14-Structural Calculations Sunset Heights Urgent Care.pdf

Civil and Structural Engineers Texas Board of Professional Engineers Firm Registration Number 8856

1225 N Loop W, Suite 800, Houston, Texas 77008 • www.h2bengineers.com • 713.864.2900

Structural Calculations Report

Project Name: SCP ACS Sunset Heights Urgent Care Harris Health Care System, Houston, Texas Project Number: H2B Number: 25-001 Submittal: 100% Contract Documents

12/19/2025

SHEET INDEX

GENERAL DESIGN CRITERIA 1

VERTICAL DESIGN CRITERIA 21

LATERAL DESIGN CRITERIA 38

DESIGN CALCULATIONS

Vertical Design (DL+LL ONLY) 53

Lateral Design 129

General Design

Criteria

Project Description

Project Name: SCP ACS Sunset Heights Urgent Care

H2B Project Number: 25-001

Location: 1615 N Main St, Houston, TX 77009

Architect: O’Connell Robertson, 1301 Fannin Street, Houston, TX, 77002

Structural Engineer: H2B, Inc, 1225 N Loop W, Houston, TX, 77008

The Harris Health System is constructing a new Urgent Care facility as an extension to their current clinic at their Sunset Heights location.

The new urgent care will be approximately 7,000 SF.

Building Code:

International Building Code (IBC) 2021 with City of Houston amendments.

DESIGN GUIDELINES

Facilities Project Management Office (PMO)

Date: February 11, 2022

February 11, 2022 harrishealth.org schedule the pre‐bid meeting date, location, and bid due dates. Refer to Appendix_0.4_Bid form for sample instructions to Purchasing to Bid with project‐specific information to change as noted in red.

The Harris Health System Project Manager will submit this request to bid with the project specific information highlighted and modified for project‐specific requirements to the Purchasing Agent assigned to the project on the Thursday a week before the first advertisement date. The Purchasing Agent will communicate with the Harris Health System Project Manager to modify the bid forms and will issue the actual bid form. This bid form will be accessed through the Purchasing website. Purchasing will control the bid process, setup the pre‐bid meeting, will communicate with the Harris Health System Project Manager, will be the official contact with vendors and contractors, and will conduct any qualification interviews and bid opening. Some procurement processes are confidential and therefore important to follow all Purchasing requirements for communication and document control.

GENERAL CONDITIONS

Refer to the following Harris Health System’s General Conditions referred to as the Conditions and Covenants for Building Construction and Related Work. (Refer to Appendix 0.5 Conditions and Covenants for Building Construction and Related Work)

PRECONSTRUCTION AND RISK ASSESSMENT

Prior to start of construction or a new construction phase a preconstruction and risk assessment meeting will be scheduled. Meeting 1 will include the Design Consultant, Contractor and Project Manager(s). Meeting 2 will include previous meeting attendees including User Group and Support Departments such as Engineering, Safety, Infection Prevention, security (DPS – Department of Public Safety), User Groups such as Nursing, work‐affected departments, and the facility administrator’s representative. The Project Manager will provide all required risk assessment forms and coordinate any indoor quality reports. Prior to start of construction building permits, Contractor Purchase Order, pre‐approval from the Texas Department of State Health Services (TDSHS) if hospital based, Texas Department of Licensing & Regulations (TDLR) when applicable as defined by code will be required.

Also recommended in some clinical projects prior to construction start are baseline Indoor Air Quality (IAQ) tests performed by Harris Health System’s Industrial Hygienist. Projects requiring a City construction permit will need an asbestos survey.

Utility shutdown meetings will require a minimum of 3 weeks’ notice (well in advance in case multiple meetings are needed to coordinate shutdowns) to schedule all risk assessments. Some shutdowns require additional time for procurement of services or products such as med gas certification and standby oxygen bottles.

CODES AND STANDARDS

This section addresses codes, guidelines, and standards that the Design Professional shall appropriately apply in designing building components. The Design Professional shall design Harris Health System construction projects to comply with all current building codes and healthcare standards. Facilities Planning will also require compliance with these Design Guidelines and standards listed herein.

The Design Professional shall review the current codes for each project. When there is a conflict between codes, the Design Professional shall design to the more stringent or robust code. The Design Professional shall

StevenFarkas Highlight

CODES AND STANDARDS

StevenFarkas Highlight This section addresses codes, guidelines, and standards that the Design Professional shall appropriately apply in designing building components. The Design Professional shall design Harris Health System construction projects to comply with all current building codes and healthcare standards.

StevenFarkas Highlight The Design Professional shall review the current codes for each project.

familiarize themselves with the codes, guidelines, and standards and incorporate all applicable requirements within the Contract Documents.

The Design Professional shall determine applicability of the codes, guidelines, and standards (Appendix as listed) and identify any and all other pertinent ordinances and assure compliance thereto at the time of permitting. As per the Design Professional’s project codes, guidelines and standards, the design and construction shall meet the recommended standards prescribed in the latest editions.

The AHJ (Authority Having Jurisdictions) are City and State inspectors.

0.5.1 RADIATION SHIELDING STANDARDS

Shielding calculations shall be performed by or reviewed and approved by the medical school physicist licensed by the Texas Board of Licensure for Professional Medical Physicists with a specialty in Medical Health Physics or the applicable specialty of Diagnostic Radiological Physics, Therapeutic Radiological Physics, or Medical Nuclear Physics.

0.5.2 CODE AND GUIDELINES

Harris County Codes

FGI Guidelines for Design and Construction of Hospitals, current edition

City Codes and Ordinances

State Codes

TDSHS (Texas Department of State Health Services) includes NFPA 101 Life Safety Code

TDLR (Texas Department License and Regulation) Texas Accessibility Standards (TAS)

IBC (outside city jurisdictions)

Federal Guidelines

CMS (Centers for Medicare and Medicaid Services)

ADA

DNV (the accreditation organization that Harris Health is a member to comply with CMS)

StevenFarkas Highlight The AHJ (Authority Having Jurisdictions) are City and State inspectors.

