P01-657-101 100PCT CD Struct and Blast Calcs.pdf

Department of Veterans Affairs Jefferson Barracks

St. Louis, MO

Project Number 657-101

(VEG 21.02)

Construct Urgent Care Clinic Building Addition

100% Not For Construction Submittal

Structural & Blast Calcs

December 1, 2022

750 W. HAMPDEN AVE. #300

ENGLEWOOD, CO 80110

Ph (720) 550-6307

750 W. HAMPDEN AVE. #300

ENGLEWOOD, CO 80110

Ph (720) 550-6307

TABLE OF CONTENTS

COVER SHEET

TABLE OF CONTENTS

ENGINEERING CRITERIA

SITE HAZARDS

SNOW LOADING

WIND LOADING

SEISMIC DESIGN PARAMETERS

BLAST LOADING

RISA ANALYSIS REPORT

SHEAR TAB CONNECTIONS

FOUNDATION CALCULATIONS

ROOF DIAPHRAGM SHEAR CALCULATIONS

ENGINEERING CRITERIA

750 W Hampden Ave, Suite #300

Englewood, CO 80110

Ph (720) 550-6307 www.ValhallaEngineering.com

Project Information

• Project: PN 657-101 (VEG 21.02) Construct Urgent Care Clinic Building Addition

• Location: St. Louis VAMC, Jefferson Barracks, St. Louis, MO

• Contract Number: VA255-17-D-0114

Referenced Codes and Standards

• PG-18-10, Structural Design Manual

• PG-18-15, Minimum Requirements for A/E Submission

• H-18-8, Seismic Design Handbook

• IBC, International Building Code

• ASCE 7, Minimum Design Loads for Buildings

• ACI 318, Reinforced Concrete Design

• AISC 360, Structural Steel Specification

• VA CFM, 2020 PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL

Geotechnical Information

• Bearing Pressure: 2500 psf

• Soil Site Class: C (per bldg. 55 geotech) UPDATE w/ new report

• Seismic Design Category: D (ASCE 7 Hazards)

• Frost Depth: 30” (St.Louis.gov)

Building Classification

• Seismic o Risk Category IV (Acute Care per ASCE 7 & VA H 18-8 “Critical Facilities”) o Importance Factor = 1.5 file://///192.168.100.28/1.Projects.Current/21.02%20Construct%20Urgent%20Care%20Clinic%20TO%20(St.%20Louis,%20MO)/3%20-%20Pre-Design%20Phase/04%20Geotech%20&%20Seismic/Appendix%20B-%20Geotech%20Report_extracted%20-%20Shortcut.lnk file://///192.168.100.28/1.Projects.Current/21.02%20Construct%20Urgent%20Care%20Clinic%20TO%20(St.%20Louis,%20MO)/4%20-%20Design%20Phase/07%20Calculations/Structural/00%20Design%20&%20Load%20Narrative/ASCEDesignHazardsReport%2006232021.pdf https://stlouiscountymo.gov/st-louis-county-departments/transportation-and-public-works/public-works-publications-and-manuals/pw-codes-ordinances/2015-building-existing-building-residential-and-swimming-pool-spa-code-user-friendly/

• Wind o 119 mph 3-second gust (Ultimate) (per ASCE 7)

• Snow o Pg = 20 psf (ASCE 7)

Design Loads

• Dead o DL = 20 psf o ROOF DL = 20 PSF

• Live o LL = 100 psf (per VA design loads)

▪ Machine Room 150 psf o RLL = 20 psf (ASCE 7-16)

• Blast Moment Frames

Braced Frames

SITE HAZARDS

ASCE 7 Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16

Risk Category: IV

Soil Class: C - Very Dense Soil and Soft Rock

Elevation: 511.95 ft (NAVD 88)

Latitude:

Longitude:

38.493498

-90.282318

Wind

Results:

Wind Speed: 119 Vmph

10-year MRI 74 Vmph

25-year MRI 81 Vmph

50-year MRI 87 Vmph

100-year MRI 93 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1D and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Fri Apr 16 2021

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 1.6% probability of exceedance in 50 years (annual exceedance probability = 0.00033, MRI = 3,000 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 5https://asce7hazardtool.online/ Fri Apr 16 2021 https://asce7hazardtool.online/

SS : 0.475

S1 : 0.167

Fa : 1.3

Fv : 1.5

SMS : 0.617

SM1 : 0.251

SDS : 0.411

SD1 : 0.167

TL : 12

PGA : 0.274

PGA M : 0.329

FPGA : 1.2

Ie : 1.5

Cv : 0.916

Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

Site Soil Class:

Results:

Seismic Design Category

C - Very Dense Soil and Soft Rock

D

Data Accessed:

Date Source:

Fri Apr 16 2021 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 5https://asce7hazardtool.online/ Fri Apr 16 2021

Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 2.00 in.

Concurrent Temperature: 5 F

Gust Speed: 40 mph

Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8

Fri Apr 16 2021

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 with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.

Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Snow

Results:

Ground Snow Load, p : 20 lb/ftg

Elevation: 511.9 ft

Data Source: ASCE/SEI 7-16, Table 7.2-8

Date Accessed: Fri Apr 16 2021

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.

Page 3 of 5https://asce7hazardtool.online/ Fri Apr 16 2021

Flood

Results:

Data Source:

Date Accessed:

FIRM Panel:

Insurance Study Note:

Flood Zone Categorization: X (unshaded)

Base Flood Elevation:

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

Fri Apr 16 2021

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

Fri Apr 16 2021

Page 4 of 5https://asce7hazardtool.online/ Fri Apr 16 2021 https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search http://asce7tsunami.online

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;

or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.

Page 5 of 5https://asce7hazardtool.online/ Fri Apr 16 2021

SNOW LOADING

Client: VA Project Location: St. Louis, MO Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

21.02 Urgent Care Clinic

ASCE 7-16

St. Louis, MO

Snow Loads and Drifts

Roof Dimensions:

≔lu ⋅77 ft Length of roof upwind of drift

≔lupper ⋅0 ft Length of roof upper roof (if applicable)

≔hp ⋅2.0 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

≔Ct 1.0 Thermal factor ASCE table 7.3-2

≔Cs 1.0 Slope factor ASCE table 7.4-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 7.90 ft Drift Length

≔Pd =⋅hd γ 16.40 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 33.20 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅54.75 ft Length of roof upwind of drift

≔lupper ⋅28.25 ft Length of roof upper roof (if applicable)

≔hp ⋅11 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 7.63 ft Drift Length

≔Pd =⋅hd γ 31.66 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 48.46 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅51.25 ft Length of roof upwind of drift

≔lupper ⋅46 ft Length of roof upper roof (if applicable)

≔hp ⋅11 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 9.23 ft Drift Length

