request for proposals s av-o s upply b uilding r ... · options may be to redevelop the entire...

R E Q U E S T F O R P R O P O S A L S S A V - O S U P P L Y B U I L D I N G

R E D E V E L O P M E N T P R O J E C T

City of Wausau

Community Development Department 407 Grant Street

Wausau, WI 54403-4783 Phone (715) 261-6680

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T A B L E O F C O N T E N T S

Section Page In t roduct ion/His tory . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 S i te Overv iew/Zoning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Bui ld ing In format ion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Contemplated Use(s) o f the Proper ty . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Purpose of the Request for Proposal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Dates for Submiss ion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Schedule of Events . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Evaluat ion Cr i ter ia……………………………………………………………… 6 Speci f ic Response Requi rements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 EXE CUT IVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 APPROACH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 DEL IVERA BLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 PROJECT MANAGEM ENT APPROACH. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 LEVEL OF INVEST MENT AND F INANCIAL V IABIL IT Y . . . . . . . . . . . . . . . . . . . . . . . 8 PROJECT EXAMP LES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 DEVELOPM ENT ORGANIZAT ION’S OVERVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Scope of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 REQUIREMENT S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Evaluat ion Factors for Award . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Costs o f Proposal …………………………………………………………….. . . 9 Appendices Appendix 1 Photos of Sav-O Supply Bui ld ing ………………………. At tachment Appendix 2 Assessment , Zoning and

Land Records In format ion ………………………………… Attachment Appendix 3 Map of Bu i ld ing Locat ion…………………………………… Attachment Appendix 4 St ructura l Analys is…………………….………………… Attachment

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Introduction/History The current City-owned building, known locally as the Sav-O Supply Building, was built in 1920 to house the Badger Bag and Paper Manufacturing Company. The building has been used industrially, by various entities, throughout its history. Most recently, the building served as a warehouse for home building supplies. The property is adjacent to functioning railroad tracks and is located near the banks of the Wisconsin River. Historically, properties in this area located along the railroad tracks and river were used for industrial purposes. The historical uses are changing as modern industry has moved away from the railroad and the river, and as waterfront property has become more desirable for commercial and residential development. The property directly north of the subject property, for example, contains a historic trolley shed that was converted into residential use as part of a larger new residential development. The City has invested substantial resources in the area to remove blighting influences and begin revitalizing the riverfront and adjacent neighborhoods. The subject property is a key piece in these efforts as it has been a blighted property for many years and sits in a highly visible location. The City strongly desires to remediate the blighting influence of the building, either through rehabilitation or demolition, making the site desirable for private redevelopment. Site Overview and Building Information The Sav-O-Supply building rests on approximately 1.15 acres of land on the east side of the Wisconsin River, just south of Bridge Street. The address of the property is 1418 N 1st Street, in the city of Wausau, Wisconsin. The building is positioned on roughly the northern half of its lot. The Sav-O Supply Building is a two-story building, with approximately 19,200 square feet per floor. The property is currently zoned for industrial uses, but the City will initiate a change to planned-unit development zoning to accommodate future commercial, residential, industrial or mixed uses. The property’s previous assessed value was $75,000 Land and $122,200 improvements for a total assessment of $197,200. Photos and floor plans are included in Appendix 1. The first floor construction is a concrete slab on grade. The second floor construction consists of steel beams and columns with 3” (nominal) wood tongue and groove floor deck. The building is divided into eight bays north-south and seven bays in the east-west direction. The exterior walls consist of structural clay tiles infilled between steel beams and columns. Clay tiles were a common building material at the time this building was constructed. They are similar to modern concrete masonry block (commonly referred to as cinder block). The primary difference is that the product was made of clay which is similar to brick rather than concrete. The building has some unique and historical features. The freight elevator is circa 1938. The mechanical system which operates the elevator is striking. The original 1920 “Economic” boiler is located at the southwest corner of the building.

In 2013, Ionic Structures and Design, LLC completed a structural analysis of the Sav-O Supply Building. Their findings indicated the overall condition of the existing structural steel framing to be in good condition and concluded it is “quite feasible to rehabilitate, restore and strengthen the Sav-O Supply Building.” A copy of the structural analysis report is included in Appendix 4.

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Contemplated Uses of the Property If the building can be rehabbed in a cost effective manner to be functional and aesthetically pleasing, the City envisions its future use to be commercial, residential, industrial or mixed use. Options may be to redevelop the entire building into condos, loft apartments, office space, a maker’s space, restaurant, culinary institute or light industrial. The building may be redeveloped by itself or be incorporated into a larger project with adjoining new structures, as was done in the Trolley Quarter Flats building directly to the north. The City of Wausau will also entertain proposals that do not reuse the existing building. Purpose of the Request for Proposal The Sav-O-Supply Building sits along the developing east riverfront area. In recent years, the City of Wausau began acquiring and cleaning up underutilized properties on the riverfront in order to spur development. The City of Wausau now owns approximately 17 acres of real estate along the banks of the Wisconsin River, which cuts through bustling downtown Wausau. The City of Wausau has received multiple state and federal grants for planning, remediation, and site enhancements, including a recent $1 million grant from the State of Wisconsin. The purpose of this proposal is to locate investors and developers interested in acquiring and redeveloping the site into a viable asset of the neighborhood. The property is located within the City’s Tax Increment District Three (TID #3). The City of Wausau is seeking to identify and select an outside independent organization to perform the activities listed in this request. The remainder of this document provides additional information that will allow a developer the capacity to understand the scope of the effort and respond with a proposal in the format desired by the City of Wausau.

Dates for Submission

All proposals are due Tuesday, March 31, 2015 at 4:30 p.m. Any proposal received at the designated location after the required date and time specified shall be considered late and non-responsive. Any late proposals shall not be evaluated for award.

5

Schedule of Events

Contact information to submit their proposal as well as major dates associated with the RFP submission, evaluation and award process.

Event Date

1. RFP Distribution to Developers 12/09/2014

2. Questions from Developers about scope or approach due

01/30/2015

3. Responses to Developers about scope or approach due

02/13/2015

4. Proposal Due Date 03/31/2015

5. Target Date for Review of Proposals 04/10/2015

6. Final Selection Discussion(s)--Week of 04/30/2015

7. Anticipated Decision and Selection of Developers(s)

05/01/2015

8. Anticipated Commencement (date of work) 09/01/2015

Please contact Ann Werth in the Community Development Department to arrange your private tour of the Sav-O Supply Building.

Ann Werth Community Development Director

City of Wausau 715-261-6683

[email protected]

6

Evaluation Criteria

Weighting of criteria is used by the City as a tool in selecting the best proposal. The City may change criteria and criteria weights at any time. Evaluation scores or ranks do not create any right in or expectation of a contract award. Proposals will be evaluated on the accuracy and responsiveness of the developer. Background checks and references will also be considered.

The response that is deemed to be the most advantageous for the entire Wausau metro area shall be termed the best project. Consideration will be given to cost, level of investment, functionality, and other factors. A selection committee at the City of Wausau shall be made up of members from the community, Common Council, Community Development, Finance and Planning Departments.

To be selected, a developer (or team of developers) must be able to comply with the general requirements outlined in this document and with the Wisconsin Equal Opportunity and Affirmative Action Program requirements.

Proposals shall meet the following criteria:

1. Proposals shall be prepared on standard 8 1/2” X 11” letter-size paper, bound length-wise, with tabs to separate sections;

2. Proposals must respond to each RFP item in the order outlined in the RFP, beginning with Executive Summary. Each item must be marked by tabs to indicate the section number;

3. Proposal must not exceed twenty-five (25) pages excluding appendices; 4. Ten (10) copies of each proposal must be delivered to the attention of the authorized

representative listed in the specific response requirements section; 5. Email digital copy of proposal to [email protected] no later than March 31,

2015. The City of Wausau reserves the right to:

Reject any or all offers and discontinue this RFP process without obligation or liability to any potential developer,

Award a contract on the basis of initial offers received, without discussions or requests for best and final offers, and

Award more than one contract. The proposal shall be submitted in several parts as set forth below. The developer will confine its submission to those matters sufficient to define its proposal and to provide an adequate basis for the City of Wausau to evaluate and select redevelopment options. In order to address the needs of this proposal, the City of Wausau encourages developers to work cooperatively in presenting integrated solutions. Team arrangements may be desirable to enable the companies involved to complement each other's unique capabilities, while offering the best combination of performance, cost, and delivery for the challenges offered under this RFP. The City of Wausau will recognize the integrity and validity of team arrangements provided that:

The arrangements are identified and relationships are fully disclosed,

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A prime developer is designated that will be fully responsible for all contracted performance.

Specific Response Requirements Developer’s proposal in response to this RFP will be incorporated into the final agreement between the City of Wausau and the Developer and the selected vendor(s) of the Developer. Send proposals by 4:30 p.m. on March 31, 2015 to the attention of: Ann Werth, Community Development Director City Hall 407 Grant Street Wausau, WI 54403-4783 Phone: 715-261-6782 or 715-261-6683 Fax: 715-261-0305 The submitted proposals are suggested to include each of the following sections:

1. Executive Summary 2. Approach 3. Project Deliverables 4. Project Management Approach 5. Level of Investment and Financial Viability 6. Successful Urban Redevelopment Project Examples 7. Development Organization’s Overview 8. Scope of Work

EXECUTIVE SUMMARY: This section will present a high-level synopsis of the Developer’s responses to the RFP. The Executive Summary should articulate the developer’s vision for the site, provide a brief overview of the engagement, and should identify the main features and benefits of the proposed work. Developer shall also highlight how the proposed project will benefit the surrounding neighborhood and district.