StevenFarkas Highlight

CODE AND GUIDELINES

StevenFarkas Highlight City Codes and Ordinances

StevenFarkas Callout City of Houston uses the IBC 2021 with amendments

Harris Health System – Structural and

Testing Criteria

The Harris Health System – Structural and Testing Criteria, calls for

“The limitations given herein shall be used in conjunction with general building code requirements acceptable to the Design Professional and Harris Health System.”

Code Summary

Design Codes:

• Overall:

o IBC 2021, International Building Code with City of Houston Amendments o ASCE 7-16, Minimum Design Loads and Associated Criteria for Buildings and

Other Structures

• Concrete o ACI 318-19, Building Code Requirements for Structural Concrete o ACI SPEC-301-20, Specifications for Concrete Construction

• Steel o AISC 325-16, AISC Steel Construction Manual 16th Edition with:

AISC 360-16, Specification for Structural Steel Buildings

General Requirements:

• Harris Health System Design Guidelines from the Facilities Project Management Office

(PMO)

Structural Requirements as modified by Harris Health Design Guidelines

• The structure shall be designed for loads large enough to permit wide flexibility in their functions.

• No reductions shall be applied to the roof live load

Materials Research/Specifications ‐ consisting of:

Assistance to the Owner in development and preparation of bidding and procurement information which describes the time, place and conditions of bidding, bidding forms, and the form(s) of Agreement between the Owner and Contractor(s)

Development and preparation of architectural specifications describing materials, systems and equipment, workmanship, quality and performance criteria required for the construction of a project

Coordination of the development of specifications by other disciplines

Compilation of a project manual including conditions of the contract, bidding and procurement information and specifications.

Resolve conflicts between door and security hardware.

STRUCTURAL AND TESTING CRITERIA

1.6.1 BUILDING SHELL

Floor Construction: Includes floor structural frame, slabs, and decks as applicable to the project.

The structural system for the floors shall be determined based on a study to be performed jointly by the Design Professional and the Contractor.

Building areas that require heavier floor loading for equipment or future flexibility shall be arranged in increments of entire structural bays.

Steel braces, concrete shear walls, or concrete moment frames shall resist lateral loads as determined by the structural system study.

Floor design live load criteria: Inform Facilities Planning of the code minimums and review program requirements:

Office, Assembly, Laboratories, and Clinical Spaces

Mechanical Rooms/ Penthouse and selected Electrical and Telecommunications Rooms

High Density Storage

Loading Dock

Steel braces, concrete shear walls, or concrete moment frames shall resist lateral loads as determined by the structural system study.

Roof Construction: Includes roof structural frame, roof deck and slab.

The structural system for the roof shall be a continuation of the system for the rest of the building.

Provisions shall be made at multiple locations for the attachment and support of swing‐ stage scaffolding for use in cleaning the building exterior for building higher than 2 stories.

If included in the Scope of Work, provisions shall be made for multiple communications antennas, satellite dishes, and accessory control/monitoring spaces at the roof.

Vibration criteria may be required for certain equipment.

Load Reductions – Structures built for Harris Health System shall be designed for loads large enough to permit wide flexibility in their functions, and as such are subject to increased loads and high sustained live loads. Loads are often applied to large areas of usable floor space (thereby making liberal live load reduction factors undesirable).

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STRUCTURAL AND TESTING CRITERIA

StevenFarkas

BUILDING SHELL

Deflections ‐ Live loads and deflection limitations shall be assumed to accommodate these conditions of design.

Care shall be exercised in control of immediate and long‐time deflections to prevent immediate and future damage to non‐structural elements attached to the structure.

Building Codes ‐ The limitations given herein shall be used in conjunction with general building code requirements acceptable to the Design Professional and Harris Health System.

Document Review Schedule ‐ The Design Professional will be required to present the Drawings and specifications for review to Harris Health System at the intervals outlined in the Design Submittal Requirements of these Guidelines. Intermediate reviews may be required if the scope of the project has been changed or if an earlier review found the plans and specifications unacceptable either as a whole or in part.

Review Meetings ‐ The Structural Engineering consultant(s) (Engineer) will participate in all reviews, work sessions and presentations where this discipline is involved. Items to be included for review at each phase or stage of completion are outlined in the Design Submittal Requirements.

Consistency of Design Assumptions – Design assumptions made for efficiency in analysis shall be carried through the design and proportioning of the actual members. The design assumptions shall be consistent with Harris Health System’s goals. For example, the practice of designing pan joists or ribbed slabs as “tee beams” may save slightly in the cost of the reinforcing bars in the pan ribs. This practice, however, compromises future flexibility of the structure in terms of slab penetrations between the ribs. Another example would be the assignment of large bending moments to columns for the sake of beam design, and then neglecting these beam moments when designing the columns.

Structural Integrity – The structural system selected should be adequately described and detailed such that all parts of the facility are incorporated and connected with the structure so as to allow the facility to function as a unit under extreme service conditions. An example would be in the cases for exterior cladding and roofing systems, which shall be adequately fastened to the structure to resist the worst case loading conditions, but which also shall be detailed to avoid distress under more typical thermal and moisture exposures. It makes little sense to design a roof system capable of resisting 90 or 120 mph winds unless the connections to the structure and the structure itself are substantial enough to resist the loads to be transferred.

1.6.2 LOADING AND DETECTION STANDARDS

All roofs shall be designed with sufficient slope (provides a minimum 1/4" per foot slope in flat areas) or camber to assure adequate drainage after long‐time deflection from dead load or shall be designed to support maximum loads including possible ponding due to deflection.

Structural systems and members shall be designed and detailed to accommodate the specific mechanical, electrical, and other equipment as specified by the Architect. All substitutions resulting in changes in the magnitude or location of these loads, or in the revision in the number, location, or size of penetrations through structural elements shall be coordinated by the Contractor at Contractor’s expense including providing design calculations by a registered professional engineer addressing the proposed substitution.

Reduction of Live Loads as may be allowed by code and the following:

No reduction shall be applied to the roof live load.