≔Pd =⋅hd γ 38.29 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 55.09 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅102 ft Length of roof upwind of drift

≔lupper ⋅0 ft Length of roof upper roof (if applicable)

≔hp ⋅2.0 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 7.90 ft Drift Length

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅36.75 ft Length of roof upwind of drift

≔lupper ⋅42.6 ft Length of roof upper roof (if applicable)

≔hp ⋅5.0 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 8.83 ft Drift Length

≔Pd =⋅hd γ 36.64 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 53.44 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅28.66 ft Length of roof upwind of drift

≔lupper ⋅0 ft Length of roof upper roof (if applicable)

≔hp ⋅2.0 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 7.90 ft Drift Length

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅77 ft Length of roof upwind of drift

≔lupper ⋅37 ft Length of roof upper roof (if applicable)

≔hp ⋅6 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 9.14 ft Drift Length

≔Pd =⋅hd γ 37.93 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 54.73 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅6 ft Length of roof upwind of drift

≔lupper ⋅13.6 ft Length of roof upper roof (if applicable)

≔hp ⋅5 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 3.95 ft Drift Length

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅14 ft Length of roof upwind of drift

≔lupper ⋅0 ft Length of roof upper roof (if applicable)

≔hp ⋅2 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 3.04 ft Drift Length

≔Pd =⋅hd γ 12.62 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 29.42 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions:

≔lu ⋅58 ft Length of roof upwind of drift

≔lupper ⋅10 ft Length of roof upper roof (if applicable)

≔hp ⋅6 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 7.87 ft Drift Length

≔Pd =⋅hd γ 32.67 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 49.47 psf Total surcharge at face of parapet

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

Roof Dimensions (skylight):

≔lu ⋅28 ft Length of roof upwind of drift

≔lupper ⋅0 ft Length of roof upper roof (if applicable)

≔hp ⋅6 ft Height adjacent wall (parapet / structure / ect.)

Snow:

≔Pg ⋅20 psf Ground Snow Load ASCE 7

Snow load importance factor ASCE table 1.5-2≔Is 1.2

≔Ce 1.0 Exposure factor ASCE table 7.3-1

Project Desc: Snow Drifts

21.02 Urgent Care

Rev Number: 0

Designed By: DJD Checked By: BRD

Date: 7/22/2021

=Pf 16.80 psf Flat Roof Snow Load Eq. 7.3-1

Minimum FLAT Roof Snow load ASCE 7.3.4 =Pm 24.00 psf

=Ld 5.11 ft Drift Length

≔Pd =⋅hd γ 21.22 psf Surcharge due to Snow Drift

≔Pt =+Pd Pf 38.02 psf Total surcharge at face of parapet

WIND LOADING

Client:

Project Location:

Project Desc:

Rev Number: 0 Designed By: DJD

21.02 Jefferson Barracks

Wind Loads - C&C

ASCE 7-16

St. Louis, MO

Rev # Rev Description Rev By Rev Date

Notes

Project Desc:

Rev Number: 0 Designed By: DJD

Effective wind area

Structure Type Surface Roughness Category Enclosure classification (26.12) Risk Cat (1.5-1) h 25ft:= Mean roof height or eave roof

V 119mph:= Basic Wind Speed (ASCE 26.5)

Kzt 1:= Topographic Factor (ASCE 26.8)

Ke 1:= Ground elavation factor (ASCE 26.9)

Kz 0.94:= Velocity pressure exposure coefficient (ASCE 26.10.1)

Kd 0.85= Wind directionality factor (ASCE 26.6) qz 0.00256 mph

Kz Kzt Kd Ke V psf:=

Velocity pressure (ASCE 26.10-1) qz 28.97 psf=

GCpi 0.55= Internal pressure coefficient (ASCE 26.13)

Figure 30.3-1A Walls (Table C30.3-1)

GCp4.pos 1.0 Aw 10=if

1.1766 0.1766 log Aw( )- 10 Aw< 500if

0.7 Aw 500>if

GCp5.pos GCp4.pos:=

GCp4.neg 1.1- Aw 10=if

1.2766- 0.1766 log Aw( )+ 10 Aw< 500if

0.8- Aw 500>if

GCp5.neg 1.4- Aw 10=if

1.7532- 0.3532 log Aw( )+ 10 Aw< 500if

0.8- Aw 500>if

Project Desc:

Rev Number: 0 Designed By: DJD

Figure 30.3-2A Roof (Table C30.3-2)

GCp1.pos 0.3 Aw 10if

0.4 0.1 log Aw( )- 10 Aw< 100if

0.22 Aw 100>if

GCp1'.pos GCp1.pos:=

GCp2.pos GCp1.pos:=

GCp3.pos GCp1.pos:=

GCp1'.neg 0.9- Aw 100if

1.9- 0.5 log Aw( )+ 100 Aw< 1000if

0.4- Aw 1000>if

GCp1.neg 1.7- Aw 10if

2.112- 0.412 log Aw( )+ 10 Aw< 500if

0.4- Aw 500>if

GCp2.neg 2.3- Aw 10if

2.8297- 0.5297 log Aw( )+ 10 Aw< 500if

1.4- Aw 500>if

GCp3.neg 3.2- Aw 10if

4.2595- 1.0595 log Aw( )+ 10 Aw< 500if

0.4- Aw 500>if

GCp1.pos 0.30= GCp1.neg 1.70-=

GCp1'.pos 0.30= GCp1'.neg 0.90-=

GCp2.pos 0.30= GCp2.neg 2.30-=

GCp3.pos 0.30= GCp3.neg 3.20-=

GCp4.pos 1.00= GCp4.neg 1.10-=

GCp5.pos 1.00= GCp5.neg 1.40-=

Project Desc:

Rev Number: 0 Designed By: DJD p1 qz GCp1.pos GCpi+( ):= p1.neg qz GCp1.neg GCpi-( ):= p1' qz GCp1'.pos GCpi+( ):= p1'.neg qz GCp1'.neg GCpi-( ):= p2 qz GCp2.pos GCpi+( ):= p2.neg qz GCp2.neg GCpi-( ):= p3 qz GCp3.pos GCpi+( ):= p3.neg qz GCp3.neg GCpi-( ):= p4 qz GCp4.pos GCpi+( ):= p4.neg qz GCp4.neg GCpi-( ):= p5 qz GCp5.pos GCpi+( ):= p5.neg qz GCp5.neg GCpi-( ):=

Roof: p1 24.62 psf= Roof: p1.neg 65.17- psf= p1' 24.62 psf= p1'.neg 42.00- psf= p2 24.62 psf= p2.neg 82.55- psf= p3 24.62 psf= p3.neg 108.62- psf=