APPROACH: The proposal should reflect each of the sections listed below:

For project team responsibilities, list the approximate percentage of the project for each

team member, Description of the project approach, Include detailed procedures and technical expertise by phase.

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PROJECT DELIVERABLES: Include descriptions of the types of reports used to summarize and provide detailed information on predicted vulnerabilities, and the necessary countermeasures to correct as well as the recommended corrective actions as they might apply to the project.

PROJECT MANAGEMENT APPROACH: Include biographies and relevant experience of key staff and management personnel. Describe the qualifications and relevant experience of the types of staff that would be assigned to this project by providing biographies for those staff members. Describe bonding process and coverage levels of employees. Affirm that no employees working on the engagement have ever been convicted of a felony.

Experience and responsibility summary, List and description of key team members’ personal experience, Briefly describe how the engagement proceeds from beginning to end, Include a fee breakdown by project phase.

LEVEL OF INVESTMENT AND FINANCIAL VIABILITY: Developers shall include a project construction budget. Developer shall provide the status of their organization (whether a corporation, a non-profit or charitable institution, a partnership, a limited liability corporation, a business association, joint venture, or other) indicating under which laws it is organized and operating, including a brief financial history. The developer shall provide a statement regarding any debarments, suspensions, bankruptcy and/or loan defaults.

SUCCESSFUL URBAN DEVELOPMENT/REDEVELOPMENT PROJECT EXAMPLES: Include detailed descriptions and photos of other successful urban redevelopment projects completed by your firm.

DEVELOPMENT ORGANIZATION’S OVERVIEW: Provide the following information about your company:

Official registered name (Corporate, D.B.A., Partnership, etc.), Dun & Bradstreet Number, Primary and secondary SIC numbers, address, main telephone number, toll-free numbers, and facsimile numbers.

Key contact name, title, address (if different from above address), direct telephone and fax numbers.

Person authorized to contractually bind the organization for any proposal against this RFP.

Brief history, including year established and number of years your development team has taken on projects similar to the Sav-O Supply Building.

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Scope of Work

REQUIREMENTS

The following information should be used to determine the scope of this project and provide the specifics as to the level of overall investment for this engagement.

Project Narrative, Use(s) and Scope of User(s)

Design, Elevations, Preliminary Site Plan

Estimate Costs of Labor/Materials

Identified Phases (if applicable)

Timeline of Scope of Work

Conditions for Completion

Evaluation Factors for Award

Evaluation of offers will be based upon the Developer’s responsiveness to the RFP and the quality of investment and usefulness.

The following elements will be the primary considerations in evaluating all submitted proposals and in the selection of a Developer:

1. Completion of all required responses in the correct format. 20 Points 2. The extent to which the Developer’s proposed solution creatively reuses and maximizes

the property’s potential. 30 Points 3. An assessment of the Developer’s ability to deliver the indicated service in accordance

with the specifications set out in this RFP. 10 Points 4. Certification statement affirming that the firm has not been debarred and that all

accreditations claimed in the RFP are current. 10 Points 5. The Developer’s stability, experiences, and record of past performance in delivering

such services. 10 Points 6. Availability of sufficient high quality personnel with the required skills and experience for

the specific approach proposed. 10 Points 7. Overall investment level and proof of financial viability evidenced in the Developer’s

proposal. 20 Points The city of Wausau may at their sole discretion and without explanation to prospective Developer(s), choose to change its evaluative factors or discontinue the RFP at any given time. Costs of Proposal Any costs incurred in the development of the Response to this Request for Proposals are borne by the Developer. The City of Wausau is not responsible for any costs incurred by the Developer in formulating a response, or any other costs incurred such as mailing expenses.

Appendix 1

Appendix 2

Marathon County Land Record Report

file:///O|/CDData/Clerical/RFP/Savo/Savo%20Land%20Records.htm[01/06/2015 12:00:41 PM]

Marathon County Land Record Report Generated:1/6/2015 at 11:04:36 AM

Request: 29129072520308 For reference purposes only.

No warranties are expressed or implied forthe data provided.

PIN: 291-2907-252-0308

Parcel: 59-7535-022-002-00-00

Municipality: City of WAUSAU

View Type: Internal Account: User

An Assessor's Property Record Card for this PIN is available

Tract Index may have instruments for this PIN available

Record Navigation Bar: PIN Address Owner

(1) General Parcel Information:

PIN 291-2907-252-0308

Parcel Number 59-7535-022-002-00-00

Parcel Status Active

Sale Type NOT OPEN MARKET

Sale Date 11/30/2012

Sale Amount $237,000.00

Transfer Tax $711.00

Deed Type Warranty Deed

Deed Reference 1636225WD

Mailing Address CITY OF WAUSAU

407 GRANT ST WAUSAU WI54403

(2) Parcel Owners Names:

Owner # 1 CITY OF WAUSAU

(3) Parcel Addresses:

Address # 1 1418 N 1ST ST WAUSAU WI 54403

(4) Parcel Descriptions:

Year Acre Description

1993 N/A A WARREN JRS 2ND ADD LOTS 2TO 8 INCL BLK 22

(5) Parcel Assessment:

Year Use Acre Land Value Improvement Value Total Value

2013 MUNICIPAL OWNED 1.15 $0.00 $0.00

Totals for 2013 1.15 $0.00 $0.00 $0.00

2007 COMMERCIAL 1.15 $75,000.00 $122,200.00

Totals for 2007 1.15 $75,000.00 $122,200.00 $197,200.00

2005 COMMERCIAL 1.15 $67,500.00 $113,400.00

Totals for 2005 1.15 $67,500.00 $113,400.00 $180,900.00

2004 COMMERCIAL 1.15 $67,500.00 $126,300.00

Totals for 2004 1.15 $67,500.00 $126,300.00 $193,800.00

2000 COMMERCIAL 1.15 $50,000.00 $124,400.00

Totals for 2000 1.15 $50,000.00 $124,400.00 $174,400.00

1996 COMMERCIAL 1.15 $50,000.00 $124,400.00

Totals for 1996 1.15 $50,000.00 $124,400.00 $174,400.00

1995 COMMERCIAL 1.15 $37,500.00 $112,500.00



Totals for 1995 1.15 $37,500.00 $112,500.00 $150,000.00

1992 COMMERCIAL 0.00 $37,500.00 $112,500.00

Totals for 1992 0.00 $37,500.00 $112,500.00 $150,000.00

1991 COMMERCIAL 0.00 $37,500.00 $142,800.00

Totals for 1991 0.00 $37,500.00 $142,800.00 $180,300.00

(6) Parcel Special Assessments:

No Data has been entered for this PIN.

(8) Recent Taxes:

View Payoff Statement (for current month of all unpaid taxes, interest, and penalty)

Year Description Due Paid Unpaid Description Value

2014

ViewTaxBillPDF

Fair Mkt. Value 0.00

General Net 0.00 Wood Fair Mkt. Value 0.00

Lottery Credit 0.00

General Tax 0.00 0.00 0.00 Land 0.00

Special 0.00 0.00 0.00 Use Assessment 0.00

Wood 0.00 0.00 0.00 Improvement 0.00

Other 0.00 0.00 0.00 Wood 0.00

Totals: $0.00 $0.00 $0.00 Total Assessed Value $0.00


2013

ViewTaxBillPDF

Fair Mkt. Value 0.00

General Net 0.00 Wood Fair Mkt. Value 0.00

Lottery Credit 0.00

General Tax 0.00 0.00 0.00 Land 0.00


Wood 0.00 0.00 0.00 Improvement 0.00

Other 0.00 0.00 0.00 Wood 0.00

Totals: $0.00 $0.00 $0.00 Total Assessed Value $0.00


2012

ViewTaxBillPDF

Fair Mkt. Value 185,400.00

General Net 4,699.60 Wood Fair Mkt. Value 0.00

Lottery Credit 0.00

General Tax 4,699.60 4,699.60 0.00 Land 75,000.00


Wood 0.00 0.00 0.00 Improvement 122,200.00

Other 0.00 0.00 0.00 Wood 0.00

Totals: $4,699.60 $4,699.60 $0.00 Total Assessed Value $197,200.00


2011

ViewTaxBillPDF



Lottery Credit 0.00

General Tax 4,839.44 4,839.44 0.00 Land 75,000.00



Other 0.00 0.00 0.00 Wood 0.00



2010

ViewTaxBillPDF



Lottery Credit 0.00

General Tax 4,864.68 4,864.68 0.00 Land 75,000.00



Other 0.00 0.00 0.00 Wood 0.00




(9) Parcel Tax Receipts:

5 Tax Receipt(s) on File.

Tax Year: 2012 Transaction # 2784592 Transaction Date: 02/21/2013

Item Due Applied

Tax Due: 4,699.60 (General) 4,699.60(Secondary) 0.00

Interest: 0.00 0.00

Penalty: 0.00 0.00

Tax Deed: 0.00 0.00

Other Charge: 0.00 0.00

Totals: $4,699.60 $4,699.60

Remaining Balance: $0.00


Item Due Applied


Interest: 0.00 0.00

Penalty: 0.00 0.00

Tax Deed: 0.00 0.00


Totals: $4,839.44 $4,839.44



Item Due Applied


Interest: 0.00 0.00

Penalty: 0.00 0.00

Tax Deed: 0.00 0.00


Totals: $1,621.00 $1,621.00



Item Due Applied


Interest: 0.00 0.00

Penalty: 0.00 0.00

Tax Deed: 0.00 0.00


Totals: $3,242.00 $1,621.00

Remaining Balance: $1,621.00


Item Due Applied


Interest: 0.00 0.00

Penalty: 0.00 0.00

Tax Deed: 0.00 0.00


Totals: $4,864.68 $1,622.68

Remaining Balance: $3,242.00

(11) Tax History:

Year Description Amount Description Value

2009 General Net 4,790.13 Tax District 5

Lottery Credit 0.00

General Tax 4,790.13 Fair Mkt. Value 198,800.00



Special Assessment 0.00 Wood Fair Mkt. Value 0.00

Special Charge 0.00

Forest Crop 0.00 Land 75,000.00

Woodland 0.00 Use Assessment 0.00

Managed Forest Open 0.00 Improvement 122,200.00

Managed Forest Closed 0.00 Wood 0.00

Total Paid $4,790.13 Total Assessed Value $197,200.00



Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 37.60








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00











Lottery Credit 0.00





Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00










Lottery Credit 53.65











Lottery Credit 83.73



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00








Lottery Credit 0.00



Special Charge 0.00










Lottery Credit 0.00



Special Charge 0.00






(12) Tax District:

Municpality: (291) WAUSAU | District: 5 | Year: 2015

Type Code Name

School 6223 WAUSAU

Tech District 1500 NORTHCENTRAL TECH

Sanitary 0 N/A

Lake 0 N/A

Tax 1 0000 N/A

Tax 2 0 N/A

Tax Incremental 3 TID District 3

(13) Lottery Credit Claims:

No Data has been entered for this PIN.

(14) Zoning:

1 Zoning Record(s) on File.

Tax Year Flood Plain Wetlands Zoning Ordinance

1996 N 1) M1

(18) House Photographs:

A Photo Collection Document for this PIN is available. Note: Image Retrieval can take several seconds.

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Appendix 3

371.98

THIS MAP IS NOT TO BE USED FOR NAVIGATION

Feet0 Notes

Legend

DISCLAIMER: The information and depictions herein are for informational purposes and Marathon County-City of Wausau specificallydisclaims accuracy in this reproduction and specifically admonishes and advises that if specific and precise accuracy is required, the

same should be determined by procurement of certified maps, surveys, plats, Flood Insurance Studies, or other official means.Marathon County-City of Wausau will not be responsible for any damages which result from third party use of the information and

depictions herein or for use which ignores this warning.User_Defined_Lambert_Conformal_Conic

371.98

Parcel Annotations

Parcels

Land Hooks

Section Lines/Numbers

Right Of Ways

Municipalities

Appendix 4

/9

Susan L. Lasecki

Ionic Structures and Design, LLC

PO Box 466

Plover, Wisconsin 54467

March 11, 2013

Mr. Brad Lenz

City Planner

City of Wausau

407 Grant Street

Wausau, Wisconsin

Project Name: Sav-O-Supply Structural Evaluation

1418 N. 1st

Street

Wausau, Wisconsin

Ionic Project Number: 13-003

Dear Mr. Lenz:

In accordance with the proposal PR12-56 submitted to you on December 5, 2012, Ionic Structures and

Design, LLC (IONIC) has performed an investigation of the Sav-o-Supply facility at the above stated

address. Following is a report detailing the outcome of this investigation. To facilitate your review of this

report, it has been organized into the following sections:

1. Observations

2. Structural Analysis

3. Architectural Code Review

4. Recommendations and Conclusions

5. Definitions

6. Appendix A – Photos

7. Appendix B – Plans and sketches

8. Appendix C - Calculations

OBSERVATIONS The Sav-O-Supply building located at the above stated address was likely built around 1920

1. The Badger

Bag and Paper Manufacturer Company was the original building owner.

I visited the site on January 29, 2013. During my visit to the site, I observed and documented the overall

condition of the building. I also obtained specific dimensional information for the existing structural

members.

1 Wisconsin Historical Society, Wisconsin Architecture and History Inventory, Badger Bag and Paper

Manufacturer, Wausau, Marathon County, Wisconsin, Reference #50487.

/9

PROPERTY DESCRIPTION

The Sav-O-Supply building is a two story building, located on the east side of the Wisconsin River, just

south of Bridge Street (Photos 1 & 2). The footprint of the building is approximately 19,200 square feet

per floor. A first floor plan (Sheet A1) and second floor plan (Sheet A2) have been included with this

report and are located in Appendix A.

The first floor construction is a concrete slab on grade. The second floor construction consists of steel

beams and columns with 3” (nominal) wood tongue and groove (T & G) floor deck (Photos 3-5). The

building is divided into eight bays north-south and seven bays in the east-west direction. A second floor

framing plan (Sheet S1) has been provided in Appendix B of this report.

The roof framing consists of monoslope steel trusses which span from the building centerline at column

line 5 to the exterior north and south walls. A roof framing plan has been provided; see Sheet S2 in

Appendix B. A truss elevation drawing has been provided on Sheet S3. Steel or wood purlins span east-

west between the trusses and are supported on top of the trusses at panel point locations. Wood T&G

deck spans approximately eight feet north-south between the purlins. There are two large clerestory

areas between column lines 3-4 and 6-7 which span east-west between column lines B.5-F.5 (Photos 6-8).

An overall building section is illustrated on Sheet A3.

The exterior walls consist of structural clay tiles infilled between steel beams and columns. Clay tiles were

a common building material at the time this building was constructed. They are similar to modern

concrete masonry block (commonly referred to as cinder block). The primary difference is that the

product was made of clay which is similar to brick rather than concrete.

The building has some unique and

historical features. The freight

elevator is circa 1938. The

mechanical system which operates

the elevator is striking (Photos 9 &

10). The original 1920 “Economic”

boiler is located at the southwest

corner of the building. This boiler

was manufactured by Erie City Iron

Works. The crest on the doors

(Photo 11) provided enough

information to locate the original

product catalog. Figure 1 is an

original illustration of the boiler from

the 1915 catalog.

FIGURE 1

/9

OBSERVED CONDITIONS

The overall condition of the existing structural steel framing appears to be good. None of the existing

steel beams, columns, or trusses appear visibly deflected or deformed. The paint is peeling away from

much of the framing and there is some light surface corrosion in a few areas; but it does not appear to be

structurally significant.

The condition of the existing exterior walls varies substantially. In many areas the stucco finish is falling

away from the clay tile walls. The steel framing, which is embedded in the walls, is covered with a thin

layer of material and is falling away from the building in some locations. Some of the structural clay tile

infill is cracked and out-of-plumb.

It appears that the roof leaks in several locations. In a few localized areas, the hardwood floor is buckled

from the expansion of the saturated wood. There are likely a few areas where the floor and roof deck

require replacement as a result of deterioration from the leaking roof.

STRUCTURAL ANALYSIS The first step in determining the capacity of the existing second floor and roof framing was to determine

the structural section properties of the observed members. The typical beams and columns were

measured during the site visit. The measured members were compared to sizes available at the time the

building was constructed. If more than one member specification matched the size and availability

criteria, the section with smaller properties was conservatively selected. If original construction

documents become available, these deductions could be further verified.

The capacity of the primary framing members have been analyzed in accordance with current design

methods and compared to published (if available) capacities of the members. Following is a summary of

the member sizes, calculated capacities and subsequent allowable loads. Calculations supporting the

information provided below are located in Appendix C.

SECOND FLOOR CAPACITY

The second floor is constructed of primary steel beams spanning north-south and secondary beams

spanning east-west, spaced at 6 feet o.c. (on center). The second floor dead load was calculated to be

approximately 20 psf (pounds per square foot). The capacities of the steels beams were calculated and

yielded the allowable live loads as indicated below.

Primary Beams – S18x65

o Allowable LL (live load) = 175 psf

Secondary Beams – S15x37.5

o Allowable LL = 371 psf

ROOF TRUSS CAPACITY

The existing roof trusses are constructed of steel angles, plates and riveted connections (Photos 6-8, 14-

15). The existing roof truss geometry and members were measured during the site investigation. The

weight of the roof dead load was calculated to be approximately 20 psf. Current code required snow load

/9

was calculated to be 35 psf based on a typical non-essential facility occupancy. Based on this information,

a truss model was created and analyzed. An elevation of the truss is shown in drawing S3 in Appendix B.

Based on the analysis, some of the truss members are calculated to be overstressed under the code

required loads and require reinforcement and additional bracing. These members are indicated

individually on drawing S3. Steel trusses can be reinforced by welding additional steel angles, rods or

plates to the existing members. The top chord of the truss also requires additional bracing which can be

achieved through additional connections to the roof deck.

The truss connections were not individually analyzed; however, they may also require strengthening.

Note that local drift loads near the clerestory areas were not considered in the analysis, but should be

included during the design of the reinforcement.

The capacity of the existing steel purlins and roof deck could not be verified since their sizes could not be

obtained with the equipment that was available during the investigation. These members will require

additional verification and analysis. It is likely that the roof deck is sufficient based on preliminary

observations.