No reduction of the live load shall be allowed in the design of any slabs or joists.

StevenFarkas Highlight

LOADING AND DETECTION STANDARDS

StevenFarkas Callout Reductions have not been applied to roof live load.

StevenFarkas

No reduction shall be applied to the roof live load

In designing a column, girder, truss, wall, pier, or foundation carrying more than one floor, the live loads of the floors which are supported by such members may be reduced, except in buildings used for storage or warehouse purposes and in open parking decks. The reduced load shall be not less than the following percentages of the live load for which such floors were designed:

100 percent for members carrying one (1) floor

90 percent for members carrying two (2) floors

80 percent for members carrying three (3) floors

Except as above provided, beams, girders and trusses shall be designed to support the full dead and live loads; provided that in buildings other than those used for storage or warehouse purposes and open parking decks, beams, girders, or trusses carrying three hundred square feet or more of tributary floor area may be designed to carry eight‐five percent (85%) of the live load and the full dead load. This load reduction shall not be used in addition to reduction set forth as noted above.

1.6.3 WIND LOADS

In design for wind, the integral structural parts and non‐structure elements shall be designed to resist the total lateral loads. The non‐structure elements shall be sufficiently attached to the structural framing system to prevent shedding of components in a design loading event.

Buildings and structures shall be designed to withstand the minimum horizontal, down force, and uplift pressures set forth in the International Building Code, applicable edition. Wind loads shall be clearly indicated on the design Drawings.

If the building, structure, or components thereof is in a location considered by the Engineer or Harris Health System, to be unusually exposed, higher wind loads may be specified.

1.6.4 SEISMIC AND GEOLOGIC FACTORS

Notify Harris Health System if seismic or unusual geologic conditions occur that would affect the design of the structure.

1.6.5 CONTROL OF DEFLECTION ‐ STEEL

Design Structural steel members in accordance with A.I.S.C. Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, latest edition.

Ponding and Vibration ‐ Use A.I.S.C. Manual of Steel Construction Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, latest edition. Engineer shall use due regard in proportioning to resist vibration to avoid occupancy discomfort due to transient live load vibrations.

1.6.6 CONTROL OF DEFLECTION ‐ CONCRETE

Reinforced concrete members subject to bending shall be designed with adequate stiffness to limit deflections or any deformations as set forth in building Code Requirements for Reinforced Concrete (ACI 318 ‐ latest edition), except that the following Allowable Deflection Table shall govern.

Highlight

WIND LOADS

StevenFarkas Highlight

SEISMIC AND GEOLOGIC FACTORS

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CONTROL OF DEFLECTION ‐ STEEL

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CONTROL OF DEFLECTION ‐ CONCRETE

Type of Member Deflection to Be Considered Deflection

Limitation

Flat roofs not supporting or attached to non‐structural elements likely to be damaged by large deflections.

Immediate deflection due to live load, L

1**/240

Floors not supporting or attached to nonstructural elements likely to be damaged by large deflections.

Immediate deflection due to live

1**/360

Roof or floor construction supporting or attached to nonstructural elements likely to be damaged by large deflections.

That part of the total deflection which occurs after attachment of the nonstructural elements, the sum of the long‐time deflection due to all sustained loads and the immediate deflection due to any additional live load.*

1**/480

Roof or floor construction supporting or attached to nonstructural elements not likely to be damaged by large deflections

* Total long‐time deflection may be reduced by the amount of deflection which occurs before attachment of the nonstructural elements. This amount shall be determined on the basis of accepted engineering data relating to the time‐deflection characteristics of members similar to those being considered.

** This limit is not intended to safeguard against ponding. Ponding should be checked by suitable calculations of deflection, including the added deflections due to pond water, and considering long‐time effects of all sustained loads, camber, construction tolerances and reliability of provisions for drainage.

*** This limit may be exceeded if adequate measures are taken to prevent damage to supported or attached elements.

**** But not greater than the tolerance provided for the nonstructural elements. This limit may be exceeded if camber is provided so that the total deflection minus the camber does not exceed the limitation.

1.6.7 ENGINEERING TESTING

During design, it will be necessary for Harris Health System to provide the Design Professional with “Pre‐Design Engineering Information.” Requests for these services as deemed necessary by the Design Professional should

StevenFarkas Highlight

ENGINEERING TESTING

StevenFarkas Highlight Flat roofs not supporting or attached to non‐structural elements likely to be damaged by large deflections.

Immediate deflection due to live be made to Harris Health System. Harris Health System will select and pay a qualified Engineering Testing Firm to provide the Design Professional with information that is requested.

An independent, commercial testing agency may be selected by and paid for by Harris Health System to provide the engineering testing and materials inspection during construction. These services provide the Owner, Design Professional and the Contractor with unbiased, third party, technical information and also augment Harris Health System personnel in specific technical inspections.

1.6.8 GEOTECHNICAL AND CONSTRUCTION MATERIAL TESTING AND INSPECTION

Harris Health System will provide a geotechnical report and material testing where necessary.

Concrete

Soil (Embankments, Fill and Subgrade)

Base and Sub‐base Pavements

Structural Metals

Welded connections

Bolted Connections

GEOTECHNICAL AND CONSTRUCTION MATERIAL TESTING AND INSPECTION

Description of Structure

The building will serve as an urgent care facility for the Harris Health System. It is positioned up against the existing health clinic but separated by a joint and therefore is designed as a separate structure.

The new structure is a one-story building. The structural steel roof framing is sloped to create the roof slope instead of sloped insulation. The ridge height is approximately 15 feet above finished.

The exterior walls are constructed from CFMF with exterior finishes consisting of a fiber cement board wood siding. There is also a brick parapet extending about two feet nine inches above the roof that is supported from the roof framing extending approximately three- and one-half feet below the roof framing.

The approximate building dimensions are 87 feet by 119 feet.

The only notable special design feature is the support of the brick parapet. The parapet is offset approximately three feet away from the perimeter column grids. Therefore, the roof framing is cantilevered past these columns in order to support the roof edge and brick parapet.