Wall: p4 44.90 psf= Wall: p4.neg 47.79- psf= p5 44.90 psf= p5.neg 56.48- psf=

Windward Parapet (S 30.8) Leeward Parapet (S 30.8) pw p5 p3.neg-:= pL p5 p5.neg-:= pw 153.52 psf= pL 101.38 psf=

Project Desc:

Rev Number: 0 Designed By: DJD

21.02 Jefferson Barracks

Wind Loads - C&C

ASCE 7-16

St. Louis, MO

Rev # Rev Description Rev By Rev Date

Notes

Project Desc:

Rev Number: 0 Designed By: DJD

Effective wind area

Structure Type Surface Roughness Category Enclosure classification (26.12) Risk Cat (1.5-1) h 25ft:= Mean roof height or eave roof

V 119mph:= Basic Wind Speed (ASCE 26.5)

Kzt 1:= Topographic Factor (ASCE 26.8)

Ke 1:= Ground elavation factor (ASCE 26.9)

Kz 0.94:= Velocity pressure exposure coefficient (ASCE 26.10.1)

Kd 0.85= Wind directionality factor (ASCE 26.6) qz 0.00256 mph

Kz Kzt Kd Ke V psf:=

Velocity pressure (ASCE 26.10-1) qz 28.97 psf=

GCpi 0.55= Internal pressure coefficient (ASCE 26.13)

Roof: p1 23.75 psf= Roof: p1.neg 61.58- psf= p1' 23.75 psf= p1'.neg 42.00- psf= p2 23.75 psf= p2.neg 77.93- psf= p3 23.75 psf= p3.neg 99.38- psf=

Wall: p4 43.36 psf= Wall: p4.neg 46.25- psf= p5 43.36 psf= p5.neg 53.40- psf=

Windward Parapet (S 30.8) Leeward Parapet (S 30.8) pw p5 p3.neg-:= pL p5 p5.neg-:= pw 142.74 psf= pL 96.76 psf=

Project Desc:

Rev Number: 0 Designed By: DJD

21.02 Jefferson Barracks

Wind Loads - C&C

ASCE 7-16

St. Louis, MO

Rev # Rev Description Rev By Rev Date

Notes

Project Desc:

Rev Number: 0 Designed By: DJD

Effective wind area

Structure Type Surface Roughness Category Enclosure classification (26.12) Risk Cat (1.5-1) h 25ft:= Mean roof height or eave roof

V 119mph:= Basic Wind Speed (ASCE 26.5)

Kzt 1:= Topographic Factor (ASCE 26.8)

Ke 1:= Ground elavation factor (ASCE 26.9)

Kz 0.94:= Velocity pressure exposure coefficient (ASCE 26.10.1)

Kd 0.85= Wind directionality factor (ASCE 26.6) qz 0.00256 mph

Kz⋅ Kzt⋅ Kd⋅ Ke⋅ V 2⋅ psf⋅:=

Velocity pressure (ASCE 26.10-1) qz 28.97 psf⋅=

GCpi 0.55= Internal pressure coefficient (ASCE 26.13)

Roof: p1 22.60 psf⋅= Roof: p1.neg 56.83− psf⋅= p1' 22.60 psf⋅= p1'.neg 42.00− psf⋅= p2 22.60 psf⋅= p2.neg 71.83− psf⋅= p3 22.60 psf⋅= p3.neg 87.17− psf⋅=

Wall: p4 41.32 psf⋅= Wall: p4.neg 44.22− psf⋅= p5 41.32 psf⋅= p5.neg 49.33− psf⋅=

Windward Parapet (S 30.8) Leeward Parapet (S 30.8) pw p5 p3.neg−:= pL p5 p5.neg−:= pw 128.49 psf⋅= pL 90.65 psf⋅=

Project Desc:

Rev Number: 0 Designed By: DJD

21.02 Jefferson Barracks

Wind Loads - C&C

ASCE 7-16

St. Louis, MO

Rev # Rev Description Rev By Rev Date

Notes

Project Desc:

Rev Number: 0 Designed By: DJD

Effective wind area

Structure Type Surface Roughness Category Enclosure classification (26.12) Risk Cat (1.5-1) h 25ft:= Mean roof height or eave roof

V 119mph:= Basic Wind Speed (ASCE 26.5)

Kzt 1:= Topographic Factor (ASCE 26.8)

Ke 1:= Ground elavation factor (ASCE 26.9)

Kz 0.94:= Velocity pressure exposure coefficient (ASCE 26.10.1)

Kd 0.85= Wind directionality factor (ASCE 26.6) qz 0.00256 mph

Kz⋅ Kzt⋅ Kd⋅ Ke⋅ V 2⋅ psf⋅:=

Velocity pressure (ASCE 26.10-1) qz 28.97 psf⋅=

GCpi 0.55= Internal pressure coefficient (ASCE 26.13)

Roof: p1 21.72 psf⋅= Roof: p1.neg 53.24− psf⋅= p1' 21.72 psf⋅= p1'.neg 42.00− psf⋅= p2 21.72 psf⋅= p2.neg 67.21− psf⋅= p3 21.72 psf⋅= p3.neg 77.93− psf⋅=

Wall: p4 39.78 psf⋅= Wall: p4.neg 42.68− psf⋅= p5 39.78 psf⋅= p5.neg 46.25− psf⋅=

Windward Parapet (S 30.8) Leeward Parapet (S 30.8) pw p5 p3.neg−:= pL p5 p5.neg−:= pw 117.71 psf⋅= pL 86.03 psf⋅=

Wind Generation Input

Wind Code: Topographic Factor K1:

Wind Speed, V(mph): Topographic Factor K2:

Topographic Factor K3:

Exposure Category: Directionality Factor Kd:

ASCE 7-16 0

119 0

C 0.85

Base Elevation(ft): Parapet Height(ft):0 0

Wind Generation Detail Results

Kzt:

Exposure Constant Alpha: h (ft):

Exposure Constant zg: Kh:

Gust Effect Factor, G: Windward Cp:

qh (ksf):

GCpn (windward):

GCpn (leeward):

9.5 22.5

900 0.925

0.85 0.8

0.028

+1.5

-1.0

Wind Generation Floor Geometry Results

Floor Level Height Kz Width (X) Length (Z) Leeward Cp(X) Leeward Cp(Z)

(ft) (ft) (ft)

HIGH ROOF 22.5 0.925 23.912 40.667 0.5 0.36

IMAGING ROOF 19.25 0.895 21 39.583 0.5 0.323

MAIN ROOF 16 0.86 102.333 107.083 0.5 0.491

LOW ROOF 12 0.849 9.042 78.083 0.5 0.2

ENTRANCE RO... 11.25 0.849 11.505 16.344 0.5 0.416

Wind Generation Floor Force Results

Floor Level qz Windward Pres. Leeward Pres. X Leeward Pres. Z Force X Force Z

(ksf) (ksf) (ksf) (ksf) (k) (k)