COLUMN CAPACITIES

The steel columns supporting the roof trusses above the second floor are laced built-up sections

consisting of steel angles and steel bars connecting the flanges. The connections are riveted (Photos 12 &

13). The steel columns supporting the second floor framing and roof are similar to those above; however,

a solid steel plate takes the place of the lacing bars.

Since the roof is supported at the north and south ends of the building and at the center column line, the

remainder of the columns only support the second floor framing. The column capacities were calculated

and based on the results, the second floor allowable live load was further established.

COLUMN CAPACITY

Built-up Column Line 5: Roof to 2nd

floor

o Calculated in accordance with modern methods = 108 k (kips)

o Actual Loads = 73.2 k

Built-up Column Line 5: 1st

to 2nd

floor


o Published capacity2 = 133.5 k

o Original 2nd

floor design load = 160 psf LL

o Allowable 2nd

floor load based on modern calculations = 210 psf LL

Columns supporting only the 2nd

floor – S10x25


o Published capacity2 = 48 k

o Original 2nd

floor design load LL = 125 psf live load

o Allowable 2nd

floor load based on modern calculations = 154 psf LL

2 Carnegie Steel Company. Pocket Companion for Engineers Architects and Builders. Pittsburgh, PA: 1923.

/9

LATERAL LOAD RESISTING SYSTEM

The exterior clay tile walls of the structure were likely designed to provide the lateral stability to the

structure. Since the exterior walls are in need of repair, it would be reasonable to rebuild new masonry

shear walls in place of some or most of the existing exterior clay tile walls, see Sheet A3.

The floor and roof diaphragms may require minor modifications in order to complete the load path to the

shear walls. There are existing steel rods installed diagonally in the plane of the roof diaphragm at the top

chord elevation. These rods may be able to provide the necessary shear load transfer to the exterior

walls. There appears to be plywood deck on top of the tongue and groove floor deck. Plywood, if

connected properly, provides a diagram capable of transferring lateral loads.

The specific solutions for amending the lateral load system will be dependent upon the final design of the

rehabilitated structure. A structure with an extensive amount of glass may necessitate additional steel

frames; whereas a building with masonry and punched openings would be able to utilize perimeter shear

walls. Additional options include the construction of new masonry stairwell walls and elevator shaft walls

on footings to provide lateral stability.

ARCHITECTURAL CODE REVIEW In order to repurpose the Sav-o-Supply facility, it must be evaluated based on current architectural code

requirements.

CONSTRUCTION TYPE CLASSIFICATION

The existing building construction type can be classified as Type IIIB in accordance with the 2009 IBC

(International Building Code). This type of construction consists of non-combustible exterior walls and

permits the interior framing to be constructed of combustible or non-combustible materials. Although

the primary floor beams and roof trusses are steel, the decking and some of the purlins are wood. Since

the first floor consists of wood deck, this building cannot be classified as Type IIB.

ALLOWABLE AREAS & OCCUPANCY SEPARATIONS

Since the footprint of each floor is 19,200 sf (square feet), the allowable uses of the space can be

extrapolated from the tables in the IBC Code. The Code specifies allowable areas per floor based on the

building construction type as well as the proposed occupancy type. Increases are allowed for the amount

of the building which is surrounded by accessible frontage that is a minimum of 25’ wide. There are

several limiting factors to this increase. The increase that appears to be appropriate for this property

assumes a 30’ accessible width along the east and south faces of the building. A current survey would be

required to confirm these assumptions. Site access along the south would also need to be provided. .

Based on accessible frontage increases, the allowable area per floor would be 25% greater than the values

indicated in the IBC table. Thus, the following uses would meet the criteria:

B: Business uses such as clinics, banks, professional service providers, etc.

F-2: Low hazard factory uses such as metal products, gypsum, beverages, masonry, etc.

Residential occupancies: Apartments, motels, dormitories, etc.

Storage occupancies: All storage occupancies which includes parking garages.

/9

Additional, and very substantial, increases are allowed for buildings with sprinkler systems. With

sprinklers, the allowable area per floor would be an additional 200% greater than the values indicated in

the table. This increase is added to the increase for accessible frontage, bringing the total area increase

to 225%. The sprinkler increase does not apply to hazardous occupancies. All uses, except hazardous H-1

through H-3 would be permitted based on these criteria. The most notable change is that mercantile

(retail) uses would be permitted.

If multiple uses are intended for the facility, fire separations between various types of occupancies are

sometimes required. Table 508.4 from the IBC indicates what fire separation is required between various

types of occupancies. As shown in the table below, most occupancy separations would require a one or

two hour rating. These ratings can be achieved through the use of UL listed assemblies or as prescribed in

IBC Section 720.

TABLE 1 – IBC TABLE 508.4

During the investigation, we discussed the possibility of using the first floor level for parking. The fire

separation between the space above and the parking area below would require a three hour fire rating in

accordance with IBC Section 509. This fire rating is most typically achieved through the use of concrete.

The fire rating would need to be applied to the second floor framing as well as the supporting columns.

Typically, a drive aisle for a parking lane will be 20’-25’ wide for parking garages. Since the column

spacing is 18’ o.c., utilizing the first floor for parking would be challenging from a dimensional perspective

and would require diagonal parking.

/9

EXIT DISTANCE

The maximum distance a person is required to travel

to reach the nearest building exit is addressed in

section 1016 of the IBC. Table 1016.1 has been

replicated to the right for your convenience. The

allowable travel distance to the nearest exit is based

upon occupancy type and the presence of a sprinkler

system. Given the geometry of the building, meeting

these requirements should not be a problem. The

current stair arrangement meets a maximum travel

distance of approximately 150’ if exterior doors are

added near the bottom of each stair.

OCCUPANT LOAD AND EGRESS

The determination of the required number of stairs, exits and exit widths is based upon the occupant load

of each space. The occupant load is based on Section 1004 of the IBC. In this section of the Code, each

type of occupancy is assigned an occupant load per gross or net square feet of area. Table 1004.1.1

specifies the number of square feet per occupant. Based on this table, a few of the possible occupant

loads per floor have been listed below.

Mercantile (first floor) – 640 occupants

Mercantile (second floor) – 320 occupants

Business – 192 occupants

Residential – 96 occupants

Each occupant contributes to the required number of exits and exit width from each occupied space.

Egress width calculations are defined in section 1005 of the Code. The quantity of exits, the width of exit

stairs and the width of exit doors are all dependent upon the calculated overall occupant loads for each

space and level.

ACCESSIBILITY

In order to meet current code requirements, accessibility provisions would need to be met. Accessibility

provisions are designed to meet the Federal ADA Guidelines and are specified in ICC/ANSI A117.1.

Notable changes that would be required in order to transform the building into an accessible facility

would include the following upgrades:

1. Provide accessible parking and an accessible path to the building entrance.

2. Provide an accessible entrance to the building. The entrance must not include a step up into the

building as it does currently.

3. Provide accessible doors and door opening devices.

4. Provide accessible access to the second floor. This provision would necessitate the installation of

a modern elevator. The existing elevator may be able to be refurbished and utilized as a freight

elevator.

TABLE 2

/9

5. Provide stairs which comply with current Code requirements, including a maximum 7” rise per

step.

6. Provide accessible toilet rooms.

Provide any additional upgrades that may be necessary based upon the selected use(s) of the building.

SPRINKLERS

A few of the benefits associated with the use of sprinklers have been addressed already in this report.

Sprinklers permit increases in allowable areas and reductions in fire separation ratings. Additional

benefits of using sprinklers that may not be initially perceived include flexibility in future expansion and

lower insurance rates. Other benefits that may be less tangible are the reduction in building owner

liability and the reduced possibility of loss of use of the property in the event of a fire.

CONCLUSIONS AND RECOMMENDATIONS The structural frame of the building is generally in good condition.

The roof trusses require reinforcement in order to meet current code

required load capacities. The columns and floor framing are sufficient

to support live loads up to 125 psf. Most of the proposed occupancies

for the second floor have live load requirements less than 125 psf, see

Table 3.

The exterior walls and façade are in poor condition and require

restoration. Since the building is nearly a hundred years old, the

existing walls would not meet the requirements of modern energy

codes. Additionally, since the lateral load resisting system of the building requires strengthening, it would

be appropriate to modify the exterior walls in such a way to provide additional structural strength as well

as thermal performance. One method for accomplishing both of these goals is illustrated on Sheet A3,

“Future Wall Section”.

Based on the investigation, structural analysis and architectural review, it seems quite feasible to

rehabilitate, restore and strengthen the Sav-o-Supply building. The building is rich in history with unique

architectural and structural features.

Please feel free to contact me if you have any additional questions or concerns regarding the structural or

architectural features of this facility.

Sincerely,

Susan L. Lasecki, P.E., S.E.

Principal Engineer

Occupancy Live Load(psf)

Corridors 80

Classrooms 40

Manufacturing (light) 125

Office 50

Residential 40

Restaurant 100

Retail 100

Storage (light) 125

Wholesale 125

TABLE 3

/9

DEFINITIONS Bottom Chord: The bottom member of a truss, joist or joist girder.

Clerestory: A portion of an interior rising above adjacent rooftops and having windows admitting daylight

to the interior.

Dead Load: Loads due to the weight of the components making up the structure and that are intended to

remain permanently in place.

Live Load: Loads on a member that are not permanent and are likely to be moved at some point in the

life of the structure. They can be loads produced by the use and occupancy of the building

Panel Point: The point where one or more web members intersect the top or bottom chords of a truss,

joist or joist girder.