To allow easy access between the existing clinic and new urgent care, an enclosed corridor is also provided. This structure is constructed of HSS tube columns and beams and is independent from both the existing clinic and new urgent care structure. A separation joint is shown on the drawings between the corridor and both the existing clinic and new urgent care structure.

Structural Material Requirements

Concrete (Slab-on-ground & Foundations)

• Exposure Categories Per ACI 318, Table 19.3.1.1:

o F1: These elements are exterior to the building envelope and will have limited exposure to water and may be exposed to freeze-thaw cycle. Low temperatures may reach the 30s-degree Fahrenheit therefore F0 will not apply due to possibility of freeze thaw cycles over time.

o S0: TBD o W1: These elements are exterior to the building and cannot be considered Dry in

Service. Elements may be exposed to intermittent sources of water and/or can absorb water from surrounding soil. Therefore, class W1 applies.

o C1: Exterior elements are not protected from moisture but are not exposed to external sources of chlorides. Therefore, class C1 applies.

• Mix Requirements per ACI 318, Table 19.3.2.1:

o F1

Max w/c ratio = 0.55

Min f’c = 3500psi

Target Air Content per ACI 318 Table 19.3.3.1 o S0

Min f’c = 2500psi o W1

Min f’c = 2500psi

Aggregates comply with ACI 318 section 26.4.2.2(d)

• Aggregates are not alkali-silica reactive

• Aggregates are not alkali-carbonate reactive o C1

Min f’c = 2500psi

Max water-soluble chloride ion content, percent by mass of cementitious materials = 0.3 (nonprestressed concrete)

• Mix Requirements summary o Concrete 28-day compressive strength, f’c = 4000psi o Max w/c ratio= 0.55 o Target Air Content per ACI 318 Table 19.3.3.1 o Aggregates comply with ACI 318 section 26.4.2.2(d)

Aggregates are not alkali-silica reactive

Aggregates are not alkali-carbonate reactive o Max water-soluble chloride ion content, percent by mass of cementitious materials = 0.3 (nonprestressed concrete)

Concrete (Other)

• Deformed reinforcement, ASTM A615 Grade 60, Fy(min) = 60ksi

• Deformed weldable reinforcement, ASTM A707 Grade 60, Fy(min) = 60ksi

• Anchor Rods, ASTM F1554 Grade 36 and Grade 55

Structural Steel

• ASTM A992 (fy = 50ksi) for Wide Flange shapes

• ASTM A500, Grade C (fy = 50ksi) for HSS (tube) sections

• ASTM A36 (fy = 36ksi) for plates, angles, and all other rolled shapes

• ASTM A325 with Nominal Tensile Strength = 90ksi for Group A Bolts

• ASTM A490 with Nominal Tensile Strength = 113ksi for Group B Bolts

ASCE 7 Hazards Report

Criteria:

Address: 1615 N Main St, Houston, TX 77009

Standard: ASCE 7-16

Risk Category: III

Site Class: Default

Using https://ascehazardtool.org/

Wind:

Wind Speed: 145 MPH

Exposure Category C

No Topographic Features

Enclosure Classification: Enclosed

In a hurricane-prone and wind-borne debris region

Seismic: (Hazard Tool)

SDS: 0.072g

SD1: 0.063g

SS: 0.068g

S1: 0.039g

TL: 12sec

Seismic Design Category: A

Snow:

Ground snow load, pg: 0 lb/ft2

Rain:

15-minute duration: 11.2 in/hr

60-minute duration: 5.46 in/hr

ASCE Hazards Report Address:

1615 N Main St Houston, Texas 77009

Standard: ASCE/SEI 7-16 Latitude: 29.773737

Risk Category: III Longitude: -95.36085

Soil Class: D - Default (see Section 11.4.3)

Elevation: 48.6376482591606 ft (NAVD 88)

Wind

Results:

Wind Speed 145 Vmph

10-year MRI 77 Vmph

25-year MRI 91 Vmph

50-year MRI 104 Vmph

100-year MRI 114 Vmph

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

Date Accessed: Wed Apr 23 2025

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 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years).

Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings in health-care facilities shall be protected against wind-borne debris as specified in Section 26.12.3.

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SS : 0.068

S1 : 0.039

Fa : 1.6

Fv : 2.4

SMS : 0.108

SM1 : 0.094

SDS : 0.072

SD1 : 0.063

TL : 12

PGA : 0.033

PGA M : 0.053

FPGA : 1.6

Ie : 1.25

Cv : 0.7

Seismic Design Category: A 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

D - Default (see Section 11.4.3)Site Soil Class:

Results:

Data Accessed: Wed Apr 23 2025

Date Source:

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.

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Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 1.00 in.

Concurrent Temperature: 15 F

Gust Speed 30 mph

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

Wed Apr 23 2025

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 : 0 lb/ftg

Mapped Elevation: 48.6 ft

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

Date Accessed: Wed Apr 23 2025

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.

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Rain

Results:

Data Source:

Date Accessed:

15-minute Precipitation Intensity: 11.2 in./h

60-minute Precipitation Intensity: 5.46 in./h

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

Wed Apr 23 2025

The ASCE 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 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 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 Hazard Tool.

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Vertical Design

Applied Vertical Loading

References:

Dead Loading:

ASCE 7-16 - Table C3.1-1a Minimum Design Dead Loads

Steel Manual 15th Edition (AISC 325-16) – Table 17-13 Weights of

Building Materials

Preliminary Dead Loads:

Dead load = 15 psf (does not include steel self-weight or deck self-weight)

Live Loading:

IBC 2021

ASCE 7-16 - Table 4.3-1 Minimum Uniformly Distributed Live Loads

Final Live Loads

• Roof: 20 psf (RE: ASCE 7-22 Table 4.3.1)

Snow Loading

General Criteria:

Ground snow loading, pg: 9 lb/ft2

By inspection roof snow loads will not control

Load Combinations - Gravity

Applicable Load Cases:

Dead Load, D

Roof Live Load, Lr

Roof Deck Design

Roof Deck:

Primary Combination: 1.2D + 1.6Lr

1.2*(15) + 1.6*(20) = 50 PSF

HSB-36 Grade 50 20 Maximum Construction Span Calculation (LRFD)

Based on 20 psf Uniform Live Load or 200 plf Concentrated Construction Load

↓ 200 plf Concentrated Construction ‑ or ‑

↓ ↓ ↓ ↓ ↓ ↓ ↓ 20 psf, Uniform Live

HSB‑36 Roof Deck

⟶ 2.00 ⟵ ⟶ 4.00 ⟵ End Bearing (in.) Interior Bearing (in.)