HIGH ROOF 0.028 0.019 0.012 0.009 2.08 1.091

IMAGING ROOF 0.028 0.019 0.012 0.008 3.969 1.813

MAIN ROOF 0.027 0.018 0.012 0.012 11.699 11.097

LOW ROOF 0.026 0.018 0.012 0.005 5.544 0.486

ENTRANCE RO... 0.026 0.018 0.012 0.01 2.932 1.923

RISAFloor Version 15.0.4 Page 1 [Z:\...\...\...\...\...\21.02_Main bldg-With Piles UPDATED 11-23-21.rfl]

SEISMIC DESIGN PARAMETERS

RISA-3D Version 19 [ 21.02_Main bldg-With Piles UPDATED 1… Page 1

Company Designer Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

1/5/2022

8:51:16 AM

Seismic Load Generator

RISA-3D Version 19 [ 21.02_Main bldg-With Piles UPDATED 1… Page 2

Designer Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

1/5/2022

8:51:17 AM

Seismic Load Generator

BLAST LOADING

BLAST BASIS OF DESIGN REPORT

100% CONSTRUCTION DOCUMENT SUBMISSION

VAMC JEFFERSON BARRACKS URGENT CARE

CLINIC – BUILDING ADDITION

St . Louis , MO

VA Project Number: 657-101

Prepared for: Valhalla Engineering Group, LLC

Walter P Moore Project Number Q01.21002.00

1747 Pennsylvania Ave NW, Suite 1050

Washington, DC 20006

December 8, 2022

Basis of Design 1

VAMC Jefferson Barracks Urgent Care Clinic – Building Addition Valhalla Engineering Group, LLC

December 8, 2022

TABLE OF CONTENTS

BASIS OF DESIGN OVERVIEW 2

PROJECT INFORMATION 3

SITE CONSIDERATIONS 4

DESIGN BASIS THREAT SCENARIOS 4

BLAST LOADS 4

LOAD COMBINATIONS 5

BLAST PERFORMANCE 6

PERFORMANCE LIMITS 6

MATERIAL PROPERTIES 8

GLOBAL STRUCTURAL RESPONSE – BLAST BASE SHEAR 9

STRUCTURAL COLUMNS 10

STRUCTURAL BEAMS AND SLABS/ROOF DECK 10

GLAZED FAÇADE 11

WINDOW FRAMING 11

NON-GLAZED FAÇADE 12

SUMMARY 13

Basis of Design 2

December 8, 2022

BASIS OF DESIGN OVERVIEW

This blast report presents the technical methodology to meet the United States Department of Veterans

Affairs (VA) Office of Construction and Facilities Management (CFM) physical security and blast design criteria for the proposed Urgent Care Clinic – Building Addition in St. Louis, MO. The physical security and blast design provisions developed herein are integrated and coordinated into other disciplines construction documents, including structural, enclosure, architectural, and civil, as applicable.

Supporting calculations for the blast design approach are contained in Appendix A.

Basis of Design 3

December 8, 2022

PROJECT INFORMATION

The proposed construction is a building addition to the Urgent Care Clinic facility located on an existing

VA Medical Center Campus in St. Louis, Missouri. Per the Scope of Work, this building is classified as Life-

Safety Protected (LSP) for physical security purposes.

The applicable design codes, standards, and design documents will be in compliance with industry standard requirements. This Basis of Design is based on the following documents:

• VA CFM, 2020 Physical Security and Resiliency Design Manual (PSDM). April 2021

• International Code Council, 2015 International Building Code

• ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures

• Unified Facilities Criteria (UFC) 3-340-01, Design and Analysis of Hardened Structures to

Conventional Weapons Effects. September 2014

• Applied Research Associates, Inc. United States General Services Administration (GSA), Window

Glazing Analysis Response and Design (WinGARD), Technical Manual. 2005

• United States Army Corps of Engineers PDC TR-06-08, Single Degree of Freedom Structural

Response Limits For Antiterrorism Design

• American Concrete Institute (ACI) 318-14/318-14M, Building Code Requirements for Structural

Concrete

• American Institute of Steel Construction (AISC) 360-10, North American Specification for

Structural Steel Buildings

• The Masonry Society (TMS) 402/602 Building Code Requirements and Specifications for Masonry

Structures

• The Aluminum Association, 2015 Aluminum Design Manual

Basis of Design 4

December 8, 2022

SITE CONSIDERATIONS

Per VA PSDM requirements, a screened vehicle must be kept at a minimum 5-foot standoff distance from parking areas. In addition, an unscreened vehicle is to be kept to a minimum 25-foot standoff distance from the face of the building blast enclosure.

DESIGN BASIS THREAT SCENARIOS

The Design Basis Threats (DBT) have been determined based on the PSDM for LSP structures, using a W1 charge weight, as referenced in the 2020 PSDM Data Definitions Document. The charge weight is restricted information. Concurrent multiple attack scenarios are not considered. The DBT is considered at the measured standoff distance from the building blast enclosure to the curb line of the parking areas or to the attack face of an anti-ram barrier (a minimum 25-foot standoff) around the building.

BLAST LOADS

Blast loads were calculated based on the DBT located at available standoff using Walter P Moore’s 2D and 3D blast loading software. The calculations utilize the Kingery-Bulmash equations, and the procedure found in UFC 3-340-02. The calculation methodology parallels that found in the ConWEP software published by the United States Army Corps of Engineers, Protective Design Center. Blast loads utilized for the design of the structure based on the W1 charge weight are summarized in Table 1. For design of façade elements, Limit GP1 is applied based on VA PSDM Section 6.1.2. Design Blast Loads are summarized in Table 2.

Table 1 – Structure Design Blast Loads

Zone Pressure

(psi)

Impulse

(psi-msec)

W1 @ 25 feet (Wall) 70.15 112.04

W1 @ 25 feet (Roof Low) 7.92 46.3

W1 @ 25 feet (Roof High) 4.08 52.28

Basis of Design 5

Table 2 – Enclosure Design Blast Load

LOAD COMBINATIONS

Structural elements have been analyzed in conjunction with other load types in accordance with

Equation 2.5-1 in ASCE 7-10 when subjected to the design blast loads. The following load combinations shall be considered:

MAXIMUM: 1.0 BLAST + 1.0D + 1.2 SDL + 0.5L

MINIMUM: 1.0 BLAST + 1.0D + 0.9SDL

Zone Pressure

(psi)

Impulse

(psi-msec)

GL1 4.00 28.00

Basis of Design 6

December 8, 2022

BLAST PERFORMANCE

PERFORMANCE LIMITS

For analysis of individual elements in accordance with VA blast design criteria, structural elements are typically modeled as a single-degree-of-freedom (SDOF) dynamic system and meet the response limits in

Table 3. As a LSP-categorized structure, primary structural elements are designed to sustain moderate damage, while secondary structural elements are designed to sustain heavy damage. Building enclosure elements are similarly modeled as SDOF or MDOF systems and be designed to meet the response criteria in Table 4.

