15-Attachment B - Structural Review of Existing Buildings.pdf

TECHNICAL MEMORANDUM

To: Matthew Peacock Date: May 16, 2025

From: Debbie Yoon (P.E. C66043)

Simon Lin (PhD, CA S.E. S5911)

Client: Eastern Municipal

. Water District (EMWD)

Site Address: 2270 Trumble Road

. Perris, CA 92570

Subject: Technical Memorandum - Structural investigation of impacts on roll-up door replacement at OMC buildings in Main Headquarters

EXECUTIVE SUMMARY

EMWD has requested Stantec to perform a review of the existing structures to assess the impact of replacing the existing roll-up doors with new insulated roll-up doors at the EMWD OMC Main Headquarters. Scope includes verification of wind loading, seismic weight increase, calculations, assessment of potential structural modifications, and accordingly budgetary cost estimate.

Stantec has completed a limited structural investigation of existing Shop 1, Shop 2, Warehouse, and Remote

Building in the Operations and Maintenance Center (OMC) of Eastern Municipal Water District (EMWD)

Main Headquarters in conformance with our proposal dated January 14, 2025. This Technical

Memorandum summarizes our visual assessment of the existing pre-cast concrete wall panels and the limited structural investigation of the impacts on the replacement with proposed new insulated roll-up doors. Refer to Appendix 1 for the door schedule (for sizes) and thirty-eight (38) existing roll-up door locations on the as-built drawings marked by EMWD.

The site visit was performed on February 21, 2025. Our visual assessment during the on-site visit revealed that the existing pre-cast wall panels were in good condition with normal wear from the service life of approximately 30 years. We did not observe any obvious structural defects in the areas available for access.

The current code required wind loads on the roll-up door itself (components and cladding) have been increased since the design of the building. The wind pressure on each roll-up door per 2022 CBC is less than 20.0 psf, the capacity of proposed new insulated roll-up doors. Therefore, the proposed new insulated roll-up doors are adequate to be used for this project.

The new insulated roll-up doors are heavier in weight by 3 psf. However, most of the building weight is derived from the existing pre-cast concrete wall panels and the increase of new roll-up door weight contributes to a maximum of 0.8% overall building weight increase based on the analysis (Section 2 of

Appendix 2). The 0.8% increase in the gravity load does not require any structural modification or seismic upgrade for the existing buildings. The seismic loads due to the new roll-up doors on the existing pre-cast concrete wall panels are similar to the originally designed seismic load on the panels and their connections to Pre-Engineered Metal Building (PEMB).

The original cost estimate should focus solely on structural modifications related to the new roll-up doors.

However, based on our seismic and wind analysis, no structural modifications are required for the existing buildings. Therefore, the cost estimate will primarily cover the new roll-up doors and associated installation components, based on the manufacturer already quoted by EMWD. Stantec remains available to assist with the estimate if needed.

The contractor or roll-up door manufacturer shall provide mounting anchor details and structural calculations for the new roll-up doors connecting to the existing pre-cast concrete wall panels. Stantec will review and approve the submitted details and calculations, and may provide recommendations for anchor installation as needed for the door replacement.

BACKGROUND

Stantec performed the visual observation (without material testing) of the existing four (4) buildings: Shop

1, Shop 2, Warehouse, and Remote Building, in the OMC of EMWD Main Headquarters located in the City of Perris, Riverside County in California. The architectural and structural as-built drawings were provided for our limited review. The buildings were designed for the 1991 Edition of Uniform Building Code (UBC) according to the sheet S-1 General Notes/Typical Notes, dated November 1, 1993 (the last revision date

February 10, 1994) of structural drawings by Burkett & Wong, Structural Engineers.

The buildings consist of the PEMB with 6 ½” thick pre-cast concrete wall panels, 6” thick concrete slab-on-grade, and shallow concrete foundations (Refer to Photographs 1 & 2). The gravity loads on pre-cast concrete walls are supported by 16” wide x 12” thick continuous footings located between shallow foundations for the PEMB columns. The out-of-plane seismic or wind loads applied on the pre-cast concrete wall panels are resisted by the slab-on-grade with steel dowels and the steel girts of PEMB by welding the embed plates near the top of the walls (Refer to Photographs 3 & 4). The existing roll-up doors are supported by the pre-cast concrete panels (Refer to Photograph 5). Non-bearing TS 5x4 posts (jambs) were placed between the roll-up door and personnel door where occurs (Refer to Photograph 6).

Although PEMB shop drawings were not available for review, it is a general idea that PEMB frames are the gravity load-carrying system and the Seismic Force-Resisting System (SFRS) of the buildings. The existing pre-cast concrete wall panels are part of the Main Wind Force-Resisting System (MWFRS) of the buildings, and they are used as cladding.

This analysis is based on EMWD’s intention to replace with new roll-up doors, manufactured by

PORVENE SERIES 600 or approved equal.

The markup drawings by EMWD for the quantities and sizes of existing roll-up doors to be replaced were different from the data in our proposal dated January 14, 2025. This analysis followed the markup drawings.

The sizes of existing roll-up doors vary from 8’ x 8’ to 24’ x 16’. There is a total of thirty-right (38) roll-up doors that were indicated to be replaced.

STRUCTURAL INVESTIGATION OF THE IMPACTS ON EXISTING STRUCTURES

1. Wind Loads on the Existing Buildings and the Roll-up Doors

Since the original design and construction of the OMC buildings, there have been many changes in building codes. The original basic design wind speed in 1991 UBC was 70 miles per hour (mph) in

Allowable Stress Design (ASD). The current basic design wind speed, defined by the City of Perris, is 110 mph in Ultimate Strength Design (USD), which is converted to 85 mph in ASD, per Table

1609.3.1 of 2022 California Building Code (CBC).

The wind pressure calculations of MWFRS for the buildings and the comparison between the two building codes can be found in Section 3 of Appendix 2. The wind pressure on MWFRS has increased due to the code changes. The existing pre-cast concrete wall panels are part of the

MWFRS of the buildings. However, it is beyond the scope of work to investigate MWFRS for the increased wind pressures due to the code change and not required by Code.

The wind pressure on individual roll-up doors, as a cladding, has been increased due to the current code requirements. The range of increases varies from 3% to 22.5%. The reasons for various increases are the changes in design wind speed, the consideration of roll-up door location in respect to the corner of building, and more detailed methods to calculate wind pressures in the recent building codes. Refer to Section 4 of Appendix 2 for the calculations of wind loads at each roll-up door on each building.

In addition, the proposed new insulated roll-up doors have limited capacity to withstand the maximum 20.0 psf of wind pressure in ASD according to the information provided by the vendor.

The wind pressure on each roll-up door per 2022 CBC is less than 20.0 psf. Therefore, the new insulated roll-up doors are adequate to be used for this project.