10' ‑ 3" Maximum Construction Span

Reactions (Deck Support) End Bearing Length (in.) Ne 2.00 ≥ 0.75 Interior Bearing Length (in.) Ni 4.00 ≥ 0.75

Steel Deck Properties Design base steel thickness t 0.0359 in.

Flat Dimension of the web h 1.238 in.

Inside Bend Radius R 0.188 in.

Web Angle θ 75.000 deg.

Pitch Spacing of Rib d 6.00 in.

Diameter of perforation hole Dp 0.000 in.

Width of perforated band in web Wp 0 in.

Center‑to‑center spacing of perforations cp 0.000 in.

Number of webs per foot of width nw 4.00 webs/ft Minimum Yield Strength of Steel Deck Fy 50 ksi Nominal Positive Moment Mn+ 0.958 k‑ft/ft Nominal Negative Moment Mn‑ 0.988 k‑ft/ft Nominal Vertical Web Shear Vn 5152 plf

Bending Strength Allowable positive moment ΦMn = Malo+ 862 lbs‑ft/ft Where Φ = 0.90 Allowable negative moment ΦMn = Malo‑ 889 lbs‑ft/ft Where Φ = 0.90 Allowable vertical web shear ΦVn = Va 4894 plf Where Φ = 0.95

Based on 20 psf Uniform Live Load or 200 plf Concentrated Construction Load

Web Crippling Strength at Supports Nominal Web Crippling Strength, Pn in accordance with AISI S100 Section G (Eq. G5‑1) and IAPMO ER‑2018 (Eq. W‑1 thru W‑3). Eq. G5‑1

Percentage of open area in perforated web n/a Eq. W‑2

For Po web < 0.20 n/a Eq. W‑3

For 0.20 ≤ Po web < 0.58 n/a Eq. W‑3

Perforated web reduction factor n/a Eq. W‑1

For non‑perforated deck qs = 1

Check Limitation of AISI S100 Section G5 & Table G5‑5 R/t 5.24 ≤ 20 OK For: Single Flange Loading and h/t 34.48 ≤ 200 OK

Deck Fastened to Supports End N/t 55.71 ≤ 210 OK Interior N/t 103.45 ≤ 210 OK

N/h 1.62 ≤ 3 OK Web angle limit 45 ≤ 75.0 ≤ 90 OK Maximum Effective Bearing Length min. of 210t & 3h = Nmax 3.714 in.

End Bearing Condition ‑ Single Flange Loading End Bearing Length 0.75 in. ≤ Ne 2.00 in. ≤ Nmax Coefficient C 4 Inside Bend Radius Coefficient CR 0.04 Bearing Length Coefficient CN 0.25 Web Slenderness Coefficient Ch 0.025 Nominal Web Crippling Strength for End Bearing Pne 0.553 k/web Nominal Web Crippling Strength for End Bearing Pne 2212 plf

Φ 0.90 LRFD Web Crippling at End Bearing Pext1 = ΦPne = 1991 plf

Interior Bearing Condition ‑ Single Flange Loading Interior Bearing Length 0.75in ≤ Ni 3.71 in. ≤ Nmax Coefficient C 8 Inside Bend Radius Coefficient CR 0.10 Bearing Length Coefficient CN 0.17 Web Slenderness Coefficient Ch 0.004 Nominal Web Crippling Strength for Interior bearing Pni 1.023 k/web Nominal Web Crippling Strength for Interior bearing Pni 4094 plf

Φ 0.85 LRFD Web Crippling at Interior bearing Pint1 = Φpne = 3479 plf

Based on 20 psf Uniform Live Load or 200 plf Concentrated Construction Load

Check Limitation of AISI S100 Section G5 & Table G5‑5 R/t 5.24 ≤ 10 OK For: Two Flange Loading, and h/t 34.48 ≤ 200 OK

Deck Fastened to Supports End N/t 55.71 ≤ 210 OK Interior N/t 103.45 ≤ 210 OK

N/h 1.62 ≤ 3 OK Web angle limit 45 ≤ 75.0 ≤ 90 OK Maximum Effective Bearing Length min. of 210t & 3h = Nmax 6.190 in.

End Bearing Condition ‑ Two Flange Loading End Bearing Length 0.75 in. ≤ Ne 2.00 in. ≤ Nmax Coefficient C 9 Inside Bend Radius Coefficient CR 0.12 Bearing Length Coefficient CN 0.14 Web Slenderness Coefficient Ch 0.040 Nominal Web Crippling Strength for End Bearing Pne 0.636 k/web Nominal Web Crippling Strength for End Bearing Pne 2543 plf

Φ 0.85 LRFD Web Crippling at End Bearing Pext2 = ΦPne 2162 plf

Interior Bearing Condition ‑ Two Flange Loading Interior Bearing Length 0.75 in. ≤ Ni 4.00 in. ≤ Nmax Coefficient C 10 Inside Bend Radius Coefficient CR 0.11 Bearing Length Coefficient CN 0.21 Web Slenderness Coefficient Ch 0.020 Nominal Web Crippling Strength for Interior Bearing Pni 1.322 k/web Nominal Web Crippling Strength for Interior Bearing Pni 5289 plf