Purlin: A horizontal structural member that spans beams, frames or trusses and the roof deck or roof

rafters.

Top Chord: The top member of a truss, joist or joist girder.

Truss: In general, a structural load-carrying member with an open web system designed as a simple span

with each member designed to carry a tension or compression force. The entire structure act will act like

a beam.

Web: 1) The vertical or diagonal members joined at the top and bottom chords of a joist or joist girder to

form triangular patterns or 2) The portion of a structural member between the flanges.

APPENDIX A

PHOTOS

Page A1/10

PHOTO 1

VIEW LOOKING EAST AT THE WEST ELEVATION

PHOTO 2

VIEW LOOKING EAST AT WEST ELEVATION

Page A2/10

PHOTO 3

SECOND FLOOR FRAMING

Page A3/10

PHOTO 4


PHOTO 5


Page A4/10

PHOTO 6

VIEW OF TRUSSES AND CLERESTORY

PHOTO 7


Page A5/10

PHOTO 8


PHOTO 9

ELEVATOR MECHANICALS

Page A6/10

PHOTO 10

ELEVATOR HOIST BEAM

Page A7/10

PHOTO 11 BOILER DOOR

Page A8/10

PHOTO 12 EXISTING LACED COLUMN

Page A9/10

PHOTO 13 LACED COLUMN

Page A10/10

PHOTO 14 PHOTOS OF TRUSS AT COLUMN LINE G

PHOTO 15 LOOKING WEST NEAR TRUSSES AT COLUMN LINE 5

APPENDIX B

PLANS AND SKETCHES

Ion cStructures & Design

Ionic Structures and Design, LLCP.O. Box 466Plover, Wisconsin 54467(414) 540-8755 Fax:(414) 921-9746www.ionic-sd.com

Page B1/6



Page B2/6



Page B3/6



Page B4/6



Page B5/6



Page B6/6

APPENDIX C

CALCULATIONS

Ionic Structures and Design LLC JOB TITLE Sav-o-Supply

P.O. Box 466Plover, Wisconsin 54467 JOB NO. SHEET NO.

phone 414-540-8755 fax 414-921-9746 CALCULATED BY DATE

CHECKED BY DATE

CS12 Ver 2012.08.24 www.struware.com

STRUCTURAL CALCULATIONS

FOR

Sav-o-Supply

Wausau, Wisconsin

Calculations Submitted By:

Page C1/59

Ionic Structures and Design LLC JOB TITLE Sav-o-SupplyP.O. Box 466

Plover, Wisconsin 54467 JOB NO. SHEET NO.


CHECKED BY DATE

www.struware.com

Code Search

Code: International Building Code 2009

Occupancy:

Occupancy Group = B Business

Occupancy Category & Importance Factors:

Occupancy Category = II

Wind factor = 1.00Snow factor = 1.00

Seismic factor = 1.00

Type of Construction:

Fire Rating:Roof = 0.0 hrFloor = 0.0 hr

Building Geometry:Roof angle (θ) 0.25 / 12 1.2 degBuilding length (L) 146.0 ftLeast width (B) 131.5 ftMean Roof Ht (h) 30.0 ftParapet ht above grd 30.0 ftMinimum parapet ht 0.0 ft

Live Loads:

Roof 0 to 200 sf: 20 psf200 to 600 sf: 24 - 0.02Area, but not less than 12 psf

over 600 sf: 12 psf

Floor:

Typical Floor 125 psf

Partitions N/A

Corridors above first floor 80 psf

All other residential areas except balc 40 psf

Offices 50 psf

Retail stores: Upper floors 75 psf

Page C2/59




CHECKED BY DATE

Wind Loads : ASCE 7 - 05

Importance Factor 1.00Basic Wind Speed 90 mphDirectionality (Kd) 0.85

Exposure Category BEnclosure Classif. Enclosed BuildingInternal pressure +/-0.18Kh case 1 0.701Kh case 2 0.701

Type of roof Monoslope

Topographic Factor (Kzt)Topography FlatHill Height (H) 80.0 ftHalf Hill Length (Lh) 100.0 ftActual H/Lh = 0.80Use H/Lh = 0.50Modified Lh = 160.0 ftFrom top of crest: x = 50.0 ftBldg up/down wind? downwind

H/Lh= 0.50 K1 = 0.000

x/Lh = 0.31 K2 = 0.792

z/Lh = 0.19 K3 = 1.000

At Mean Roof Ht:Kzt = (1+K1K2K3)^2 = 1.00

Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second).

h = 30.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb).

B = 131.5 ft h/B = 0.23 Rigid structure /z (0.6h) = 30.0 ft

G = 0.85 Using rigid structure default

Rigid Structure Flexible or Dynamically Sensitive Structureē = 0.33 Natural Frequency (η1) = 0.0 Hz

ℓ = 320 ft Damping ratio (β) = 0zmin = 30 ft /b = 0.45

c = 0.30 /α = 0.25gQ, gv = 3.4 Vz = 58.0

Lz = 310.0 ft N1 = 0.00Q = 0.84 Rn = 0.000Iz = 0.30 Rh = 28.282 η = 0.000 h = 30.0 ft

G = 0.83 RB = 28.282 η = 0.000RL = 28.282 η = 0.000gR = 0.000

R = 0.000G = 0.000

Page C3/59




CHECKED BY DATE

Enclosure Classification

Test for Enclosed Building: A building that does not qualify as open or partially enclosed.

Test for Open Building: All walls are at least 80% open.Ao ≥ 0.8Ag

Test for Partially Enclosed Building:Input Test

Ao 0.0 sf Ao ≥ 1.1Aoi YESAg 0.0 sf Ao > 4' or 0.01Ag NOAoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOTAgi 0.0 sf Partially Enclosed

Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20Where:Ao = the total area of openings in a wall that receives positive external pressure.Ag = the gross area of that wall in which Ao is identified.Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.

Reduction Factor for large volume partially enclosed buildings (Ri) :If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri.

Total area of all wall & roof openings (Aog): 0 sfUnpartitioned internal volume (Vi) : 0 cf

Ri = 1.00

Altitude adjustment to constant 0.00256 (caution - see code) :

Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3

Constant = 0.00256

Page C4/59




CHECKED BY DATE

Wind Loads - MWFRS all h (Enclosed/partially enclosed only)Kh (case 2) = 0.70 h = 30.0 ft GCpi = +/-0.18

Base pressure (qh) = 12.3 psf ridge ht = 31.4 ft G = 0.85

Roof Angle (θ) = 1.2 deg L = 146.0 ft qi = qhRoof tributary area - (h/2)*L: 2190 sf B = 131.5 ft

(h/2)*B: 1973 sfWind Surface Pressures (psf)

Wind Normal to Ridge Wind Parallel to Ridge B/L = 0.90 h/L = 0.23 L/B = 1.11 h/L = 0.21

Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.* Cp qhGCp w/ +qiGCpi w/ -qhGCpi

Windward Wall (WW) 0.80 8.4 see table below 0.80 8.4 see table belowLeeward Wall (LW) -0.50 -5.2 -7.5 -3.0 -0.48 -5.0 -7.2 -2.8

Side Wall (SW) -0.70 -7.3 -9.6 -5.1 -0.70 -7.3 -9.6 -5.1

Leeward Roof (LR) ** Included in windward roofWindward Roof: 0 to h/2* -0.90 -9.4 -11.7 -7.2 0 to h/2* -0.90 -9.4 -11.7 -7.2

h/2 to h* -0.90 -9.4 -11.7 -7.2 h/2 to h* -0.90 -9.4 -11.7 -7.2h to 2h* -0.50 -5.25 -7.47 -3.03 h to 2h* -0.50 -5.2 -7.5 -3.0

> 2h* -0.30 -3.15 -5.37 -0.93 > 2h* -0.30 -3.1 -5.4 -0.9**Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones.

For monoslope roofs, entire roof surface is either windward or leeward surface.

Windward Wall Pressures at "z" (psf) Combined WW + LW

Windward Wall Normal Parallel

z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge

0 to 15' 0.57 1.00 6.9 4.7 9.1 12.1 11.920.0 ft 0.62 1.00 7.5 5.3 9.7 12.7 12.525.0 ft 0.67 1.00 8.0 5.7 10.2 13.2 13.0

h= 30.0 ft 0.70 1.00 8.4 6.2 10.6 13.6 13.4ridge = 31.4 ft 0.71 1.00 8.5 6.3 10.7 13.8 13.5

NOTE:See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases.