2. Increase in Overall Building Weight and Seismic Load Change

There is inevitable weight increase in replacing the existing corrugated sheet metal curtain roll-up doors with new insulated roll-up doors. In the absence of weight information for the existing roll-up doors, they are assumed to be about 10.0 psf according to the on-line research of similar kinds of roll-up doors available on the market. The new insulated roll-up doors with features selected by

EMWD weigh 13.0 psf according to the information provided by the vendor.

With 3.0 psf of weight increase in new roll-up doors, the overall gravity load at each building increased by 0.3% to 0.8%. The maximum increase of 0.8% occurred at Shop1. Refer to Section 2 of Appendix 2 for the gravity load comparison of each building.

The seismic load is a factor of the dead load (effective seismic weight). The 0.8% increase in overall building weight does not affect the designed demand-capacity ratio of existing SFRS of the building. It is assumed that the Steel Ordinary Moment-Frames are the SFRS of PEMB in the absence of PEMB shop drawings.

As a result, there is a minimal impact on the existing buildings in gravity and lateral loads from the replacement of the roll-up doors.

3. Evaluation of the Existing Structural Members

As observed during the site walk, the existing roll-up doors are supported by the pre-cast concrete wall panels and the out-of-plane forces are, in turn, transferred to the steel girts of the PEMB via welding of steel embed plates in the pre-cast concrete wall panels. To complete the load path, the adequacy of the existing connections between the pre-cast concrete panels and the steel girts should be reviewed. As the focus of this investigation is the seismic load changes due to the replacement of roll-up doors, the seismic load on each wall, as a nonstructural component, of Warehouse has been explored in Section 5 of Appendix 2.

Most of the wall weight is from the existing 6.5” thick pre-cast concrete walls and the increased wall weight due to the replacement of roll-up doors is maximum 1.1%. Based on the calculations in both gravity load and seismic lateral loads on the pre-cast concrete walls, it is our professional opinion that the existing pre-cast concrete panels and their connections to PEMB are adequate to support the new insulated roll-up doors.

4. Additional Details for Installation of Roll-up Doors

The contractors shall provide the details and calculations for new roll-up door attachment to the existing pre-cast concrete panels during the construction phase. The calculations should be signed and sealed by a professional engineer registered in the State of California. The wind and seismic design parameters in Section 1 of Appendix 2 shall be used.

CONCLUSIONS AND RECOMMENDATIONS

Our visual assessment during the site visit indicated that the existing pre-cast concrete wall panels exhibit typical wear consistent with their 30-year service life. No obvious structural defects were observed in the accessible areas.

Due to code updates, wind pressure requirements on the roll-up doors have increased. However, per the

2022 CBC, the design wind pressure on each roll-up door is less than 20.0 psf, which remains within the capacity of the proposed new insulated roll-up doors. As such, the proposed doors are adequate for this project

The impact of replacing roll-up doors on the existing buildings is minimal. Based on our investigation, the overall gravity load is increased by 0.8% maximum, and this increase does not require any structural modification or seismic upgrade for the existing buildings. Also, the seismic loads due to the new roll-up doors on the existing pre-cast concrete wall panels are similar to the originally designed seismic load on the panels and their connections to the PEMB. Therefore, no structural retrofit or component modification is recommended for the existing buildings.

The Contractor shall independently assess the existing structures, connections, and materials prior to procuring the new roll-up doors. A shop drawing submittal shall be provided, including proposed door specifications, connection and anchor details, and supporting calculations for attachment to the existing pre-cast wall panels. All structural details and calculations, including those for anchors and any proposed modifications to existing building components, must be signed and sealed by a professional engineer licensed in the State of California .

LIMITATIONS & EXCLUSIONS

This memorandum is focused on the replacement of existing roll-up doors and its impact on the existing buildings based on the limited structural evaluation described above. Structural calculations are established based on the as-built architectural and structural drawings available to us. It is beyond the scope of work to check the adequacy of PEMB frames as SFRS and existing pre-cast wall panels as MWFRS under the current code of 2022 CBC. Our limited observation revealed that certain items were constructed in conformance with the information shown on the as-built drawings. The specific items noted in this memo were only those that could be observed; therefore, additional unseen conditions may exist that were hidden from sight. The recommendations are based on the assumptions stated herein. Neither the observations, evaluations, nor recommendations are intended to cover any mechanical, electrical, geotechnical, environmental, or civil features.

Stantec has prepared this memorandum for the exclusive use of EMWD. Services were performed by

Stantec in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranty, expressed or implied, is made.

PHOTOGRAPHS FROM SITE VISIT

Photograph 1 – Northeast exterior view of Warehouse

Photograph 2 – Exterior elevation of Remote Building at north side

Photograph 3 – Pre-cast wall panel connections to steel girts of PEMB

Photograph 4 – Closeup of the pre-cast panel connection between embed plate and steel girt

Photograph 5 – Installation of existing roll-up door to pre-case wall panels

Photograph 6 – Existing nonbearing TS 5x4 between a roll-up door and an access door

CLIENT: EASTERN VALLEY WATER DISTRICT

PROJECT: TM-STRUCTURAL INVESTIGATION OF IMPACTS ON ROLL-UP DOOR REPLACEMENT

APPENDIX 1

BUILDINGS INCLUDED

IN THE SCOPE

AUTO SHOP

MECHANICAL

MAINTENANCE

SHOP

DOOR SCHEDULE PER SHT A-29

INDICATES ROLL-UP

DOORS TO BE REPLACED.

COPIED FROM A-29

FOR REFERENCE

FABRICATION SHOP

ELECTRICALFIELD

SERVICE

WOOD SHOP

Observed glazing and door during site visit

DOOR SCHEDULE PER SHT A-29

INDICATES ROLL-UP DOORS

TO BE REPLACED.

WAREHOUSE

LOADING BAY

5' -0

DOOR SCHEDULE PER SHT A-29

METERS

PAINT SHOP

7'-4"

DOOR SCHEDULE PER SHT A-29

CLIENT: EASTERN VALLEY WATER DISTRICT

PROJECT: TM-STRUCTURAL INVESTIGATION OF IMPACTS ON ROLL-UP DOOR REPLACEMENT

APPENDIX 2

Design Task:

By: Date: Client: Sheet: of

5 squares per inch

Checked by: Description: Job Number:

2) Seismic Force ( E ) Risk Category = III Seismic Important Factor ( IE ) = 1.25 Site Class = D-Default Design Spectral Acceleration Parameter ( SDS ) = 1.15 Design Spectral Acceleration Parameter ( SD1 ) = 0.91 Seismic Design Category = D

Design Criteria

ASCE Hazards Report

Reference

LOADING CRITERIA

1) Dead Loads (DL) Estimated existing roll-up doors = 10 psf (Refer to on-line searched document) New insulated roll-up doors = 13 psf (Based on the vendor provided document)

SECTION 1 DESIGN CRITERIA

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OMC Main Headquarters Roll-up Door Replacement 184031890

Eastern Municipal Water District

3) Wind Force ( W ) Basic Wind Speed = 110 mph Exposure Category = C

City of Perris Website

2022 CBC

ASCE 7-16

WITH

SUPPLEMENT

**The wind load capacity of new insulated roll-up doors is 20.0 psf (ASD), according to the information provided by the vendor

Based on the review of as-built drawings, the existing roll-up doors are supported by 6.5" thick pre-cast concrete panels.