Φ 0.85 LRFD Web Crippling at Interior Bearing Pint2 = ΦPne 4496 plf

Construction Load Configurations

Configuration 1a Configuration 1b Configuration 1c

Configuration 2a Configuration 2b Configuration 2c

Based on 20 psf Uniform Live Load or 200 plf Concentrated Construction Load

Maximum Recommended Span For Construction Based on Bending and Reactions

Working Load Factored Load Load Factors P = 200 plf αP = 320 plf Live Load α = 1.60 wlc = 20 psf α(wl) = 32 psf Live Load α = 1.60 wdd = 2.30 psf α(wdd) = 2.76 psf Dead Load α = 1.20 w₂ = α(wlc) + α(wdd) = 34.8 psf Calculations consider combined bending and shear interaction where applicable. AISI S100 Eq. H2‑1

1‑Span Configurations (see load diagram sheet)

1a Positive Bending Mmax+ = w2L2/8 L = 14.1 ft 1b Mmax+ = α (wdd) L² / 8 + α P L / 4 L = 10.3 ft

1a End Web Crippling Pext1 = w2L/2 L = 114.6 ft 1b Pext₁ = α (wdd) L / 2 + α P / 2 L = 1326.9 ft 1c Pext₂ = α (wdd) L / 2 + α P L = 1334.6 ft

Maximum Recommended Span For Construction Based on Bending and Reactions (cont.)

2‑Span Configurations (see load diagram sheet)

2a Positive Bending Mmax+ =9 w2L2/128 L = 18.8 ft 2b Mmax+ =9 α (wdd) L² / 128 + 13 α P L / 64 &

V = 5 α (wdd) L / 8 + 19 α P / 32 L = 12.8 ft

2a Negative Bending Mmax‑ = w2L2/8 & V = 5 w2L/8 L = 14.3 ft 2b Mmax‑ = α (wdd) L² / 8 + 3 α P L / 32 &

V = 5 α (wdd) L / 8 + 19 α P / 32 L = 23.3 ft

2a End Web Crippling Ptext1 = 3w2L/8 L = 152.8 ft 2b Ptext₁ = 3 α (wdd) L / 8 + 13 α P / 32 L = 1798.2 ft 2c Ptext₂ = 3 α (wdd) L / 8 + α P L = 1779.4 ft

2a Interior Web Crippling Ptint1 = 5w2L/4 L = 80.1 ft 2b Ptint₁ = 5 α (wdd) L / 4 + 11 α P / 16 L = 944.8 ft 2c Ptint₂ = 5 α (wdd) L / 4 + α P L = 1210.3 ft

Governing 1 or 2 Span Maximum Recommended Span For Construction Governing, L = 10.3 ft

L = 10' ‑ 3" Bare Deck Uniform Load V1.0.7 in accordance with: Date: 12/19/2025 AISI S100‑16 (2020) w/ S2‑20

IAPMO UES ER‑0423

IAPMO UES ER‑2018

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

8 0

Uniform Design Load Calculation, LRFD (psf)

For End Lapped Deck

36/7 Connection Pattern to Supports with Support Member A992 GR50 5/8" Visible Dia. Arc Spot Weld 0.125 ≤ t₂ (in.)

↑ ↑ ↑ ↑ ↑ ↑ ↑ Outward ‑ or ‑

↓ ↓ ↓ ↓ ↓ ↓ ↓ Inward

HSB‑36 Roof Deck

⟶ 2.00 ⟵ ⟶ 4.00 ⟵ End Bearing (in.) Interior Bearing (in.)

Input Deck Span Deck Span ft ‑ in

Reactions (Deck Support) End Bearing Length (in.) Ne 2.00 ≥ 0.75 Interior Bearing Length (in.) Ni 4.00 ≥ 0.75

Support Connections End Perpendicular Connection Pattern 36/7 End Lapped Deck Interior Perpendicular Connection Pattern 36/7 Connection Type 5/8" Visible Dia. Arc Spot Weld Support Member Thickness (in.) 0.1 ≤ 0.125 Support Member A992 GR50

Steel Deck Properties Design base steel thickness t 0.0359 in.

Flat Dimension of the web h 1.238 in.

Inside Bend Radius R 0.188 in.

Web Angle θ 75.000 deg.

Pitch Spacing of Rib d 6.00 in.

Diameter of perforation hole Dp 0.000 in.

Width of perforated band in web Wp 0 in.

Center‑to‑center spacing of perforations cp 0.000 in.

Number of webs per foot of width nw 4.00 webs/ft Minimum Yield Strength of Steel Deck Fy 50 ksi Nominal Positive Moment Mn+ 0.958 k‑ft/ft Nominal Negative Moment Mn‑ 0.988 k‑ft/ft Nominal Vertical Web Shear Vn 5152 lbs/ft Positive moment of inertia for deflection Id+ 0.219 in⁴/ft Negative moment of inertia for deflection Id‑ 0.231 in⁴/ft Modulus of elasticity E 29500 ksi Panel coverage width w 3.00 ft Maximum manufactured deck sheet length L 42.00 ft

Allowable positive moment ΦMn = Malo+ 862 lbs‑ft/ft Where Φ = 0.90 Allowable negative moment ΦMn = Malo‑ 889 lbs‑ft/ft Where Φ = 0.90 Allowable vertical web shear ΦVn = Va 4894 lbs/ft Where Φ = 0.95

Uniform Design Load Calculation, LRFD (psf)

For End Lapped Deck

Web Crippling Strength at Supports

Nominal Web Crippling Strength, Pn in accordance with AISI S100 Section G (Eq. G5‑1) and IAPMO ER‑2018 (Eq. W‑1 thru W‑3). Eq. G5‑1

Percentage of open area in perforated web n/a Eq. W‑2

For Po web < 0.20 n/a Eq. W‑3

For 0.20 ≤ Po web < 0.58 n/a Eq. W‑3

Perforated web reduction factor n/a Eq. W‑1

For non‑perforated deck qs = 1

Check Limitation of AISI S100 Section G5 & Table G5‑5 R/t 5.24 ≤ 20 OK For: One Flange Loading and h/t 34.48 ≤ 200 OK

Deck Fastened to Supports End N/t 55.71 ≤ 210 OK Interior N/t 103.45 ≤ 210 OK

N/h 1.62 ≤ 3 OK Web angle limit 45 ≤ 75.0 ≤ 90 OK Maximum Effective Bearing Length min. of 210t & 3h = Nmax 3.714 in.