Parapetz Kz Kzt qp (psf)

30.0 ft 0.70 1.00 12.3

Windward parapet: 18.5 psf (GCpn = +1.5)Leeward parapet: -12.3 psf (GCpn = -1.0)

Windward roof overhangs ( add to windward roof pressure) : 8.4 psf (upward)

Page C5/59




CHECKED BY DATE

Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.70 h = 30.0 ft

Base pressure (qh) = 12.3 psf a = 12.0 ftMinimum parapet ht = 0.0 ft GCpi = +/-0.18

Roof Angle (θ) = 1.2 degType of roof = Monoslope

Roof GCp +/- GCpi Surface Pressure (psf) User input

Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sfNegative Zone 1 -1.18 -1.11 -1.08 -14.6 -13.7 -13.3 -13.5 -13.3Negative Zone 2 -1.98 -1.49 -1.28 -24.4 -18.4 -15.8 -16.9 -15.8Negative Zone 3 -2.98 -1.79 -1.28 -36.8 -22.1 -15.8 -18.4 -15.8

Positive All Zones 0.48 0.41 0.38 10.0 10.0 10.0 10.0 10.0

Overhang Zone 1&2 -1.70 -1.63 -1.60 -21.0 -20.1 -19.8 -19.9 -13.6Overhang Zone 3 -2.80 -1.40 -0.80 -34.6 -17.3 -10.0 -13.0 -10.0

Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0

Parapetqp = 12.3 psf Surface Pressure (psf) User input

Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sfCASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0

CASE B : Interior zone: 0.0 0.0 0.0 0.0Corner zone: 0.0 0.0 0.0 0.0

Walls GCp +/- GCpi Surface Pressure (psf) User inputArea 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf

Negative Zone 4 -1.17 -1.01 -0.90 -14.4 -12.5 -11.1 -13.1 -11.9Negative Zone 5 -1.44 -1.12 -0.90 -17.8 -13.9 -11.1 -15.0 -12.7

Positive Zone 4 & 5 1.08 0.92 0.81 13.3 11.4 10.0 12.0 10.8Note: GCp reduced by 10% due to roof angle <= 10 deg.

Page C6/59




CHECKED BY DATE

Location of C&C Wind Pressure Zones

Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth andand all walls & alt design h<90' Multispan Gable θ ≤ 7 degrees & Monoslope roofsh > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10°

h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'

Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27°10° < θ ≤ 30° Gable 7° < θ ≤ 45°

h ≤ 60' & alt design h<90'

Sawtooth 10° < θ ≤ 45°h ≤ 60' & alt design h<90'

Stepped roofs θ ≤ 3°h ≤ 60' & alt design h<90'

Page C7/59




CHECKED BY DATE

Snow Loads : ASCE 7-05

Roof slope = 1.2 degHoriz. eave to ridge dist (W) = 131.5 ft

Roof length parallel to ridge (L) = 146.0 ft

Type of Roof MonoslopeGround Snow Load Pg = 50.0 psfOccupancy Category = IIImportance Factor I = 1.0Thermal Factor Ct = 1.00Exposure Factor Ce = 1.0

Pf = 0.7*Ce*Ct*I*Pg = 35.0 psfUnobstructed Slippery Surface (per Section 7.4) noSloped-roof Factor Cs = 1.00Balanced Snow Load Ps = 35.0 psf

Rain on Snow Surcharge Angle 2.63 degCode Maximum Rain Surcharge 5.0 psfRain on Snow Surcharge = 0.0 psfPs plus rain surcharge = 35.0 psfMinimum Snow Load Pfmin = 20.0 psf

NOTE: Alternate spans of continuous beams Uniform Roof Design Snow Load = 35.0 psf and other areas shall be loaded with half the

design roof snow load so as to produce the greatest possible effect - see code.

Windward Snow Drifts 1 - Against walls, parapets, etc more than 15' long

Upwind fetch lu = 15.0 ftProjection height h = 5.3 ftSnow density g = 20.5 pcfBalanced snow height hb = 1.71 ft

hc = 3.54 fthc/hb >0.2 = 2.1 Therefore, design for drift

Drift height hd = 1.50 ftDrift width w = 6.00 ftSurcharge load: pd = γ*hd = 30.7 psfBalanced Snow load: = 35.0 psf

65.7 psf

Windward Snow Drifts 2 - Against walls, parapets, etc > 15'

Upwind fetch lu = 15.0 ftProjection height h = 5.3 ftSnow density g = 20.5 pcfBalanced snow height hb = 1.71 ft

hc = 3.54 fthc/hb >0.2 = 2.1 Therefore, design for drift

Drift height hd = 1.50 ftDrift width w = 6.00 ftSurcharge load: pd = γ*hd = 30.7 psfBalanced Snow load: = 35.0 psf

65.7 psf

Page C8/59




CHECKED BY DATE

Roof Design Loads

Items Description Multiple psf (max) psf (min)

Roofing Single ply 1.0 1.0

Decking 1/2" plywood/OSB 1.8 1.5

Decking Wood T&G (wt per Inch) x 2.5 5.5 5.0

Insulation Rigid insulation, per 1" x 3.0 4.5 2.1

Framing Steel roof joists & girders 3.0 2.0

Mech & Elec Mech. & Elec. 2.0 0.0

0.0 0.0

Misc. Misc. 0.5 0.0

Actual Dead Load 18.3 11.6

Use this DL instead 20.0 11.0

Live Load 20.0 0.0

Snow Load 35.0 0.0Wind (zone 2 - 100sf) 10.0 -15.8

ASD Loading D + S 55.0 -D+ 0.75(W + S) 53.8 -

0.6*D + W - -9.2

LRFD Loading 1.2D + 1.6 S + 0.8W 88.0 -1.2D + 1.6W + 0.5S 57.5 -

0.9D + 1.6W - -15.4

Roof Live Load Reduction Roof angle 0.25 / 12 1.2 deg

0 to 200 sf: 20.0 psf200 to 600 sf: 24 - 0.02Area, but not less than 12 psf

over 600 sf: 12.0 psf

300 sf 18.0 psf400 sf 16.0 psf500 sf 14.0 psf

User Input: 450 sf 15.0 psf

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CHECKED BY DATE

Floor Design LoadsItems Description Multiple psf (max) psf (min)

Flooring Hardwood (Nominal 1") 2.0 2.0

Decking 3/4" plywood/OSB 2.7 2.3

Decking Wood T&G (wt per Inch) x 2.5 5.5 5.0

Framing Steel roof beams & girders 5.0 3.0

None 0.0 0.0

Mech & Elec Mech. & Elec. 2.0 0.0

Misc. Misc. x 4.0 2.0 0.0

None 0.0 0.0

0.0 0.0

Actual Dead Load 19.2 12.3

Use this DL instead 20.0 12.0

Partitions N/A 0.0

Live Load 125.0 0.0

Total Live Load #VALUE! 0.0

Total Load #VALUE! 12.0

FLOOR LIVE LOAD REDUCTION (not including partitions)

NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non-assembly IBC alternate procedure

Smallest of:L=Lo(0.25+15/√KLLAT) R= .08%(SF - 150)

Unreduced design live load: Lo = 0 psf Can't reduce LL>100psf R= 23.1(1+D/L) = 26.8%R= 40% beams; 60% columns

Floor member KLL = 2

Tributary Area AT = 300 sf R = 12.0%

Reduced live load: L = 0.0 psf Reduced live load: L = 0.0 psf

Columns (2 or more floors) KLL = 4

Tributary Area AT = 500 sf R = 26.8%

Reduced live load: L = 0.0 psf Reduced live load: L = 0.0 psf

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CHECKED BY DATE

www.struware.com

CODE SUMMARY

Code: International Building Code 2009

Live Loads:

Roof 0 to 200 sf: 20 psf200 to 600 sf: 24 - 0.02Area, but not less than 12 ps

over 600 sf: 12 psf

Typical Floor 125 psfPartitions N/ACorridors above first floo 80 psfAll other residential areas except balco 40 psfOffices 50 psfRetail stores: Upper floors 75 psf

Dead Loads:

Floor 20.0 psfRoof 20.0 psf

Wind Design Data:

Basic Wind Speed 90 mphImportance Factor 1.00Occupancy Category IIMean Roof Ht (h) 30.0 ftExposure Category BEnclosure Classif. Enclosed BuildingInternal pressure Coef +/-0.18Directionality (Kd) 0.85

Roof Snow Loads:

Design Uniform Roof Snow load = 35.0 psfFlat Roof Snow Load Pf = 35.0 psfBalanced Snow Load Ps = 35.0 psfGround Snow Load Pg = 50.0 psfImportance Factor I = 1.00Snow Exposure Facto Ce = 1.00Thermal Factor Ct = 1.00Sloped-roof Factor Cs = 1.00

Earthquake Design Data:

Occupancy Category = IIImportance Factor I = 1.00Mapped spectral response acceleration Ss = 160.00 %g

S1 = 50.00 %gSite Class = DSpectral Response Coef Sds = 1.067

Sd1 = 0.500Seismic Design Category = DBasic Structural System = Bearing Wall SystemsSeismic Resisting System = Ordinary reinforced concrete shear wallDesign Base Shear V = 0.047WSeismic Response Coef Cs = 0.047Response Modification Factor R = 4

Analysis Procedure = Equivalent Lateral-Force Analysis

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CHECKED BY DATE

www.struware.com

CODE SUMMARY- continued

Component and cladding wind pressures

Roof Surface Pressure (psf) Area 10 sf 50 sf 100 sf

Negative Zone 1 -14.6 -13.7 -13.3Negative Zone 2 -24.4 -18.4 -15.8Negative Zone 3 -36.8 -22.1 -15.8

Positive All Zones 10.0 10.0 10.0

Overhang Zone 1&2 -21.0 -20.1 -19.8Overhang Zone 3 -34.6 -17.3 -10.0

Parapet Solid Parapet Pressure (psf)Area 10 sf 100 sf 500 sf

CASE A: Interior zone 0.0 0.0 0.0Corner zone 0.0 0.0 0.0

CASE B: Interior zone 0.0 0.0 0.0Corner zone 0.0 0.0 0.0

Wall Surface Pressure (psf)Area 10 sf 100 sf 500 sf

Negative Zone 4 -14.4 -12.5 -11.1Negative Zone 5 -17.8 -13.9 -11.1

Positive Zone 4 & 5 13.3 11.4 10.0

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Current Date: 3/26/2013 10:26 PMUnits system: EnglishFile name: C:\Users\Ionic\Documents\Ionic\Projects\13-003 Wausau Sav-o-Supply\Calculations\truss.etz\

