6 0.52 5.808 D... 0.139 0 6 15 PUR15 W14X22Yes 0 A992 0.233 5.808 6 0.149 5.692 D... 0.107 11.5 6 16 PUR16 W14X22Yes 0 A992 0.233 5.808 6 0.149 5.692 D... 0.107 11.5 6

Beam Code S ummary for Hot R olled : Low Roof Label S ize Exp...S tu...Ca... Mat...Ben... Loc[ft] LC Defl ...Loc[ft] Cat She... Lo... LC Web Opening Unity C heck Web Ope...

1 M4 W18X40Yes 0 A992 0.173 10.0... 7 0.137 8.662 D... 0.059 17.5 7 2 M12 W14X22Yes 0 A992 0.093 5.808 7 0.065 5.692 D... 0.043 11.5 7 3 M13 W18X40Yes 0 A992 0.093 15.08 7 0.036 7.616 D... 0.044 15... 7 4 M14 W14X22Yes 0 A992 0.093 5.808 7 0.065 5.808 D... 0.043 11.5 7 5 PUR5 W14X22Yes 0 A992 0.132 5.808 7 0.092 5.808 D... 0.06 11.5 7 6 PUR6 W14X22Yes 0 A992 0.132 5.808 7 0.092 5.808 D... 0.06 11.5 7

Beam Code S ummary for Hot R olled : High Roof Label S ize Exp...S tu...Ca... Mat...Ben... Loc[ft] LC Defl ...Loc[ft] Cat She... Lo... LC Web Opening Unity C heck Web Ope...

1 M1 W18X40Yes 0 A992 0.169 17.5 7 0.065 8.662 D... 0.056 17.5 7 2 M2 W18X40Yes 0 A992 0.044 11.17 7 0.036 0 LL 0.032 11... 7 3 M3 W18X40Yes 0 A992 0.05 13 7 0.036 0 LL 0.037 13 7 4 M4 W18X40Yes 0 A992 0.128 17.5 7 0.037 8.662 D... 0.05 17.5 7 5 M5 W18X40Yes 0 A992 0.046 11.17 7 0.036 0 LL 0.033 11...