End Bearing Condition End Bearing Length 0.75 in. ≤

Ne

2.00 in. ≤ Nmax

Coefficient C 4 Inside Bend Radius Coefficient CR 0.04 Bearing Length Coefficient CN 0.25 Web Slenderness Coefficient Ch 0.025 Nominal Web Crippling Strength for End Bearing Pne 0.553 k/web Nominal Web Crippling Strength for End Bearing Pne 2212 plf

Φ 0.90 LRFD Web Crippling at End Bearing Pext = ΦPne 1991 plf

Interior Bearing Condition Interior Bearing Length 0.75 in. ≤

Ni

3.71 in. ≤ Nmax

Coefficient C 8 Inside Bend Radius Coefficient CR 0.10 Bearing Length Coefficient CN 0.17 Web Slenderness Coefficient Ch 0.004 Nominal Web Crippling Strength for Interior bearing Pni 1.023 k/web Nominal Web Crippling Strength for Interior bearing Pni 4094 plf

Φ 0.85 LRFD Web Crippling at Interior bearing Pint = ΦPne 3479 plf

For End Lapped Deck

Maximum Inward Uniform Load Based on Bending and Reactions

Calculations consider combined bending and shear interaction where applicable. AISI S100 Eq. H2‑1

1 Span Positive Bending Mmax+ = w L2/ 8 w = 108 psf

End Web Crippling Pext = wL/2 w = 498 psf

Deflection Δmax = L/x = 5w4/(384E Id+) w = 28 psf

2 Span Positive Bending Mmax+ = 9wL2/128 w = 192 psf Negative Bending Mmax‑ = wL2/8 & V = 5wL/8 interaction w = 110 psf

End Web Crippling Pext = 3wL/8 w = 664 psf Interior Web Crippling Pint = 5wL/4 w = 348 psf

Deflection Δ = L/x = wL4/(185EId‑) w = 71 psf

3 Span Positive Bending Mmax+ = 2wL2/25 w = 168 psf Negative Bending Mmax‑ = wL2/10 & V = 6wL/10 interaction w = 138 psf

End Web Crippling Pext = 2wL/5 w = 622 psf Interior Web Crippling Pint = 11wL/10 w = 395 psf

Deflection Δ = L/x = wL4/(145EId‑) w = 56 psf

Maximum Uplift (Outward) Reaction Strength Based on Connections

Connection type 5/8" Visible Dia. Arc Spot Weld

End Lapped Deck Connection pattern 36/7 Average connections per panel 7 Average end connections per ft 2.33 connections/ft Design tension strength (LRFD) Pt = 1647 lbs Design uplift strength (LRFD) Pt‑ext = 3844 plf

Deck Interior Supports Connection pattern 36/7 Average connections per panel 7 Average interior connections per ft 2.33 connections/ft Design tension strength (LRFD) 877 lbs Design uplift strength (LRFD) Pt‑int = 2047 plf

For End Lapped Deck

Maximum Outward (Uplift) Uniform Load Based on Bending and Reactions

Calculations consider combined bending and shear interaction where applicable. AISI S100 Eq. H2‑1

1 Span Positive Bending Mmax‑ = wL2/8 w = 111 psf

End Attachment Pt‑ext = 2(wL/2) w = 480 psf

Deflection Δmax = L/x = 5wL4/(384EId‑) w = 30 psf

2 Span Positive Bending Mmax+ = wL2/8 & V = 5wL/8 interaction w = 198 psf Negative Bending Mmax‑ = 9wL2/128 w = 107 psf

End Attachment Pt‑ext = 2(3wL/8) w = 641 psf Interior Attachment Pt‑int = 5wL/4 w = 205 psf

Deflection Δ = L/x = wL4/(185EId+) w = 68 psf

3 Span Positive Bending Mmax+ = wL2/10 & V = 6wL/10 interaction w = 174 psf

Negative Bending Mmax‑ = 2wL2/25 w = 134 psf

End Attachment P‑text = 2(2wL/5) w = 601 psf Interior Attachment Pt‑int = 11wL/10 w = 233 psf

Deflection Δ = L/x = wL4/(145EId+) w = 53 psf

Minimum Bearing of Deck End Based on Bearing and Edge Distance Requirements

⟶ Min. Bearing ≥ 0.75 in. ⟵ Minimum deck edge distance ⟶ 0.938 ⟵

⟶ 1.250 ⟵ Min. Spacing between 2 rows of connections (if used)

Steel Deck ⟵ Support Member

⟶ 0.313 ⟵ Minimum support edge distance 5/8" Visible Dia. Arc Spot Weld ⤴ ‑‑‑‑‑‑‑‑‑‑‑‑‑⤴

For a 36/7 connection pattern with 1 row of connections Minimum end bearing width = 0.938 in + 0.313 in = 1.251 in. ≥ 0.75 in.

Minimum interior bearing width = 2 ( 0.313 in ) = 0.626 in. ≥ 0.75 in.

Bare Deck Uniform Load V1.0.7 in accordance with: Date: 12/19/2025 AISI S100‑16 (2020) w/ S2‑20

IAPMO UES ER‑0423

IAPMO UES ER‑2018

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

Deflection Limits & Camber

Applicable beams over 30 feet in length may be cambered on this project.

No special equipment requiring more stringent deflection limits.

Deflection Limits

From IBC 2021:

Houston | College Station | Phoenix

BY: SMF PAGE: 1 DATE: 10/10/2025

Roof Beams: Use Lr <= L/240, TL <= L/200

At perimeter brick use TL <= L/600

Civil & Structural Engineers

Texas Firm Regisration 8856 www.h2bengineers.com

SUBJECT: Deflections

PROJECT: 25-001 - HHS Sunset Clinic

USE TL <= L/200USE Lr <= L/240

Lateral Design

Seismic Design Criteria

General Criteria/Requirements

This is a typical building structure governed by the seismic provisions per ASCE 7-16.

It is assigned to Risk Category III.