In turn, the existing pre-cast concrete panels are supported by the 16" wide x 12" thick continuous footing for gravity load. The out-of-plane loads on pre-cast panels are resisted by slab-on-grade via #4 dowels and the steel girts connected to Pre-Engineered Metal Building (PEMB). The existing pre-cast panels are cladding and are not part of the seismic force-resisting system (SFRS) of the buildings. PEMB shop drawings were not available.

Product Approximate Weights

Minimum Weight

Less than 40 sq. ft.

Over 40 to 80 sq. ft.

Over 80 to 350 sq. ft.

Over 350 to 600 sq. ft.

ADD 1 PSF for each gauge heavier than standard Service Doors

SD --- 6 PSF 5 PSF --- 250 LBS

ADD 4 lbs. per ft. of width for optional hood

MD --- 8 PSF 6 PSF --- 325 LBS

HD --- 10 PSF 8 PSF 9 PSF 400 LBS

Weather-Edge Doors

MW --- 8 PSF 6 PSF --- 325 LBS

HW --- 10 PSF 8 PSF 9 PSF 400 LBS

Insulated Doors MI - Ti Slats w/ PVC Back --- 9 PSF 7 PSF --- 375 LBS HI - 3i Slats w/ Steel Back --- 13 PSF 11 PSF 12 PSF 500 LBS

ADD 1 PSF for optional 22 ga. backslat HI - Ti Slats w/ PVC Back --- 11 PSF 9 PSF 10 PSF 450 LBS Ventilated Doors

SV --- 7 PSF 6 PSF --- 300 LBS

HV --- 10 PSF 8 PSF 9 PSF 400 LBS

High Performance Doors PD - Standard Slats --- 12 PSF 10 PSF --- 500 LBS PD - Insulated Slats --- 14 PSF 12 PSF --- 650 LBS Counter Service Doors CD – Steel & Stainless Steel 10 PSF 8 PSF 7 PSF --- 200 LBS CD - Aluminum 9 PSF 7 PSF 6 PSF --- 175 LBS Counter Top / Sill 10 PSF (counter top length x depth) 50 LBS Grilles & Closures SG - Aluminum --- 6 PSF 5 PSF --- 250 LBS HG - Aluminum --- 7 PSF 6 PSF 7 PSF 300 LBS HG - Stainless Steel --- 9 PSF 7 PSF 8 PSF 375 LBS

AC, AV, AS, AD --- 7 PSF 6 PSF --- 300 LBS

ADD 5 lbs. per ft. of width for optional hood High Performance Grilles PG - Aluminum --- 8 PSF 7 PSF --- 400 LBS PG - Stainless Steel --- 10 PSF 8 PSF --- 450 LBS ADD 5 lbs. per ft. of width for optional hood Counter Grilles CG - Aluminum 9 PSF 7 PSF 6 PSF --- 175 LBS CG - Stainless Steel 10 PSF 9 PSF 7 PSF --- 200 LBS

PSF = pounds per square foot based on door size and does not include options such as motor operators, tube supports, wicket doors, packaging, etc.

Lawrence Roll-Up Doors, Inc. reserves the right to change specifications and prices without notice or obligation. AW1-1/14

Approximate Weights

Toll Free (866) 939-3399 www.lawrencedoors.com Fax (626) 869-0841

Estimated 10 psf in total with motor and hood

FOR EXISTING ROLL-UP DOOR

Product

Minimum Weight

Less than 40 sq. ft.

Over 40 to 80 sq. ft.

Over 80 to 350 sq. ft.

Over 350 to 600 sq. ft.

ADD 1 PSF for each gauge heavier than standard Side-Folding Grilles & Closures

FG, FO, 1.5 PSF 75 LBS

FC, FV , FS 2 PSF 100 LBS

Fire Doors

SL --- 10 PSF 8 PSF --- 400 LBS

HL --- 11 PSF 9 PSF 10 PSF 450 LBS

Insulated Fire Doors

IL

--- 14 PSF 12 PSF 13 PSF 550 LBS

ADD 1 PSF for optional 22 ga. backslat Counter Fire Doors CL – Steel & Stainless Steel 11 PSF 9 PSF 8 PSF --- 225 LBS Counter Top / Sill 10 PSF (overall counter top length x depth) 50 LBS Tube Supports 3" x 3" - per 20' pair 275 LBS 5" x 5" - per 20' pair 625 LBS 4" x 4" - per 20' pair 375 LBS 6" x 6" - per 20' pair 750 LBS Wicket Door 3' x 7' Std. Door & Frame 300 LBS Full Height Wicket Door Consult Factory Motor Operators / Fire Door Motor Operators / Retrofit Fire Door Operators SGH (to 1½ HP) 100 LBS FGH (to 1½ HP), FS (to ¾ HP) 100 LBS

SGH (2 HP) 125 LBS FGH (2 HP), FS (1½ HP) 150 LBS

SGH (3 HP) 250 LBS FGH (3 HP) 250 LBS

MGH, MGRL, MGRL-H 75 LBS FGRL 100 LBS

HGH (2 HP) w/ control panel 250 LBS Retrofit Chain/Crank Operator 75 LBS Folding Gates

LT 3 PSF 75 LBS

EG 4 PSF 100 LBS

DC 5 PSF 125 LBS

LTP Portable 4 PSF 100 LBS DCP Portable 6 PSF 150 LBS Gate cabinet 250 LBS (consult factory for cabinets over 10 ft. high) ---

PSF = pounds per square foot based on door size and does not include options such as motor operators, tube supports, wicket doors, packaging, etc.

Lawrence Roll-Up Doors, Inc. reserves the right to change specifications and prices without notice or obligation. AW2-1/14

Toll Free (866) 939-3399 www.lawrencedoors.com Fax (626) 869-0841

3FOR EXISTING ROLL-UP DOOR

1.

slat.

weatherseal.

spring.

safety.

4.

2.

8.

9.

7.

3.

5.

6.