Geometry data__________________________________________________________________________________________________________________________GLOSSARY

Cb22, Cb33 : Moment gradient coefficientsCm22, Cm33 : Coefficients applied to bending term in interaction formulad0 : Tapered member section depth at J end of memberDJX : Rigid end offset distance measured from J node in axis XDJY : Rigid end offset distance measured from J node in axis YDJZ : Rigid end offset distance measured from J node in axis ZDKX : Rigid end offset distance measured from K node in axis XDKY : Rigid end offset distance measured from K node in axis YDKZ : Rigid end offset distance measured from K node in axis ZdL : Tapered member section depth at K end of memberIg factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete membersK22 : Effective length factor about axis 2K33 : Effective length factor about axis 3L22 : Member length for calculation of axial capacityL33 : Member length for calculation of axial capacityLB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2RX : Rotation about XRY : Rotation about YRZ : Rotation about ZTO : 1 = Tension only member 0 = Normal memberTX : Translation in XTY : Translation in YTZ : Translation in Z

Nodes__________________________________________________________________________________________________________________________

Node X Y Z Rigid Floor[ft] [ft] [ft]

--------------------------------------------------------------------------------------------------------------------1 870.00 0.00 0.00 02 870.00 107.7716 0.00 03 0.00 0.00 0.00 04 0.00 36.2751 0.00 05 672.00 0.00 0.00 06 672.00 91.50 0.00 07 480.00 0.00 0.00 08 480.00 75.7215 0.00 09 288.00 0.00 0.00 010 288.00 59.9429 0.00 011 94.00 0.00 0.00 012 94.00 44.00 0.00 013 191.00 51.9715 0.00 014 384.00 67.8322 0.00 015 576.00 83.6107 0.00 016 771.00 99.6358 0.00 017 191.00 0.00 0.00 018 384.00 0.00 0.00 019 576.00 0.00 0.00 020 771.00 0.00 0.00 0--------------------------------------------------------------------------------------------------------------------

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Restraints__________________________________________________________________________________________________________________________

Node TX TY TZ RX RY RZ

-----------------------------------------------------------------------------------------------1 0 1 1 0 0 02 0 1 1 0 0 03 1 1 1 0 0 04 1 1 1 0 0 0-----------------------------------------------------------------------------------------------

Members__________________________________________________________________________________________________________________________

Member NJ NK Description Section Material d0 dL Ig factor[in] [in]

-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------3 5 6 L 2-1_2X2-1_2X1_4 A9-33T 0.00 0.00 0.004 7 8 LU 3X2-1_2X1_4 A9-33T 0.00 0.00 0.005 9 10 L 2-1_2X2-1_2X1_4 A9-33T 0.00 0.00 0.006 11 12 Vertical L 2-1_2X2-1_2X1_4 A9-33T 0.00 0.00 0.009 11 4 Diagonal T2LU 3X2-1_2X5_16X3... A9-33T 0.00 0.00 0.0010 11 13 Diagonal T2LU 2-1_2X2X1_4X3_... A9-33T 0.00 0.00 0.0011 13 9 Diagonal LU 2-1_2X2X1_4 A9-33T 0.00 0.00 0.0012 9 14 Diagonal L 2-1_2X2-1_2X1_4 A9-33T 0.00 0.00 0.0013 14 7 Diagonal T2LU 2-1_2X2X1_4X3_... A9-33T 0.00 0.00 0.0014 15 7 Diagonal T2LU 2-1_2X2X1_4X3_... A9-33T 0.00 0.00 0.0015 15 5 Diagonal T2L 2-1_2X2-1_2X1_4X... A9-33T 0.00 0.00 0.0016 5 16 Diagonal T2LU 3X2-1_2X1_4X3_... A9-33T 0.00 0.00 0.0017 16 1 Diagonal T2LU 3-1_2X2-1_2X3_8... A9-33T 0.00 0.00 0.0018 13 17 Rods RndBar 7_8 A9-33T 0.00 0.00 0.0019 14 18 Rods RndBar 7_8 A9-33T 0.00 0.00 0.0020 15 19 Rods RndBar 7_8 A9-33T 0.00 0.00 0.0021 16 20 Rods RndBar 7_8 A9-33T 0.00 0.00 0.0030 4 2 Top Chord T2LU 5X3-1_2X5_16X3... A9-33T 0.00 0.00 0.0031 3 1 Bottom Chord T2LU 5X3-1_2X3_8X3_... A9-33T 0.00 0.00 0.00-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Orientation of local axes__________________________________________________________________________________________________________________________

Member Rotation Axes23 NX NY NZ[Deg]

--------------------------------------------------------------------------------------------------------------------31 180.00 0 0.00 0.00 0.00--------------------------------------------------------------------------------------------------------------------

Hinges__________________________________________________________________________________________________________________________

Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------3 1 1 0 0 1 1 0 0 0 0 Full4 1 1 0 0 1 1 0 0 0 0 Full5 1 1 0 0 1 1 0 0 0 0 Full6 1 1 0 0 1 1 0 0 0 0 Full9 1 1 0 0 1 1 0 0 0 0 Full10 1 1 0 0 1 1 0 0 0 0 Full11 1 1 0 0 1 1 0 0 0 0 Full

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12 1 1 0 0 1 1 0 0 0 0 Full13 1 1 0 0 1 1 0 0 0 0 Full14 1 1 0 0 1 1 0 0 0 0 Full15 1 1 0 0 1 1 0 0 0 0 Full16 1 1 0 0 1 1 0 0 0 0 Full17 1 1 0 0 1 1 0 0 0 0 Full18 1 1 0 0 1 1 0 0 0 0 Tension only19 1 1 0 0 1 1 0 0 0 0 Tension only20 1 1 0 0 1 1 0 0 0 0 Tension only21 1 1 0 0 1 1 0 0 0 0 Tension only30 0 0 0 0 0 0 0 0 0 0 Compression only31 0 0 0 0 0 0 0 0 0 0 Tension only---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Load data__________________________________________________________________________________________________________________________GLOSSARY

Comb : Indicates if load condition is a load combination

Load conditions__________________________________________________________________________________________________________________________

Condition Description Comb. Category

-------------------------------------------------------------------------------------------------------------------------------------------------------------------DL Dead Load No DLSL Snow Load No SNOWD2 DL+SL Yes-------------------------------------------------------------------------------------------------------------------------------------------------------------------

Load on nodes__________________________________________________________________________________________________________________________

Condition Node FX FY FZ MX MY MZ[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft]

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------DL 6 0.00 -2.96 0.00 0.00 0.00 0.00

8 0.00 -2.96 0.00 0.00 0.00 0.0010 0.00 -2.96 0.00 0.00 0.00 0.0012 0.00 -2.96 0.00 0.00 0.00 0.0013 0.00 -2.96 0.00 0.00 0.00 0.0014 0.00 -2.96 0.00 0.00 0.00 0.0015 0.00 -2.96 0.00 0.00 0.00 0.0016 0.00 -2.96 0.00 0.00 0.00 0.00

SL 6 0.00 -5.18 0.00 0.00 0.00 0.008 0.00 -5.18 0.00 0.00 0.00 0.0010 0.00 -5.18 0.00 0.00 0.00 0.0012 0.00 -5.18 0.00 0.00 0.00 0.0013 0.00 -5.18 0.00 0.00 0.00 0.0014 0.00 -5.18 0.00 0.00 0.00 0.0015 0.00 -5.18 0.00 0.00 0.00 0.0016 0.00 -5.18 0.00 0.00 0.00 0.00

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Self weight multipliers for load conditions__________________________________________________________________________________________________________________________

Self weight multiplier Condition Description Comb. MultX MultY MultZ

--------------------------------------------------------------------------------------------------------------------------------------------------------------------------DL Dead Load No 0.00 0.00 0.00SL Snow Load No 0.00 0.00 0.00D2 DL+SL Yes 0.00 0.00 0.00--------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Earthquake (Dynamic analysis only)__________________________________________________________________________________________________________________________

Condition a/g Ang. Damp.[Deg] [%]

---------------------------------------------------------------------------DL 0.00 0.00 0.00SL 0.00 0.00 0.00D2 0.00 0.00 0.00---------------------------------------------------------------------------

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Analysis result

Reactions__________________________________________________________________________________________________________________________

Direction of positive forces and moments

Forces [Kip] Moments [Kip*ft] Node FX FY FZ MX MY MZ--------------------------------------------------------------------------------------------------------------------------------------------------------------------------Condition D2=DL+SL1 0.00000 32.33571 0.00000 0.00000 0.00000 0.000002 0.00000 -0.00029 0.00000 0.00000 0.00000 0.000003 0.00048 0.00096 0.00000 0.00000 0.00000 0.000004 -0.00048 32.78361 0.00000 0.00000 0.00000 0.00000--------------------------------------------------------------------------------------------------------------------------------------------------------------------------SUM 0.00000 65.12000 0.00000 0.00000 0.00000 0.00000

Nodal displacements envelope__________________________________________________________________________________________________________________________Note.- lc is the controlling load conditionNodal displacements envelope for :