Table 3 - Structural Component Performance Limits

Structural Element

Structural Steel μmax θmax Shear DCR

Beam or beam-column with compact section (primary) 3 3° 1.0

Beam or beam-column with noncompact section (primary) 0.85 3° 1.0

Plate bent about weak axis 8 2° 1.0

Beam with compact section (secondary) 12 10° 1.0

Beam with noncompact section (secondary) 1 — 1.0

Plate bent about weak axis (secondary) 20 6° 1.0

Corrugated panel (1-way) with full tension membrane 3 3° 1.0

Corrugated panel (1-way) with some tension membrane — 1° 1.0

Corrugated panel (1-way) with limited tension membrane 1.8 1.3° 1.0

Structural Performance Limits

1. For Single Degree of Freedom (SDOF) blast analyses, it is generally best practice to keep the ductility ratio below

20, but engineering judgment may be used to determine whether higher ductility ratios are acceptable

Basis of Design 7

Table 4 - Enclosure Component Performance Limits

Enclosure Element

Windows

Exterior Curtainwall and Door Glazing (Threat-based design)

Exterior Curtainwall and Door Glazing (balanced design)

Window Framing Shear DCR

Steel and aluminum window framing (threat-based design) 1.0

Steel and aluminum window framing (balanced design) 1.0

Cold-Formed Steel μmax θmax Shear DCR

Stud with top slip track 0.9 — 1.0

Stud connected top and bottom 2 — 1.0

Stud with tension and membrane 2 2° 1.0

Enclosure Performance Limits

GSA Performance Condition

Condition 2

Condition 2

Deformation

L/20

L/14

Basis of Design 8

December 8, 2022

MATERIAL PROPERTIES

Material properties that will be utilized for the blast calculations are provided in Table 5. Dynamic increase factors and strength increase factors are in accordance with ASCE 59-11. CMU, Concrete and steel grades used in calculations will be coordinated with Valhalla.

Table 5 – Material Properties

Material Property Failure Mode ASF DIF

Flexure 1.10 1.19

Compression 1.10 1.12

Direct Shear 1.10 1.10

Flexure 1.10 1.17

Compression 1.10 1.10

Direct Shear 1.10 1.10

Flexure/Shear 1.10 1.29

Tension/Compression 1.10 1.19

Ultimate Strength All 1.00 1.10

Flexure/Shear 1.10 1.19

Tension/Compression 1.10 1.12

Ultimate Strength All 1.00 1.05

Cold-Formed Steel Yield Strength All 1.10 1.10

Aluminum 6061-T6 Yield Strength All 1.14 1.02

Aluminum 6063-T6 Yield Strength All 1.24 1.02

Structural Silicone Sealant Tensile Strength All 1.00 1.00

A992|A572 Structural Steel

A1085 Gr A Structural

Steel

API 5L X52 Pipe

Compressive

Strength

Yield Strength

Yield Strength

Concrete|Masonry

Reinforcing Steel Bars

A36 Structural Steel

Yield Strength

Basis of Design 9

December 8, 2022

GLOBAL STRUCTURAL RESPONSE – BLAST BASE SHEAR

The proposed building lateral system consists of ordinary steel concentrically braced frames in both the

North-South and East-West directions. In addition, the structurally isolated corridors at the North and

South sides of the building have ordinary steel moment frames in the East-West Direction. To assess the impact of a blast event on the lateral stability of the proposed building in accordance with VAPSRDM section 7.3, Walter P Moore has utilized the industry standard Department of State Bureau of Overseas

Buildings Operations (DoS OBO) methodology for estimating the total cumulative base shear and story shears on a building resulting from a DBT event at a given standoff. A summary of the blast base shear in each principal direction of the building lateral system is provided in Table 6. Distributions of the roof diaphragm and base shears can be seen in Figure 1 through Figure 3. The blast shears provided are to be used with the referenced load combinations in Equation 2.5-1 of ASCE 7-10. Note that blast shears are not to be added with other lateral forces, such as wind or seismic.

Table 6 – Blast Base Shear

Figure 1 – East-West Roof Level & Base Shears

Direction

Building Period

(sec)

Roof Level Shear

(kips)

Base Shear

(kips)

North-South 0.193 69 138

East-West 0.205 51 101

East-West

(North Corridor)

0.231 23 45

East-West

(South Corridor)

0.257 13 26

Basis of Design 10

Figure 2 – North-South Roof Level & Base Shears

Figure 3 – East-West (Corridor) Roof Level & Base Shears

STRUCTURAL COLUMNS

No façade elements are designed to transfer loads to structural columns. The columns will be designed for the structure blast loads to meet the performance summarized in Table 3.

STRUCTURAL BEAMS AND SLABS/ROOF DECK

The roof construction consists of 1 1/2 ” 22 gage roof deck, supported by wide-flange steel beams and girders and or k-series steel joists. The roof deck has been analyzed using SDOF methods to determine a maximum allowable span for the roof blast zone. The wide flange beams and girders were analyzed using SDOF methods for the full tributary area of each element to confirm response within acceptable

Basis of Design 11

December 8, 2022 performance limits. The blast load reactions for all members are to be coordinated with the structural engineer and incorporated into the structural drawings for connection design.

GLAZED FAÇADE

The glazed component of the hardened blast façade of the proposed structure consists of glazed curtainwall systems, ribbon windows, and punched windows. Per PSDM Table 6-3, the glazing is designed such that fragments entering occupied space must land on the floor no more than 10 feet from the façade – consistent with GSA Performance Condition 3b. For sizing the glazing, a probability of breakage of 500:1000 is utilized in accordance with PSDM. In addition to satisfying GSA Condition 3b for the applied blast load, the maximum capacity blast load for each unique glazing unit is calculated for

Condition 2. All glazing systems and associated aluminum framing, connections and anchorages are performance specified items for which final design is performed by the vendor and submitted for review.

WINDOW FRAMING

The window mullions generally consist of aluminum non-unitized sections. Design includes an applied load based design (GP1) and a capacity (balanced design) based performance requirement. The blast load from the weakest applicable glazing units connecting to each mullion is applied over the entire tributary area of a given mullion for capacity based design. The PSDM specifies a L/20 limits for the applied blast load (GP1) and L/14 for the maximum capacity blast load. Window framing end connections will only be designed for inbound reactions per PSDM Table 6-1 for Life Safety Protected facilities. Façade framing shall not load columns or shear walls unless calculations demonstrate the element can carry gravity loads plus the façade blast load. Window framing shall not connect directly to columns.