Therm-Master Steel Backed Insulated Door

MODEL 600

https://www.porvenedoors.com/our-products/series-600/

Phone call to get info of door weight:

Door size: 16'x16' | 12'x16' Curtain wt: 1649 lbs | 1237 lbs Barrel wt: 360 lbs | 270 lbs Total wt: 3320 lbs | 2490 lbs

Max. wind load on Curtain: 20 psf weight mounting on top lintel curtain weight = 6.443 psf

NEW ROLL-UP DOOR

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 33.760521

Risk Category: III Longitude: -117.186051

Soil Class: D - Default (see Section 11.4.3)

Elevation: 1426.9327134702442 ft

(NAVD 88)

Wind

Results:

Wind Speed 102 Vmph

10-year MRI 67 Vmph

25-year MRI 73 Vmph

50-year MRI 77 Vmph

100-year MRI 82 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: Thu Feb 27 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 not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 3https://ascehazardtool.org/ Thu Feb 27 2025

Use the basic wind speed defined by the City of Perris https://ascehazardtool.org/

SS : 1.438

S1 : 0.535

Fa : 1.2

Fv : N/A

SMS : 1.725

SM1 : N/A

SDS : 1.15

SD1 : N/A

TL : 8

PGA : 0.5

PGA M : 0.6

FPGA : 1.2

Ie : 1.25

Cv : 1.388

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Thu Feb 27 2025

Page 2 of 3https://ascehazardtool.org/ Thu Feb 27 2025

1.7

1.7x0.535x1.5=1.364

2/3x1.364=0.91 https://doi.org/10.5066/F7NK3C76

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.

Page 3 of 3https://ascehazardtool.org/ Thu Feb 27 2025 update 05/18/2023

DEPARTMENT OF BUILDING & SAFETY

CITY OF PERRIS

Design Requirements and Current Codes 2022

CALIFORNIA CODES

Wind: 110 m.p.h.; exposure “C” Rain: 2” Seismic: Design category “D” Snow Load: None Roof Load: See chapter 23 of C.B.C.

Climate Zone: 10 Soils: See Soils Report or Geotechnical Engineer

Current Codes Adopted by Ordinance: 2022 Versions

California Building Code 1 & 2

California Mechanical Code Code California Plumbing California Electrical Code

California Energy Code California Residential Code California Green Building Standards Code California Fire Code California Administrative Code California Existing Building Code

By: Date: Client: Sheet: of

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New Insulated Roll-up Doors

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OMC Main Headquarters Roll-up Door Replacement 184031890

Eastern Municipal Water District

SECTION 2 GRAVITY LOAD COMPARISON

There are various sizes of roll-up doors to be replaced. They vary from 8'x8' to 24'x16'. Refer to Appendix 1 for existing site plan of the four buildings and roll-up doors to be replaced.

The new insulated roll-up door is about 3.0 psf heavier than the estimated 10.0 psf of existing roll-up door weight.

The gravity load increase ranges between 0.3% and 0.8%.

See below for the gravity load comparison on the Shop1 as this building has the most increase.

Gravity load increase due to the replacement of roll-up doors does not trigger the retrofit of the existing gravity load-carrying structural elements in all buildings.

By: Date: Client: Sheet: of

5 squares per inch

Checked by: Description: Job Number:

New Insulated Roll-up Doors

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SECTION 2 GRAVITY LOAD COMPARISON (CONT.)

By: Date: Client: Sheet: of

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New Insulated Roll-up Doors

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New Insulated Roll-up Doors

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Reference

SECTION 3 SEISMIC AND WIND LOADS ON BUILDINGS

New Insulated Roll-up Doors

The building code used for the original design of buildings is 1991 Uniform Building Code (UBC) per Sheet S-1.

Find the seismic and wind loads from the originally designed 1991 UBC and the current code, 2022 California Building Code (CBC) and compare them.

Steel Ordinary Moment Frame (SOMF) is assumed for the Seismic Force-Resisting System (SFRS) of PEMB in the absence of PEMB shop drawings.

The existing pre-cast concrete wall panels is part of the Main Wind Force-Resisting System (MWFRS) of the buildings.

1) 1991 UBC (ASD)

A. Design Base Shear, V

V = (Z*I C/Rw)*W C = 1.25*S/(T)2/3 = 1.25*1.5/(0.45)2/3 = 3.2> Max. C = 2.75 T = Ct(hn)3/4 = 0.035 x (30)3/4 = 0.45

V = (0.4 x 1.0 x 2.75 /6 )*W= 0.183W (ASD)

Z= 0.4 for Zone 4,Table 23-I I = 1.0 assumed for Occupancy Category III, Table 23-L Rw = 6 for Steel OMRF, Table 23-O S = 1.5 for unknown soil profile, S3, per Table 23-J

1991 UBC

EQ. (34-1)

EQ. (34-2)

EQ. (34-3)

EQ. (16-1)

For structures in basic wind speed of 70 mph with Exposure C P = Ce*Cq*qs*I = 11.8 psf (ASD) Ce= 1.17 for 23' wall height, Table 23-G

Cq= 0.8 for Primary Frames, Method 1, walls inward, Table 23-H qs= 12.6 psf for 70 mph basic wind speed, Table 23-F I = 1.0 assumed, Table 23-L

B. Design Wind Pressure, P

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OMC Main Headquarters Roll-up Door Replacement 184031890

Eastern Municipal Water District

Reference

SECTION 3 SEISMIC AND WIND LOADS ON BUILDINGS (CONT.)

New Insulated Roll-up Doors

2) 2022 CBC

A. Design Base Shear, V

V = Cs*W Cs = SDS*Ie/R = 0.41 Min. Cs = 0.044SDSIe =0.0633

V =0.41W (Strength), 0.7*0.41W = 0.287W (ASD)

SDS= 1.15

S1 = 0.531<0.6 Ie = 1.25, Table 1.5-2 R = 3.5 for SOMF, Table 12.2-1

EQ. (12.8-1)

EQ. (12.18-2)

EQ. (34-3)

For design wind pressures for the Main Wind Force-Resisting System (MWFRS) of each building, refer to the following pages of MecaWind outputs. Chapter 27 Part 1 of ASCE 7-16 was used.

B. Design Wind Pressure, p

2022 CBC

ASCE 7 - 16

The largest wind load on the wall is 28.1 psf at the Remote Building. The ASD level wind load is 0.6 x 28.1psf = 16.86 psf.

Due to the changes in building codes over the years, the seismic and wind loads based on 2022 CBC are greater than those loads from 1991 UBC, the original design code, regardless of roll-up door replacement.

In addition, it is beyond the scope of this project to investigate the Seismic Force-Resisting System and the Main Wind Force-Resisting System for the increased lateral loads due to the code change and not required by Code.

The seismic load is a factor to the dead load (effective seismic weight). The 0.4% of gravity load increase in a building, due to the replacement of roll-up doors, does not triggers the seismic retrofit for the Seismic Force-Resisting System of the building.

The wind load increase on individual roll-up door is investigated in the next section of calculation.