D2=DL+SL

Translation Rotation Node X lc Y lc Z lc Rx lc Ry lc Rz lc

[in] [in] [in] [Rad] [Rad] [Rad]------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------1 Max 1.360 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00597 D2

Min 1.360 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00597 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------2 Max -5.560 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00586 D2

Min -5.560 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00586 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------3 Max 0.000 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00990 D2

Min 0.000 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00990 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------4 Max 0.000 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.01006 D2

Min 0.000 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.01006 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------5 Max 0.929 D2 -14.309 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00550 D2

Min 0.929 D2 -14.309 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00550 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------6 Max -3.868 D2 -14.568 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00548 D2

Min -3.868 D2 -14.568 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00548 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------7 Max -0.183 D2 -23.976 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00251 D2

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Min -1.782 D2 -24.171 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00258 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------9 Max -1.696 D2 -24.472 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00269 D2

Min -1.696 D2 -24.472 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00269 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------10 Max -0.001 D2 -24.642 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00260 D2

Min -0.001 D2 -24.642 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00260 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------11 Max -3.081 D2 -10.659 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00854 D2

Min -3.081 D2 -10.659 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00854 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------12 Max 0.349 D2 -10.784 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00845 D2

Min 0.349 D2 -10.784 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00845 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------13 Max 0.478 D2 -19.105 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00609 D2

Min 0.478 D2 -19.105 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00609 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------14 Max -0.856 D2 -25.498 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00040 D2



Min -4.971 D2 -7.169 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00639 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------17 Max -2.388 D2 -19.105 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00609 D2

Min -2.388 D2 -19.105 D2 0.000 D2 0.00000 D2 0.00000 D2 -0.00609 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------18 Max -0.940 D2 -25.498 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00037 D2

Min -0.940 D2 -25.498 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00037 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------19 Max 0.373 D2 -19.854 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00429 D2

Min 0.373 D2 -19.854 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00429 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------20 Max 1.144 D2 -7.169 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00617 D2

Min 1.144 D2 -7.169 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00617 D2------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Envelope for nodal reactions__________________________________________________________________________________________________________________________Note.- lc is the controlling load condition

Direction of positive forces and moments

Envelope of nodal reactions for :D2=DL+SL

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Forces Moments Node Fx lc Fy lc Fz lc Mx lc My lc Mz lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft]---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------1 Max 0.000 D2 32.336 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00000 D2

Min 0.000 D2 32.336 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00000 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------2 Max 0.000 D2 0.000 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00000 D2



Min 0.000 D2 32.784 D2 0.000 D2 0.00000 D2 0.00000 D2 0.00000 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Points of interest in members__________________________________________________________________________________________________________________________

Considered points

MEMBER 3 Plane 1-2 Plane 1-3

Condition Dist to J Axial Shear V2 M33 Shear V3 M22 TorsionStation [ft] [Kip] [Kip] [Kip*ft] [Kip] [Kip*ft] [Kip*ft]------------------------------------------------------------------------------------------------------------------------------------------------------------D2=DL+SL0% 0.000 -8.138 0.000 0.000 0.000 0.000 0.000100% 91.500 -8.138 0.000 0.000 0.000 0.000 0.000------------------------------------------------------------------------------------------------------------------------------------------------------------





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Condition Dist to J Axial Shear V2 M33 Shear V3 M22 TorsionStation [ft] [Kip] [Kip] [Kip*ft] [Kip] [Kip*ft] [Kip*ft]------------------------------------------------------------------------------------------------------------------------------------------------------------D2=DL+SL0% 0.000 75.070 0.000 0.000 0.000 0.000 0.000100% 100.757 75.070 0.000 0.000 0.000 0.000 0.000------------------------------------------------------------------------------------------------------------------------------------------------------------









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Condition Dist to J Axial Shear V2 M33 Shear V3 M22 TorsionStation [ft] [Kip] [Kip] [Kip*ft] [Kip] [Kip*ft] [Kip*ft]------------------------------------------------------------------------------------------------------------------------------------------------------------D2=DL+SL0% 0.000 -70.271 0.001 0.000 0.000 0.000 0.00010% 87.293 -70.271 0.001 0.084 0.000 0.000 0.00023% 196.410 -118.392 0.001 0.044 0.000 0.000 0.00033% 283.703 -118.392 0.001 0.146 0.000 0.000 0.00035% 305.526 -118.392 -0.001 0.128 0.000 0.000 0.00055% 480.113 -104.649 0.001 0.106 0.000 0.000 0.00057% 501.936 -104.649 -0.001 0.082 0.000 0.000 0.00077% 676.523 -61.369 -0.001 0.075 0.000 0.000 0.00090% 785.640 0.000 0.000 -0.025 0.000 0.000 0.000100% 872.933 0.000 0.000 0.000 0.000 0.000 0.000------------------------------------------------------------------------------------------------------------------------------------------------------------


Condition Dist to J Axial Shear V2 M33 Shear V3 M22 TorsionStation [ft] [Kip] [Kip] [Kip*ft] [Kip] [Kip*ft] [Kip*ft]------------------------------------------------------------------------------------------------------------------------------------------------------------D2=DL+SL0% 0.000 0.000 -0.001 0.000 0.000 0.000 0.00013% 108.750 105.291 0.000 -0.087 0.000 0.000 0.00023% 195.750 105.291 -0.001 -0.071 0.000 0.000 0.00033% 282.750 105.291 -0.001 -0.148 0.000 0.000 0.00035% 304.500 116.112 0.001 -0.134 0.000 0.000 0.00055% 478.500 116.112 0.000 -0.092 0.000 0.000 0.00057% 500.250 85.370 0.001 -0.078 0.000 0.000 0.00078% 674.250 32.129 0.001 -0.053 0.000 0.000 0.00090% 783.000 32.129 0.000 0.011 0.000 0.000 0.000100% 870.000 32.129 0.000 0.000 0.000 0.000 0.000------------------------------------------------------------------------------------------------------------------------------------------------------------

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Forces envelope__________________________________________________________________________________________________________________________Note.- lc is the controlling load conditionForces envelope for :

D2=DL+SL

MEMBER 3Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft]---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2




Min -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------






Min -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

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100% Max -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2Min -8.14 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft]---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 75.07 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 75.07 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max 75.07 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2




Min 75.07 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min -40.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min 14.41 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Min 2.30 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min -14.47 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min 25.10 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min -32.10 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Min 41.19 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min -45.58 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------





Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

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75% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

100% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------







Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------






Min -61.37 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.06 D2100% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max 105.29 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 -0.09 D2

Min 105.29 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 -0.09 D250% Max 116.11 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 -0.07 D2

Min 116.11 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 -0.07 D275% Max 85.37 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 -0.05 D2

Min 85.37 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 -0.05 D2100% Max 32.13 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 32.13 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Envelope for principal stresses in members__________________________________________________________________________________________________________________________Note.- lc is the controlling load conditionPrincipal stresses envelope for :

D2=DL+SL

MEMBER 3 Bending

Station Axial lc Shear V2 lc Shear V3 lc 2-Pos lc 2-Neg lc 3-Pos lc 3-Neg lc[Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2]

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2




Min -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 4 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -6.21 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min -6.21 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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MEMBER 5 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 6 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min -6.84 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 9 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 23.10 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 23.10 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max 23.10 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2




Min 23.10 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 10 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -18.69 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2




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Min -18.69 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 11 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 13.60 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 13.60 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 12 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 1.94 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 1.94 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 13 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -6.76 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min -6.76 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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MEMBER 14 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 11.73 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 11.73 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 15 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -13.54 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min -13.54 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 16 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 15.60 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 15.60 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 17 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -10.73 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2




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Min -10.73 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 18 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 19 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 20 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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MEMBER 21 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2





Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 30 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max -13.72 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min -13.72 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max -23.12 D2 0.00 D2 0.00 D2 -0.10 D2 0.22 D2 0.00 D2 0.00 D2

Min -23.12 D2 0.00 D2 0.00 D2 -0.10 D2 0.22 D2 0.00 D2 0.00 D250% Max -20.44 D2 0.00 D2 0.00 D2 -0.09 D2 0.20 D2 0.00 D2 0.00 D2

Min -20.44 D2 0.00 D2 0.00 D2 -0.09 D2 0.20 D2 0.00 D2 0.00 D275% Max -11.99 D2 0.00 D2 0.00 D2 -0.09 D2 0.18 D2 0.00 D2 0.00 D2

Min -11.99 D2 0.00 D2 0.00 D2 -0.09 D2 0.18 D2 0.00 D2 0.00 D2100% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

MEMBER 31 Bending


-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------0% Max 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D225% Max 17.26 D2 0.00 D2 0.00 D2 0.11 D2 -0.24 D2 0.00 D2 0.00 D2

Min 17.26 D2 0.00 D2 0.00 D2 0.11 D2 -0.24 D2 0.00 D2 0.00 D250% Max 19.03 D2 0.00 D2 0.00 D2 0.09 D2 -0.19 D2 0.00 D2 0.00 D2

Min 19.03 D2 0.00 D2 0.00 D2 0.09 D2 -0.19 D2 0.00 D2 0.00 D275% Max 14.00 D2 0.00 D2 0.00 D2 0.06 D2 -0.13 D2 0.00 D2 0.00 D2

Min 14.00 D2 0.00 D2 0.00 D2 0.06 D2 -0.13 D2 0.00 D2 0.00 D2100% Max 5.27 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2

Min 5.27 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2 0.00 D2-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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