In addition, around the punched openings, ribbon window openings, curtainwall or storefront glazing, and doors with overhead glazing, hot rolled steel HSS tube jambs and headers/sills have been utilized to provide a complete load path between the window framing, the façade and the primary building structure. HSS backup framing shall meet the performance limits listed in Table 3. For the curtainwall or storefront support framing, an aluminum captured mullion frame with internal steel reinforcing may be

Basis of Design 12

December 8, 2022 used as an alternative to the HSS window framing, and shall conform to the performance limits in Table

3.

NON-GLAZED FAÇADE

The non-glazed portion of the façade consists of brick supported by a cold-formed metal stud framing backup wall. The studs form the blast envelope of the non-glazed façade and shall be designed to meet the performance limits in Table 4. Basis of design calculation have indicated 6 inch deep studs are acceptable for typical wall sections. For non-glazed door support framing, light gage CFMS are used to make up the jambs and headers of the frame, and shall meet performance limits listed in Table 4.

Façade framing must span between slabs and cannot load columns or shear walls unless calculations demonstrate the element can carry gravity loads plus the façade blast load. Rebound loads need not be considered for connection design. All cold formed framing systems and associated connections and anchorages are performance specified items for which final design is performed by the vendor and submitted for review.

Basis of Design 13

December 8, 2022

SUMMARY

This Basis of Design narrative has been submitted to present Walter P Moore’s proposed methodology and calculations to meet the VA Physical Security and Resiliency Design Manual requirements for the

Jefferson Barracks Urgent Care Clinic – Building Addition in St. Louis, MO.

RISA ANALYSIS REPORT

Designer Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm

1 REV_N2 32 15.792 -30.208

2 REV_N4 32 15.792 -49.542

3 REV_N6 72.5 15.792 -3.125

4 REV_N8 48.995 15.792 -41.292

5 REV_N10 72.5 15.792 -41.292

6 REV_N12 72.5 15.792 -79.875

7 F1_REV_N3 32 22.5 -30.208

8 REV_N16 32 15.38 -30.208

9 F1_REV_N6 9.088 22.5 -30.209

10 F1_REV_N5 32 22.5 -49.542

11 F2_REV_N3 32 19.25 -30.208

12 F2_REV_N5 32 19.25 -49.542

13 F2_REV_N8 112.167 19.25 -41.292

14 F2_REV_N9 92.167 19.25 -41.292

15 F2_REV_N10 112.167 19.25 -62.958

16 F2_REV_N12 9.088 19.25 -30.209

17 F3_REV_N1 49 16 -3.125

18 F3_REV_N12 32 16 -30.208

19 F3_REV_N14 32 16 -49.542

20 F3_REV_N16 49 16 -79.875

21 F3_REV_N17 72.5 16 -79.875

22 F3_REV_N20 112.167 16 -41.292

23 F3_REV_N22 92.167 16 -41.292

24 F3_REV_N23 112.167 16 -62.958

25 F3_REV_N26 48.995 16 -22.708

26 F3_REV_N28 72.5 16 -62.958

27 F3_REV_N33 72.5 16 -3.125

28 F3_REV_N35 72.5 16 -41.292

29 F3_REV_N36 48.995 16 -41.292

30 F3_REV_N38 9.088 16 -30.209

31 F4_REV_N1 49 12 -3.125

32 F4_REV_N18 32 12 -30.208

33 F4_REV_N20 32 12 -49.542

34 F4_REV_N22 49 12 -79.875

35 F4_REV_N23 72.5 12 -79.875

36 F4_REV_N26 112.167 12 -41.292

37 F4_REV_N28 92.167 12 -41.292

38 F4_REV_N29 112.167 12 -62.958

39 F4_REV_N32 48.995 12 -22.708

40 F4_REV_N34 72.5 12 -62.958

41 F4_REV_N39 72.5 12 -3.125

42 F4_REV_N43 72.5 12 -41.292

43 F4_REV_N44 48.995 12 -41.292

44 F4_REV_N46 9.088 12 -30.209

45 F5_REV_N1 49 11.25 -3.125

46 F5_REV_N19 32 11.25 -30.208

47 F5_REV_N21 32 11.25 -49.542

48 F5_REV_N23 49 11.25 -79.875

49 F5_REV_N24 72.5 11.25 -79.875

50 F5_REV_N27 112.167 11.25 -41.292

51 F5_REV_N29 92.167 11.25 -41.292

52 F5_REV_N30 112.167 11.25 -62.958

53 F5_REV_N33 48.995 11.25 -22.708

54 F5_REV_N35 72.5 11.25 -62.958

55 F5_REV_N40 72.5 11.25 -3.125

Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 2

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm

56 F5_REV_N44 72.5 11.25 -41.292

57 F5_REV_N45 48.995 11.25 -41.292

58 F5_REV_N47 9.088 11.25 -30.209

59 N137 32 18.916667 -30.208 60 N144 112.167 18.916667 -41.292 61 N147 92.167 18.916667 -41.292 62 N150 112.167 18.916667 -62.958 63 N160 9.088 18.916667 -30.209 64 N177 32 18.916667 -49.542

65 F2_REV_N6 92.167 19.25 -79.875

66 F2_REV_N7 112.167 19.25 -79.875

67 F3_REV_N18 92.167 16 -79.875

68 F3_REV_N19 112.167 16 -79.875

69 F4_REV_N24 92.167 12 -79.875

70 F4_REV_N25 112.167 12 -79.875

71 F5_REV_N25 92.167 11.25 -79.875

72 F5_REV_N26 112.167 11.25 -79.875

73 F1_REV_N1 9.088 22.5 -49.032

74 F1_REV_N8 9.088 22.5 -50.052

75 F1_N30 -1.417 22.5 -49.031 76 F1_N31 -1.417 22.5 -50.052

77 F2_REV_N1 9.088 19.25 -49.032

78 F2_REV_N32 9.088 19.25 -50.052

79 F2_N37 -1.417 19.25 -49.031 80 F2_N38 -1.417 19.25 -50.052

81 F3_REV_N8 9.088 16 -49.032

82 F3_REV_N11 -1.417 16 -49.031

83 F3_REV_N170 9.088 16 -50.052

84 F3_REV_N171 -1.417 16 -50.052

85 F4_REV_N14 9.088 12 -49.032

86 F4_REV_N17 -1.417 12 -49.031

87 F4_REV_N115 9.088 12 -50.052

88 F4_REV_N116 -1.417 12 -50.052

89 F5_REV_N14 9.088 11.25 -49.032

90 F5_REV_N18 -1.417 11.25 -49.031

91 F5_REV_N56 9.088 11.25 -50.052

92 F5_REV_N58 -1.417 11.25 -50.052

93 N206 9.088 18.916667 -50.052 94 F1_N32 20 22.5 -49.542 95 F1_N33 20 22.5 -30.208 96 F3_N202 20 16 -49.542 97 F3_N203 20 16 -30.208 98 N213 20 0 -49.542 99 N214 20 0 -30.208