3) SEISMIC AND WIND LOAD COMPARISON OF BUILDING

PI

MecaWind v2521 Developed by Meca Enterprises Inc., www.mecaenterprises.com, Copyright © 2025

CI

Calculations Prepared by:

Date: Mar 18, 2025

FI

File Location: C:\Users\dyoon\OneDrive - Stantec\1Work\ 184031890 EMWD OMC Roll-up Door Project\2 Calculations\Shop1.wnd

G

General:

Reference Abbreviations: T: Table, F: Figure, E: Equation, §: Section Wind Load Standard = ASCE 7-16 Basic Wind Speed = 110.0 mph Exposure Classification = C Risk Category = III Structure Type = Building Basis for Wind Pressures = LRFD MWFRS Analysis Method = Ch 27 Pt 1 C&C Analysis Method = Ch 30 Pt 1 Dynamic Type of Structure = Rigid Advanced Options = False

B

Building:

Roof = Roof Type = Hipped Encl = Enclosure Classification = Enclosed Help = Help on Building Roof Type = Help Pitch = Pitch of Roof = 4.0 :12 θ = Slope of Roof = 18.43 ° W = Building Width = 81.0000 ft L = Building Length = 250.0000 ft RHt = Ridge Height = 37.600 ft EHt = Eave Height = 23.100 ft Custom = Custom dimensions for

Hipped End = False

Lhip = Ridge Hipped Length = 169.0000 ft Pitch hip

= Hipped End Slope of Roof = 4.000 :12 θhip = Hipped End Slope of Roof = 18.43 ° OH = Overhang Configuration = All Soffit Par = Parapet = None zi = Highest Opening Elevation = 16.0000 ft HTover = Override Mean Roof Height = False Htman = Mean Roof Height = 30.350 ft RAover = Override Roof Area = False GCpi_o = Override GCpi value = False

EC

Exposure Constants [T:26.11-1]:

α = 3-s Gust-speed exponent = 9.500 Zg = Nominal Ht of Boundary Layer = 900.000 ft â = Reciprocal of α = 0.105 b = 3 sec gust speed factor = 1.000 αm = Mean hourly Wind-Speed Exponent = 0.154 bm = Mean hourly Windspeed Exponent = 0.650 c = Turbulence Intensity Factor = 0.200 ε = Integral Length Scale Exponent = 0.2000

O

Overhang Inputs:

Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = Soffit OH = Overhang of Roof Beyond Wall = 3.000 ft

MWpC2P

Main Wind Force Resisting System (MWFRS) Wind Calculations per Ch 27 Pt1

USE THE SAME WIND LOAD

FOR SHOP 1 & 2

Http://www.mecaenterprises.com h = Mean structure height = 30.350 ft Kh = 2.01•(hgrade/Zg)2/α T:26.10-1 = 0.985

Kzt = No Topographic Feature = 1.000 Kd = Directionality Factor T:26.6-1 = 0.85 GCpi = ± Internal Press Coef T:26.13-1 = ±0.18 LF = STRENGTH Load Factor = 1.00 Ke = Ground Elev Factor T:26.9-1 = 1.000 qh = .00256•Kh•Kzt•Kd•Ke•V2*LFE:26.10-1 = 25.93 psf qin = Negative Internal Pressure: qh = 25.93 psf qip = For +GCpi use qh = 25.93 psf Aroof = Roof Area = 23,476.75 ft

MWL[tR

MWFRS Wind Loads [Normal to Ridge] h = Mean Roof Height of Building = 30.3500 ft RHt = Ridge Height Of Roof = 37.6000 ft B = Building Width Normal To Wind = 250.0000 ft L = Building Width Parallel To Wind = 81.0000 ft L/B = Ratio: L/B = 0.324 h/L = Ratio: h/L = 0.375 θ = Slope of Main Roof = 18.43 ° θHip = Slope of Hipped Roof Ends = 18.43 ° G = Gust Factor: Min(G1, G2) = 0.834 CpWW = Windward Wall Coefficient = 0.800 CpLW = Leeward Wall Coefficient = -0.500 CpSW = Side Wall Coefficient = -0.700

WWP[tR

Wall Wind Pressures [Normal to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Elev ft

GCpi qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

23.100 +0.18 25.93 0.930 1.000 24.48 11.66 -15.48 -19.80 27.14 16.00

23.100 -0.18 25.93 0.930 1.000 24.48 21.00 -6.14 -10.47 27.14 16.00

Kz = 2.01•(zgrade/Zg)2/α T:26.10-1 Kzt = No Topographic Feature

GCpi = +Internal Coef T:26.13-1 qz = .00256•Kz•Kzt•Kd•Ke•V2*LFE:26.10-1 qip = For +GCpi use qh qin = Negative Internal Pressure: qh

Side = qh•G•CpSW-qip•(GCpi+) E:27.3-1 Leeward = qh•G•CpLW-qip•(GCpi+) E:27.3-1

Windward = qz•G•CpWW-qip•(GCpi+) E:27.3-1 Total = Windward - Leeward +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface §27.1.5 = MWFRS Min Wall Pressure = 16.00 psf

RWP[tR

Roof Wind Pressures [Normal to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Component Description Location Start ft

End ft θ

Basis GCpi CpMin CpMax Pmin psf Pmax psf Pmin psf Overhang Leeward 6 All All 18.43 N +0.18 -0.569 -0.569 -16.96 -16.96 8.00

Overhang Overhang 0 to h 7,8 0.000 30.350 0.0 P +0.18 -0.9 -0.18 -24.12 -8.56 8.00

Overhang Windward 5 All All 18.43 N +0.18 0.041 -0.428 -3.79 -13.92 8.00

Overhang Overhang h to 2•h

7,8 30.350 60.700 0.0 P +0.18 -0.5 -0.18 -15.48 -8.56 8.00

Overhang Overhang ≥ 2•h 7,8 60.700 87.000 0.0 P +0.18 -0.3 -0.18 -11.15 -8.56 8.00

Roof Leeward 2 All All 18.43 N +0.18 -0.569 -0.569 -16.96 -16.96 8.00

Roof Windward 1 All All 18.43 N +0.18 0.041 -0.428 -3.79 -13.92 8.00

Roof Roof 0 to h 3,4 3.000 30.350 0.0 P +0.18 -0.9 -0.18 -24.12 -8.56 8.00

Roof Roof h to 2•h 3,4 30.350 60.700 0.0 P +0.18 -0.5 -0.18 -15.48 -8.56 8.00

Roof Roof ≥ 2•h 3,4 60.700 84.000 0.0 P +0.18 -0.3 -0.18 -11.15 -8.56 8.00

Soffit Bottom 5 All All 0.0 N/A +0.18 0.8 0.8 12.63 12.63 8.00

Overhang Leeward 6 All All 18.43 N -0.18 -0.569 -0.569 -7.63 -7.63 8.00

Overhang Overhang 0 to h 7,8 0.000 30.350 0.0 P -0.18 -0.9 -0.18 -14.79 0.78 8.00