The seismic important factor is 1.25.

The site class used is Default.

ATC Hazard analysis determined SMS, SM1, SD1, SDS

S1 = 0.039g | SS = 0.068g | SMS = 0.11g | SM1 = 0.094g | SD1 = 0.063g | SDS = 0.072g

Per the City of Houston amendments to IBC 2021, this entire jurisdiction is assigned Seismic

Design Category A.

Callout Urgent Care facility has been assigned to Risk Category III

StevenFarkas Callout Ie = 1.25

StevenFarkas Highlight

StevenFarkas Callout Default site conditions used

StevenFarkas Highlight

StevenFarkas Callout

SS = 0.081

S1 = 0.044

SMS = 0.11

SM1 = 0.098

StevenFarkas Callout

SDS = 0.072

SD1 = 0.065

Line

StevenFarkas Line

StevenFarkas Cloud+

StevenFarkas Cloud+ Per City of Houston IBC 2021 amendments the jurisdiction has been classified as Seismic Design Category A

StevenFarkas Highlight

Total seismic base shear will be determined to be 1% of the total dead load of the structure including the structure self-weight.

Wind Design

Wind loading requirements on drawings from IBC 2024:

1) Risk Category and MRI

a. Structural Risk Category: III (Table 1604.5)

b. MRI: 1,700 years

2) Basic wind speed (V, mph): 145 mph (ASCE Hazards Report)

3) Ground surface roughness (B, C, or D): C

4) Height: 13.75 ft (mean roof height)

5) Velocity pressure coefficient (Kz): 0.85 (@ mean roof height)

6) Building classification (open, closed): closed

7) Internal pressure coefficient (GCpi): +/- 0.18

8) Topographic factor (Kzt): 1.0

9) Elevation factor (Ke) (if other than 1): 1.0

10) Directionality factor (Kd): 0.85

Roof Type: Gable

PROJECT: Harris Health System - Sunset Heights Urgent Care

SUBJECT: Wind Loads

BY: SMF PAGE: 1 DATE: 12/19/2025

Houston | College Station | Phoenix Civil & Structural Engineers

Texas Firm Registration Number 8856 www.h2bengineers.com

WIND LOADING

In accordance with ASCE7-16

Using the directional design method Tedds calculation version 2.1.19

122 ft f t

Plan

91 ft

.8 ft

Elevation

Building data

Type of roof; Flat

Length of building; b = 122.00 ft

Width of building; d = 91.00 ft

Height to eaves; H = 14.75 ft

Height of parapet; hp = 2.00 ft

Mean height; h = 14.75 ft

General wind load requirements

Basic wind speed; V = 145.0 mph

Risk category; III

Wind directionality factor (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); C

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; Gf = 0.85

Minimum roof design wind load (cl.27.1.5); pmin_r = 8 psf

Minimum wall design wind load (cl.27.1.5); pmin_w = 16 psf

Topography

Topography factor not significant; Kzt = 1.0

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

BY: SMF PAGE: 2 DATE: 12/19/2025

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

14.75 0.85 38.89

16.75 0.87 39.69

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); qi = 38.89 psf

Parapet pressures and forces

Velocity pressure at top of parapet; qp = 39.69 psf

Combined net pressure coefficient, leeward; GCpnl = -1.0

Combined net parapet pressure, leeward; ppl = qp GCpnl = -39.69 psf

Combined net pressure coefficient, windward; GCpnw = 1.5

Combined net parapet pressure, windward; ppw = qp GCpnw = 59.53 psf

Wind direction 0 deg:

Leeward parapet force; Fw,wpl_0 = ppl hp b = -9.7 kips

Windward parapet force; Fw,wpw_0 = ppw hp b = 14.5 kips

Wind direction 90 deg:

Leeward parapet force; Fw,wpl_90 = ppl hp d = -7.2 kips

Windward parapet force; Fw,wpw_90 = ppw hp d = 10.8 kips

Pressures and forces

Net pressure; p = q Gf Cpe - qi GCpi;

Net force; Fw = p Aref;

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) 14.75 -0.90 38.89 -36.75 899.75 -33.06

B (-ve) 14.75 -0.90 38.89 -36.75 899.75 -33.06

C (-ve) 14.75 -0.50 38.89 -23.53 1799.50 -42.34

D (-ve) 14.75 -0.30 38.89 -16.92 7503.00 -126.92

Total vertical net force; Fw,v = -235.39 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)

A 14.75 0.80 38.89 19.44 1799.50 34.99

B 14.75 -0.50 38.89 -23.53 1799.50 -42.34

C 14.75 -0.70 38.89 -30.14 1342.25 -40.45

D 14.75 -0.70 38.89 -30.14 1342.25 -40.45

Houston | College Station | Phoenix Civil & Structural Engineers

Texas Firm Registration Number 8856 www.h2bengineers.comPage 46 of 171

BY: SMF PAGE: 3 DATE: 12/19/2025

Overall loading

Projected vertical plan area of wall; Avert_w_0 = b (H+ hp) = 2043.50 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 = 32.70 kips

Leeward net force; Fl = Fw,wB + Fw,wpl_0 = -52.0 kips

Windward net force; Fw = Fw,wA + Fw,wpw_0 = 49.5 kips

Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 101.5 kips

Roof load case 2 - 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) 14.75 -0.18 38.89 1.05 899.75 0.94

B (+ve) 14.75 -0.18 38.89 1.05 899.75 0.94

C (+ve) 14.75 -0.18 38.89 1.05 1799.50 1.89

D (+ve) 14.75 -0.18 38.89 1.05 7503.00 7.88

Total vertical net force; Fw,v = 11.66 kips

Total horizontal net force; Fw,h = 0.00 kips

Walls load case 2 - 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 14.75 0.80 38.89 33.44 1799.50 60.18

B 14.75 -0.50 38.89 -9.53 1799.50 -17.14

C 14.75 -0.70 38.89 -16.14 1342.25 -21.66

D 14.75 -0.70 38.89 -16.14 1342.25 -21.66

Overall loading

Projected vertical plan area of…