100 F3_REV_N24 92.167 16 -62.958

101 F4_REV_N30 92.167 12 -62.958

102 F5_REV_N31 92.167 11.25 -62.958

103 N232 49 0.75 -3.125 104 N236 9.088 0.75 -49.032 105 N237 -1.417 0.75 -49.031 106 N238 32 0.75 -30.208 107 N239 32 0.75 -49.542 108 N240 49 0.75 -79.875 109 N241 72.5 0.75 -79.875 110 N242 92.167 0.75 -79.875

Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 3

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 111 N243 112.167 0.75 -79.875 112 N244 112.167 0.75 -41.292 113 N245 92.167 0.75 -41.292 114 N246 92.167 19.166667 -41.292 115 N247 112.167 0.75 -62.958 116 N248 92.167 0.75 -62.958 117 N249 92.167 19.166667 -62.958 118 N250 48.995 0.75 -22.708 119 N251 72.5 0.75 -62.958 120 N252 72.5 0.75 -3.125 121 N255 72.5 0.75 -41.292 122 N256 48.995 0.75 -41.292 123 N257 9.088 0.75 -30.209 124 N260 9.088 0.75 -50.052 125 N261 -1.417 0.75 -50.052 126 N164 20.682609 22.5 -49.538133 127 N167 21.878209 22.5 -49.538133 128 N168 19.487009 22.5 -49.538133

129 F1_REV_N2 9.088 22.5 -69.875

130 F1_REV_N4 32 22.5 -69.875

131 F1_REV_N7 9.088 22.5 -64.375

132 F1_REV_N9 9.088 22.5 -49.542

133 F2_REV_N2 9.088 19.25 -69.875

134 F2_REV_N4 32 19.25 -69.875

135 F2_REV_N11 92.167 19.25 -62.958

136 F2_REV_N13 9.088 19.25 -64.375

137 F3_REV_N2 30.042 16 -3.125

138 F3_REV_N3 16.333 16 -16.042

139 F3_REV_N7 16.333 16 -3.125

140 F3_REV_N9 9.088 16 -69.875

141 F3_REV_N10 16.333 16 -69.875

142 F3_REV_N13 32 16 -69.875

143 F3_REV_N15 32 16 -79.875

144 F3_REV_N21 106.583 16 -41.292

145 F3_REV_N25 48.995 16 -62.958

146 F3_REV_N27 32 16 -22.708

147 F3_REV_N29 72.5 16 -22.708

148 F3_REV_N30 92.167 16 -22.708

149 F3_REV_N31 106.583 16 -22.708

150 F3_REV_N32 92.167 16 -3.125

151 F3_REV_N34 106.583 16 -3.125

152 F3_REV_N37 16.333 16 -83.042

153 F3_REV_N39 9.088 16 -64.375

154 F3_REV_N41 32 16 -3.125

155 F3_REV_N42 32 16 -16.042

156 F3_REV_N43 48.997044 16 -69.875

157 F3_REV_N44 48.995 16 -49.542

158 F3_REV_N45 48.995 16 -30.208

159 F3_REV_N47 16.333 16 -30.208336

160 F3_REV_N48 16.333 16 -79.875

161 F3_REV_N172 30.042 16 26.208

162 F3_REV_N173 16.333 16 26.208

163 F4_REV_N2 30.042 12 -3.125

164 F4_REV_N3 16.333 12 -16.042

165 F4_REV_N13 16.333 12 -3.125

Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 4

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm

166 F4_REV_N15 9.088 12 -69.875

167 F4_REV_N16 16.333 12 -69.875

168 F4_REV_N19 32 12 -69.875

169 F4_REV_N21 32 12 -79.875

170 F4_REV_N27 106.583 12 -41.292

171 F4_REV_N31 48.995 12 -62.958

172 F4_REV_N33 32 12 -22.708

173 F4_REV_N35 72.5 12 -22.708

174 F4_REV_N36 92.167 12 -22.708

175 F4_REV_N37 106.583 12 -22.708

176 F4_REV_N38 92.167 12 -3.125

177 F4_REV_N40 106.583 12 -3.125

178 F4_REV_N45 16.333 12 -83.042

179 F4_REV_N49 96.625 12 73.958

180 F4_REV_N50 104.667 12 73.958

181 F4_REV_N51 9.088 12 -64.375

182 F4_REV_N55 104.667 12 -0.125

183 F4_REV_N56 96.625 12 -0.125

184 F5_REV_N2 30.042 11.25 -3.125

185 F5_REV_N3 16.333 11.25 -16.042

186 F5_REV_N13 16.333 11.25 -3.125

187 F5_REV_N15 1.417 11.25 -64.375

188 F5_REV_N16 9.088 11.25 -69.875

189 F5_REV_N17 16.333 11.25 -69.875

190 F5_REV_N20 32 11.25 -69.875

191 F5_REV_N22 32 11.25 -79.875

192 F5_REV_N28 106.583 11.25 -41.292

193 F5_REV_N32 48.995 11.25 -62.958

194 F5_REV_N34 32 11.25 -22.708

195 F5_REV_N36 72.5 11.25 -22.708

196 F5_REV_N37 92.167 11.25 -22.708

197 F5_REV_N38 106.583 11.25 -22.708

198 F5_REV_N39 92.167 11.25 -3.125

199 F5_REV_N41 106.583 11.25 -3.125

200 F5_REV_N46 16.333 11.25 -83.042

201 F5_REV_N50 96.625 11.25 73.958

202 F5_REV_N51 104.667 11.25 73.958

203 F5_REV_N52 9.088 11.25 -64.375

204 F5_REV_N57 1.417 11.25 -50.052

205 N275 30.042 0.75 -3.125 206 N276 16.333 0.75 -16.042 207 N280 1.417 0.75 -64.375 208 N281 9.088 0.75 -69.875 209 N282 9.088 19.166667 -69.875 210 N283 9.088 20 -69.875 211 N284 16.333 0.75 -69.875 212 N285 32 0.75 -69.875 213 N286 32 19.166667 -69.875 214 N287 32 20 -69.875 215 N288 32 0.75 -79.875 216 N289 106.583 0.75 -41.292 217 N290 48.995 0.75 -62.958 218 N291 32 0.75 -22.708 219 N292 72.5 0.75 -22.708 220 N293 92.167 0.75 -22.708

Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 5

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 221 N294 106.583 0.75 -22.708 222 N295 92.167 0.75 -3.125 223 N296 106.583 0.75 -3.125 224 N297 16.333 0.75 -83.042 225 N298 96.625 0.75 73.958 226 N299 104.667 0.75 73.958 227 N300 9.088 0.75 -64.375 228 N301 9.088 19.166667 -64.375 229 N302 9.088 20 -64.375 230 N303 16.333 0.75 -3.125 231 F3_N207 30.042 16 -0.125 232 F3_N208 16.333 16 -0.125 233 N324 104.667 11.916667 -0.125 234 N325 96.625 11.916667 -0.125 235 F5_N61 96.625 11.25 -0.125 236 F5_N62 104.667 11.25 -0.125 237 N328 96.625 0.75 -0.125 238 N329 104.667 0.75 -0.125 239 F1_N42 32 22.5 -64.375 240 F3_N222 32 16 -41.292 241 N342 32 16 -62.958 242 N313 20.011434 22.5 -49.551308 243 N316 21.207034 22.5 -49.551308 244 N317 18.815834 22.5 -49.551308 245 N346 49 0 -3.125 246 N347 30.042 0 -3.125 247 N348 16.333 0 -16.042 248 N352 9.088 0 -49.032 249 N353 1.417 0 -64.375 250 N354 9.088 0 -69.875 251 N355 16.333 0 -69.875 252 N356 -1.417 0 -49.031 253 N357 32 0 -30.208 254 N358 32 0 -69.875 255 N359 32 0 -49.542 256 N360 32 0 -79.875 257 N361 49 0 -79.875 258 N362 72.5 0 -79.875 259 N363 92.167 0 -79.875 260 N364 112.167 0 -79.875 261 N365 112.167 0 -41.292 262 N366 106.583 0 -41.292 263 N367 112.167 0 -62.958 264 N368 92.167 0 -62.958 265 N369 48.995 0 -62.958 266 N370 48.995 0 -22.708 267 N371 32 0 -22.708 268 N372 72.5 0 -62.958 269 N373 72.5 0 -22.708 270 N374 92.167 0 -22.708 271 N375 106.583 0 -22.708 272 N376 92.167 0 -3.125 273 N377 72.5 0 -3.125 274 N378 106.583 0 -3.125 275 N381 72.5 0 -41.292

Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 6

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 276 N382 48.995 0 -41.292 277 N383 16.333 0 -83.042 278 N384 9.088 0 -30.209 279 N386 96.625 0 73.958 280 N387 104.667 0 73.958 281 N388 9.088 0 -64.375 282 N390 9.088 0 -50.052 283 N391 -1.417 0 -50.052 284 N392 16.333 0 -3.125 285 N394 92.167 0 -41.292 286 N397 96.625 0 -0.125 287 N398 104.667 0 -0.125 288 N401 20 11.25 -30.208 289 F1_N53 16.333 22.5 -69.875 290 F3_N260 30.042 16 2.875 291 F3_N261 16.333 16 2.875 292 F3_N262 30.042 16 23.208 293 F3_N263 16.333 16 23.208 294 N409 30.042 0 23.208 295 N410 16.333 0 23.208 296 N411 30.042 0 2.875 297 N412 16.333 0 2.875

298 F3_REV_N50 72.5 16 -25.125

299 F3_REV_N51 48.995 16 -25.125

300 F3_REV_N52 72.5 16 -52.729

301 F3_REV_N53 48.995 16 -52.729

302 F3_REV_N54 54 16 -52.729

303 F3_REV_N55 54 16 -25.125

304 F3_REV_N56 67.5 16 -52.729

305 F3_REV_N57 67.5 16 -25.125

306 N427 9.083 0 -16.042

307 F3_REV_N6 9.083 16 -16.042

308 F4_REV_N6 9.083 12 -16.042

309 F5_REV_N6 9.083 11.25 -16.042

310 F4_N135 104.667 12 24.56933 311 F4_N136 96.625 12 24.56933 312 F4_N139 104.667 12 49.26325 313 F4_N140 96.625 12 49.26325 314 F5_N65 96.625 11.25 24.56933 315 F5_N66 104.667 11.25 24.56933 316 F5_N69 96.625 11.25 49.26325 317 F5_N70 104.667 11.25 49.26325 318 N416 96.625 0 24.56933 319 N417 104.667 0 24.56933 320 N418 96.625 0 49.26325 321 N419 104.667 0 49.26325

322 F3_REV_N40 67.5 16 -41.292

323 F3_REV_N49 54 16 -41.292

324 N413 9.088 25.5 -49.032 325 N414 9.088 25.5 -50.052 326 N420 -1.417 25.5 -49.031 327 N421 -1.417 25.5 -50.052 328 F5_N71 -4.417 11.25 -50.052 329 F5_N72 -4.417 11.25 -64.375 330 F5_N73 4.586333 11.25 -50.052

Job Number Model Name

Valhalla Engineering, LLC DJD-Gravity & HOG-Lateral 21.02 Jefferson Barracks main-bldg

Checked By : BRD

12/8/2022

11:27:07 AM

RISA-3D Version 20 [ 21.02_Main bldg-With Piles UPDATED 1… Page 7

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 331 F5_N74 4.586333 11.25 -64.375 332 F5_N77 90.167 11.25 -79.875 333 F5_N78 90.167 11.25 -62.958 334 F5_N79 82.167 11.25 -79.875 335 F5_N80 82.167 11.25 -62.958 336 F5_N81 90.167 11.25 -85.875 337 F5_N82 82.167 11.25 -85.875 338 F5_N83 90.167 11.25 -82.875 339 F5_N84 82.167 11.25 -82.875 340 N386A 86.167 11.25 -82.875 341 N389 84.667 11.25 -82.875 342 N390A 87.667 11.25 -82.875 343 F3_N233 106.583 16 -40.542 344 F3_N234 92.167 16 -40.542 345 F3_N235 91.417 16 -62.958 346 F3_N236 91.417 16 -41.292 347 F3_N237 91.417 16 -79.875 348 F4_N127 30.042 12 2.875 349 F4_N128 16.333 12 2.875 350 F4_N129 30.042 12 23.208 351 F4_N130 16.333 12 23.208 352 F5_N85 30.042 11.25 2.875 353 F5_N86 16.333 11.25 2.875 354 F5_N87 30.042 11.25 23.208 355 F5_N88 16.333 11.25 23.208 356 N440 92.167 17.25 -41.292 357 N441 92.167 17.25 -79.875 358 N442 92.167 17.25 -62.958 359 N443 90.917 17.25 -62.958 360 N444…