Overhang Windward 5 All All 18.43 N -0.18 0.041 -0.428 5.55 -4.59 8.00

Overhang Overhang h to 2•h

7,8 30.350 60.700 0.0 P -0.18 -0.5 -0.18 -6.14 0.78 8.00

Overhang Overhang ≥ 2•h 7,8 60.700 87.000 0.0 P -0.18 -0.3 -0.18 -1.82 0.78 8.00

Roof Leeward 2 All All 18.43 N -0.18 -0.569 -0.569 -7.63 -7.63 8.00

Roof Windward 1 All All 18.43 N -0.18 0.041 -0.428 5.55 -4.59 8.00

Roof Roof 0 to h 3,4 3.000 30.350 0.0 P -0.18 -0.9 -0.18 -14.79 0.78 8.00

Roof Roof h to 2•h 3,4 30.350 60.700 0.0 P -0.18 -0.5 -0.18 -6.14 0.78 8.00

Roof Roof ≥ 2•h 3,4 60.700 84.000 0.0 P -0.18 -0.3 -0.18 -1.82 0.78 8.00

Soffit Bottom 5 All All 0.0 N/A -0.18 0.8 0.8 21.96 21.96 8.00

Roof Pressures based upon Ch 27 Pt1:

Component = The building component for pressures Location = Reference Graphic in Output for Values Start = Start Dist from Windward Edge End = End Dist from Windward Edge CpMin = Smallest Coefficient Magnitude CpMax = Largest Coefficient Magnitude Pmin = qh•G•CpMin-qip•GCpiE:27.3-1 Pmax = qh•G•CpMax-qin•GCpiE:27.3-1

GCpi = +Internal Coef T:26.13-1 Basis = P=Parallel to Ridge: N=Normal to Ridge

Pmin = Min Press projected on vertical plane §27.1.5 θ = Roof Slope Relative to Wind §27.1.5 = MWFRS Min Wall Pressure = 16.00 psf +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface

• The smaller uplift pressures due to CpMin can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7

MWL[tR

MWFRS Wind Loads [Parallel to Ridge] h = Mean Roof Height of Building = 30.3500 ft RHt = Ridge Height Of Roof = 37.6000 ft B = Building Width Normal To Wind = 81.0000 ft L = Building Width Parallel To Wind = 250.0000 ft L/B = Ratio: L/B = 3.086 h/L = Ratio: h/L = 0.121 θ = Slope of Main Roof = 18.43 ° θHip = Slope of Hipped Roof Ends = 18.43 ° G = Gust Factor: Min(G1, G2) = 0.850 CpWW = Windward Wall Coefficient = 0.800 CpLW = Leeward Wall Coefficient = -0.246 CpSW = Side Wall Coefficient = -0.700

WWP[tR

Wall Wind Pressures [Parallel to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Elev ft

GCpi qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

37.600 +0.18 25.93 1.030 1.000 27.12 13.78 -10.08 -20.09 23.86 16.00

30.350 +0.18 25.93 0.985 1.000 25.93 12.96 -10.08 -20.09 23.04 16.00

23.100 +0.18 25.93 0.930 1.000 24.48 11.98 -10.08 -20.09 22.06 16.00

37.600 -0.18 25.93 1.030 1.000 27.12 23.11 -0.75 -10.76 23.86 16.00

30.350 -0.18 25.93 0.985 1.000 25.93 22.30 -0.75 -10.76 23.04 16.00

23.100 -0.18 25.93 0.930 1.000 24.48 21.31 -0.75 -10.76 22.06 16.00

Kz = 2.01•(zgrade/Zg)2/α T:26.10-1 Kzt = No Topographic Feature

GCpi = +Internal Coef T:26.13-1 qz = .00256•Kz•Kzt•Kd•Ke•V2*LFE:26.10-1 qip = For +GCpi use qh qin = Negative Internal Pressure: qh

Side = qh•G•CpSW-qip•(GCpi+) E:27.3-1 Leeward = qh•G•CpLW-qip•(GCpi+) E:27.3-1

Windward = qz•G•CpWW-qip•(GCpi+) E:27.3-1 Total = Windward - Leeward +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface §27.1.5 = MWFRS Min Wall Pressure = 16.00 psf

RWP[tR

Roof Wind Pressures [Parallel to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Component Description Location Start ft

End ft θ

Basis GCpi CpMin CpMax Pmin psf Pmax psf Pmin psf Overhang Leeward 8 All All 18.43 N +0.18 -0.569 -0.569 -17.20 -17.20 8.00

Overhang Overhang 0 to h

5,6 0.000 30.350 0.0 P +0.18 -0.9 -0.18 -24.50 -8.63 8.00

Overhang Windward 7 All All 18.43 N +0.18 0.137 -0.363 -1.64 -12.66 8.00

Overhang Overhang h to 2•h

5,6 30.350 60.700 0.0 P +0.18 -0.5 -0.18 -15.68 -8.63 8.00

Overhang Overhang ≥ 2•h 5,6 60.700 256.000 0.0 P +0.18 -0.3 -0.18 -11.28 -8.63 8.00

Roof Leeward 4 All All 18.43 N +0.18 -0.569 -0.569 -17.20 -17.20 8.00

Roof Windward 3 All All 18.43 N +0.18 0.137 -0.363 -1.64 -12.66 8.00

Roof Roof 0 to h 1,2 3.000 30.350 0.0 P +0.18 -0.9 -0.18 -24.50 -8.63 8.00

Roof Roof h to 2•h 1,2 30.350 60.700 0.0 P +0.18 -0.5 -0.18 -15.68 -8.63 8.00

Roof Roof ≥ 2•h 1,2 60.700 253.000 0.0 P +0.18 -0.3 -0.18 -11.28 -8.63 8.00

Soffit Bottom 7 All All 0.0 N/A +0.18 0.8 0.8 12.96 12.96 8.00

Overhang Leeward 8 All All 18.43 N -0.18 -0.569 -0.569 -7.87 -7.87 8.00

Overhang Overhang 0 to h

5,6 0.000 30.350 0.0 P -0.18 -0.9 -0.18 -15.17 0.70 8.00

Overhang Windward 7 All All 18.43 N -0.18 0.137 -0.363 7.69 -3.32 8.00

Overhang Overhang h to 2•h

5,6 30.350 60.700 0.0 P -0.18 -0.5 -0.18 -6.35 0.70 8.00

Overhang Overhang ≥ 2•h 5,6 60.700 256.000 0.0 P -0.18 -0.3 -0.18 -1.94 0.70 8.00

Roof Leeward 4 All All 18.43 N -0.18 -0.569 -0.569 -7.87 -7.87 8.00

Roof Windward 3 All All 18.43 N -0.18 0.137 -0.363 7.69 -3.32 8.00

Roof Roof 0 to h 1,2 3.000 30.350 0.0 P -0.18 -0.9 -0.18 -15.17 0.70 8.00

Roof Roof h to 2•h 1,2 30.350 60.700 0.0 P -0.18 -0.5 -0.18 -6.35 0.70 8.00

Roof Roof ≥ 2•h 1,2 60.700 253.000 0.0 P -0.18 -0.3 -0.18 -1.94 0.70 8.00

Soffit Bottom 7 All All 0.0 N/A -0.18 0.8 0.8 22.30 22.30 8.00

Roof Pressures based upon Ch 27 Pt1:

Component = The building component for pressures Location = Reference Graphic in Output for Values Start = Start Dist from Windward Edge End = End Dist from Windward Edge CpMin = Smallest Coefficient Magnitude CpMax = Largest Coefficient Magnitude Pmin = qh•G•CpMin-qip•GCpiE:27.3-1 Pmax = qh•G•CpMax-qin•GCpiE:27.3-1

GCpi = +Internal Coef T:26.13-1 Basis = P=Parallel to Ridge: N=Normal to Ridge Pmin = Min Press projected on vertical plane §27.1.5 θ = Roof Slope Relative to Wind §27.1.5 = MWFRS Min Wall Pressure = 16.00 psf +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface

• The smaller uplift pressures due to CpMin can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7

CWpC3P1R&W

Components and Cladding (C&C) Wind Loads per Ch 30 Pt 1 Roof & Wall h = Mean structure height = 30.350 ft Kh = 2.01•(hgrade/Zg)2/α T:26.10-1 = 0.985

Kzt = No Topographic Feature = 1.000 Kd = Directionality Factor T:26.6-1 = 0.85 GCpi = ± Internal Press Coef T:26.13-1 = ±0.18 LF = STRENGTH Load Factor = 1.00 Ke = Ground Elev Factor T:26.9-1 = 1.000 qh = .00256•Kh•Kzt•Kd•Ke•V2*LFE:26.10-1 = 25.93 psf θ = Slope of Roof = 18.43 ° a1 = Min(0.1•B, 0.4•h) = 8.100 ft a = Max(a1, 0.04•B, 3 ft [0.9 m]) = 8.100 ft

CWR&WD

C&C Wind Roof & Wall Detailed per Ch 30 Pt 1 All wind pressures include a Load Factor (LF) of 1.0

Description Zone Width ft

Span ft

Area ft2

1/3 Rule Reference a ft

GCpi GCpd GCpu Pmax psf Pmin psf Zone 4 4 12.0000 12.0000 144.00 No F:30.3-1 8.1 ±0.18 0.80 -0.90 25.29 -27.88

Zone 4 4 12.0000 16.0000 192.00 No F:30.3-1 8.1 ±0.18 0.77 -0.87 24.72 -27.31

Zone 4 4 16.0000 16.0000 256.00 No F:30.3-1 8.1 ±0.18 0.75 -0.85 24.15 -26.74

Zone 5 5 24.0000 16.0000 384.00 No F:30.3-1 8.1 ±0.18 0.72 -0.84 23.34 -26.46

GCpd = Down (+) External Coefficient GCpu = Uplift (-) External Coefficient Pmax = qh•[GCpd-GCpi] [E:30.3-1] Pmin = qh•[GCpu-GCpi] [E:30.3-1] +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface §30.2.2 = C&C Min Pressure = 16.00 psf Zone = Applicable Zone per Figure Width = Width of Component Span = Span of Component Area = Span • Width 1/3 Rule = Width limited to Span/3 a = Max[Min(.1•B,.4•h),.04•B,3]F:30.3-1 GCpi = Internal Coef T:26.13-1

Reference = Applicable Reference from Standard

0.6P (psf)

15.17 16.73

14.83 16.39

14.49 16.04

14.00 15.88

Developed by Meca Enterprises Inc., www.mecaenterprises.com, Copyright © 2025

CI

Calculations Prepared by:

Date: Mar 19, 2025

FI

File Location: C:\Users\dyoon\OneDrive - Stantec\1Work\ 184031890 EMWD OMC Roll-up Door Project\2 Calculations\Warehouse.wnd

G

General:

Reference Abbreviations: T: Table, F: Figure, E: Equation, §: Section Wind Load Standard = ASCE 7-16 Basic Wind Speed = 110.0 mph Exposure Classification = C Risk Category = III Structure Type = Building Basis for Wind Pressures = LRFD MWFRS Analysis Method = Ch 27 Pt 1 C&C Analysis Method = Ch 30 Pt 1 Dynamic Type of Structure = Rigid Advanced Options = False

B

Building:

Roof = Roof Type = Hipped Encl = Enclosure Classification = Enclosed Help = Help on Building Roof Type = Help Pitch = Pitch of Roof = 4.37 :12 θ = Slope of Roof = 20.00 ° W = Building Width = 81.0000 ft L = Building Length = 154.0000 ft RHt = Ridge Height = 38.933 ft EHt = Eave Height = 23.100 ft Custom = Custom dimensions for

Hipped End = False

Lhip = Ridge Hipped Length = 73.0000 ft Pitch hip

= Hipped End Slope of Roof = 4.368 :12 θhip = Hipped End Slope of Roof = 20.00 ° OH = Overhang Configuration = All Soffit Par = Parapet = None zi = Highest Opening Elevation = 16.0000 ft HTover = Override Mean Roof Height = False Htman = Mean Roof Height = 31.016 ft RAover = Override Roof Area = False GCpi_o = Override GCpi value = False

EC

Exposure Constants [T:26.11-1]:

α = 3-s Gust-speed exponent = 9.500 Zg = Nominal Ht of Boundary Layer = 900.000 ft â = Reciprocal of α = 0.105 b = 3 sec gust speed factor = 1.000 αm = Mean hourly Wind-Speed Exponent = 0.154 bm = Mean hourly Windspeed Exponent = 0.650 c = Turbulence Intensity Factor = 0.200 ε = Integral Length Scale Exponent = 0.2000

O

Overhang Inputs:

Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = Soffit OH = Overhang of Roof Beyond Wall = 3.000 ft

MWpC2P

Main Wind Force Resisting System (MWFRS) Wind Calculations per Ch 27 Pt1

WAREHOUSE

h = Mean structure height = 31.016 ft Kh = 2.01•(hgrade/Zg)2/α T:26.10-1 = 0.989

Kzt = No Topographic Feature = 1.000 Kd = Directionality Factor T:26.6-1 = 0.85 GCpi = ± Internal Press Coef T:26.13-1 = ±0.18 LF = STRENGTH Load Factor = 1.00 Ke = Ground Elev Factor T:26.9-1 = 1.000 qh = .00256•Kh•Kzt•Kd•Ke•V2*LFE:26.10-1 = 26.04 psf qin = Negative Internal Pressure: qh = 26.04 psf qip = For +GCpi use qh = 26.04 psf Aroof = Roof Area = 14,813.35 ft

MWL[tR

MWFRS Wind Loads [Normal to Ridge] h = Mean Roof Height of Building = 31.0164 ft RHt = Ridge Height Of Roof = 38.9327 ft B = Building Width Normal To Wind = 154.0000 ft L = Building Width Parallel To Wind = 81.0000 ft L/B = Ratio: L/B = 0.526 h/L = Ratio: h/L = 0.383 θ = Slope of Main Roof = 20.00 ° θHip = Slope of Hipped Roof Ends = 20.00 ° G = Gust Factor: Min(G1, G2) = 0.850 CpWW = Windward Wall Coefficient = 0.800 CpLW = Leeward Wall Coefficient = -0.500 CpSW = Side Wall Coefficient = -0.700

WWP[tR

Wall Wind Pressures [Normal to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Elev ft

GCpi qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

23.100 +0.18 26.04 0.930 1.000 24.48 11.96 -15.76 -20.18 27.71 16.00

23.100 -0.18 26.04 0.930 1.000 24.48 21.33 -6.38 -10.81 27.71 16.00

Kz = 2.01•(zgrade/Zg)2/α T:26.10-1 Kzt = No Topographic Feature

GCpi = +Internal Coef T:26.13-1 qz = .00256•Kz•Kzt•Kd•Ke•V2*LFE:26.10-1 qip = For +GCpi use qh qin = Negative Internal Pressure: qh

Side = qh•G•CpSW-qip•(GCpi+) E:27.3-1 Leeward = qh•G•CpLW-qip•(GCpi+) E:27.3-1

Windward = qz•G•CpWW-qip•(GCpi+) E:27.3-1 Total = Windward - Leeward +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface §27.1.5 = MWFRS Min Wall Pressure = 16.00 psf

RWP[tR

Roof Wind Pressures [Normal to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Component Description Location Start ft

End ft θ

Basis GCpi CpMin CpMax Pmin psf Pmax psf Pmin psf Overhang Leeward 6 All All 20.0 N +0.18 -0.6 -0.6 -17.97 -17.97 8.00

Overhang Overhang 0 to h 7,8 0.000 31.016 0.0 P +0.18 -0.9 -0.18 -24.61 -8.67 8.00

Overhang Windward 5 All All 20.0 N +0.18 0.094 -0.353 -2.61 -12.51 8.00

Overhang Overhang h to 2•h 7,8 31.016 62.033 0.0 P +0.18 -0.5 -0.18 -15.76 -8.67 8.00

Overhang Overhang ≥ 2•h 7,8 62.033 87.000 0.0 P +0.18 -0.3 -0.18 -11.33 -8.67 8.00

Roof Leeward 2 All All 20.0 N +0.18 -0.6 -0.6 -17.97 -17.97 8.00

Roof Windward 1 All All 20.0 N +0.18 0.094 -0.353 -2.61 -12.51 8.00

Roof Roof 0 to h 3,4 3.000 31.016 0.0 P +0.18 -0.9 -0.18 -24.61 -8.67 8.00

Roof Roof h to 2•h 3,4 31.016 62.033 0.0 P +0.18 -0.5 -0.18 -15.76 -8.67 8.00

Roof Roof ≥ 2•h 3,4 62.033 84.000 0.0 P +0.18 -0.3 -0.18 -11.33 -8.67 8.00

Soffit Bottom 5 All All 0.0 N/A +0.18 0.8 0.8 13.02 13.02 8.00

Overhang Leeward 6 All All 20.0 N -0.18 -0.6 -0.6 -8.59 -8.59 8.00

Overhang Overhang 0 to h 7,8 0.000 31.016 0.0 P -0.18 -0.9 -0.18 -15.24 0.70 8.00

Overhang Windward 5 All All 20.0 N -0.18 0.094 -0.353 6.76 -3.13 8.00

Overhang Overhang h to 2•h 7,8 31.016 62.033 0.0 P -0.18 -0.5 -0.18 -6.38 0.70 8.00

Overhang Overhang ≥ 2•h 7,8 62.033 87.000 0.0 P -0.18 -0.3 -0.18 -1.95 0.70 8.00

Roof Leeward 2 All All 20.0 N -0.18 -0.6 -0.6 -8.59 -8.59 8.00

Roof Windward 1 All All 20.0 N -0.18 0.094 -0.353 6.76 -3.13 8.00

Roof Roof 0 to h 3,4 3.000 31.016 0.0 P -0.18 -0.9 -0.18 -15.24 0.70 8.00

Roof Roof h to 2•h 3,4 31.016 62.033 0.0 P -0.18 -0.5 -0.18 -6.38 0.70 8.00

Roof Roof ≥ 2•h 3,4 62.033 84.000 0.0 P -0.18 -0.3 -0.18 -1.95 0.70 8.00

Soffit Bottom 5 All All 0.0 N/A -0.18 0.8 0.8 22.40 22.40 8.00

Roof Pressures based upon Ch 27 Pt1:

Component = The building component for pressures Location = Reference Graphic in Output for Values Start = Start Dist from Windward Edge End = End Dist from Windward Edge CpMin = Smallest Coefficient Magnitude CpMax = Largest Coefficient Magnitude Pmin = qh•G•CpMin-qip•GCpiE:27.3-1 Pmax = qh•G•CpMax-qin•GCpiE:27.3-1

GCpi = +Internal Coef T:26.13-1 Basis = P=Parallel to Ridge: N=Normal to Ridge

§27.1.5 = MWFRS Min Wall Pressure = 16.00 psf +Press = Pressure Acting Toward Surface -Press = Pressure Acting Away from Surface

• The smaller uplift pressures due to CpMin can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7

MWL[tR

MWFRS Wind Loads [Parallel to Ridge] h = Mean Roof Height of Building = 31.0164 ft RHt = Ridge Height Of Roof = 38.9327 ft B = Building Width Normal To Wind = 81.0000 ft L = Building Width Parallel To Wind = 154.0000 ft L/B = Ratio: L/B = 1.901 h/L = Ratio: h/L = 0.201 θ = Slope of Main Roof = 20.00 ° θHip = Slope of Hipped Roof Ends = 20.00 ° G = Gust Factor: Min(G1, G2) = 0.850 CpWW = Windward Wall Coefficient = 0.800 CpLW = Leeward Wall Coefficient = -0.320 CpSW = Side Wall Coefficient = -0.700

WWP[tR

Wall Wind Pressures [Parallel to Ridge] All wind pressures include a Load Factor (LF) of 1.0

Elev ft

GCpi qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

38.933 +0.18 26.04 1.038 1.000 27.32 13.89 -11.77 -20.18 25.66 16.00

31.016 +0.18 26.04 0.989 1.000 26.04 13.02 -11.77 -20.18 24.79 16.00

23.100 +0.18 26.04 0.930 1.000 24.48 11.96 -11.77 -20.18 23.72 16.00

38.933 -0.18 26.04 1.038 1.000 27.32 23.27 -2.39 -10.81 25.66 16.00

31.016 -0.18 26.04 0.989 1.000 26.04 22.40 -2.39 -10.81 24.79 16.00

23.100 -0.18 26.04 0.930 1.000 24.48 21.33 -2.39 -10.81 23.72 16.00

Kz = 2.01•(zgrade/Zg)2/α T:26.10-1 Kzt = No…