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HomeMy WebLinkAboutPermit D06-468 - Westfield Southcenter Mall - Radio Shack - Tenant ImprovementRADIO SHACK 929 SOUTHCENTER MALL D06 -468 City of Tukwila Parcel No.: 2623049009 Address: 929 SOUTHCENTER MALL TUKW Suite No: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cttukwila.wa.us Tenant: Name: RADIO SHACK Address: 929 SOUTHCENTER MALL , TUKWILA WA Owner: Name: WESTFIELD CORPORATION LLC Address: 11601 WILSHIRE BL , LOS ANGELES CA 90025 Phone: Contact Person: Name: TODD BOWSER Address: 833 SOUTHCENTER MALL , TUKWILA WA 98188 Phone: 206 802 -6000 Contractor: Name: B N BUILDERS INC Address: 1518 FIRST AV S, STE 200 , SEATTLE WA 98134 Phone: 206 718 -0960 Contractor License No: BNBUII*990K3 DESCRIPTION OF WORK: TENANT IMPROVEMENT: DEMOLITION AND BUILD -OUT OF SPACE DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D06 - 468 Issue Date: 01/12/2007 Permit Expires On: 07/11/2007 Expiration Date: 09/12/2007 Steven M. Mullet, Mayor Steve Lancaster, Director Value of Construction: $600,000.00 Fees Collected: $7,589.52 Type of Fire Protection: SPRKLR & MA International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 0019 doe: IBC -10/06 D06-468 Printed: 01 -12 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D06 -468 Issue Date: 01/12/2007 Permit Expires On: 07/11/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End lime: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature Signature: N Date: O t t2i �" Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read and ed ' : permit and know the same to be true and correct All provisions of law and ordinances governing this work will be compile • r he er specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. v'v� Date: I • 12 , o 7 Print Name: M 40'14- A 1._1 I t—t_1A n-0 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: I8C -10/06 D06-468 Printed: 01 -12 -2007 Parcel No.: 2623049004 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDMONS * ** I3: ***FIRE DEPARTMENT CONDITIONS * ** doc: Cond -10/06 RADIO SHACK City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http: / /www.ci.tukwila.wa.us 929 SOUTHCENTER MALL TUKW PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -468 ISSUED 12/20/2006 01/12/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 6: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 10: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 11: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 15: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, D06-468 Printed: 01-12-2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206- 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 16: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 8 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1087 nun) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 17: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 18: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.8) 19: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 20: Post signs on racks stating; "NO STORAGE HIGHER THAN 10 FEET' and maintain storage height at 10 feet or less, or increase sprinkler density on storage area to extra hazard group 1 per NFPA 13, 2007 edition, table 13.2.1. 21: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 22: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (WC Chapter 10) 23: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 24: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 25: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 26: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.8.8.3.3) 27: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 80 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila. prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 28: Fire alarm notification upgrade is required for this project. 29: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) doc: Cond -10/06 D06-468 Printed: 01 -12 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http• / /www.ci.tukwila.wa.us 30: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 31: An electrical permit from the Washington State Department of Labor and Industries is required for this project. 32: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 33: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.6 inch (12.7mm). (IFC 506.1) 34: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 36: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 36: These plans were reviewed by Inspector 811. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)675 -4407. * *continued on next page ** doc: Cond -10 /06 D06 -468 Printed: 01-12-2007 Signature: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: httn.: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Print Name: hMfI - A • 1-II Date: 1 • 1 2.0 doc: Cond -10/06 D06 -468 Printed: 01 -12 -2007 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htty: / /www.ct tukwila.wa. us I SITE LOCATION Site Address: 939 Sot& {lvente( 041 Tenant Name: IRradio Ska c1C Property Owners Name: WP St 4..14 u_( Mailing Address: (.0 : Sn \A'Wt4 4-v Fdlhl Name: .170M tAW•e✓ Building Permit No. 'POW "— L4 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. 1 (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. " "Please Print " King Co Assessor's Tax No.: Suite Number: /4 /ft Floor: New Tenant: ❑ Yes TaKwi k City u PP ❑ ..No (NA .181$6 State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Day Telephone: (act-) goa —(ocoo Mailing Address: ('31 SowilkNn +tr Mot1I T kwilc Wtit 9R188 E -Mail Address: 'I;YJ { cowl GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: gN Su`ildl Mailing Address: , 0 Coo I 4A Av-t. 44- 350 Contact Person: NlarlL 'till (mid E -Mail Address: Ma ✓ K- h a bn b In i l d c rs , ' on Contractor Registration Number: I ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Dennis T. PI i1cluel% (o031 West I e ( - thtkk ZO / St„k 26o Arlin TX( - 76o11 C it y State Zip Day Telephone: r�' l7 - 4 83 -1 X1'6 Contact Person: R A vitta I I Foul E -Mail Address: I ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: & O I N K W. A t t i e l ' ! t F s c 0 C. t, hl c � t Mailing Address: Ols' W; $ el In) - 1Tr'+tr 77( - 7(0101 Contact Person: E -Mail Address: Q ApplvdwsWomu- Applioetlom On 1.9903-2006 - Permit Applieetioa.doc Revived: 9-2006 N. City State Zip Fax Number: SeA}fk hal- 19/21 Zip Day Telephone: 201c - 3 tg a- 3.4.4'Z, Fax Number: 90(0 3 Ra - 344n Expiration Date: city State Fax Number: $ l 1- .4s3-1371 City Day Telephone: 81 5 a - 1444 Fax Number: en-- 33(0 - cg70ao Page 1 of 6 • BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ (O00, 000 Existing Building Valuation: $ Scope of Work (please provide detailed information): 'Tr nanl I hie rave Pitt* f: 4 ( Qa4l n c etr -, I✓l rlbwIA rtf inn Cited 6e41— ,4 hft Spina— Will there be new rack storage? X Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas In Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): A rT Floor area of principal dwelling: N / k Floor area of accessory dwelling: I A *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: N / ,4 Compact: N A Handicap: N 1 /T Will there be a change in use? ❑ Yes Q Applintiauwmn- Appliutiom Cu LimU -x006 - Permit Applimtioa doc Reviece 41006 U, No If "yes", explain: US MATERIALS: Automatic Fire Alarm ❑ None ❑ Other (specify) FIRE PROTECT ION /HAZARDO B[ Sprinklers Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If 'yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety to Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I °Floor /e a I sf J 6 a i sf a Sf o sc V Nlertantlt 2 Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck • BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ (O00, 000 Existing Building Valuation: $ Scope of Work (please provide detailed information): 'Tr nanl I hie rave Pitt* f: 4 ( Qa4l n c etr -, I✓l rlbwIA rtf inn Cited 6e41— ,4 hft Spina— Will there be new rack storage? X Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas In Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): A rT Floor area of principal dwelling: N / k Floor area of accessory dwelling: I A *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: N / ,4 Compact: N A Handicap: N 1 /T Will there be a change in use? ❑ Yes Q Applintiauwmn- Appliutiom Cu LimU -x006 - Permit Applimtioa doc Reviece 41006 U, No If "yes", explain: US MATERIALS: Automatic Fire Alarm ❑ None ❑ Other (specify) FIRE PROTECT ION /HAZARDO B[ Sprinklers Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If 'yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety to Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): N O N ( Eater District ❑...Tukwila ❑...Water District #I25 ❑...Water Availability Provided Q W vtiamoawwn.- Awacwona oa Uneu -2006 - Permit Mpaw:oadoc Revised: 9.2006 bit Call before you Dig: 1400-424 -5555 ❑ .. Highline Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ .. Renton ewer M .. .Tukwila ❑... ValVue ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided entic System: • On -site Septic System — For on -site septic system, provide 2 copies Ma current septic design approved by King County Health Department. ubmitted with Application (mark boxes which apply): .. .Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) r000sed Activities (mark boxes that apply): .. .Right -of-way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way Non Right -of -way ❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation Domestic Water " ❑ ...Permanent Water Meter Size... " WO # ❑...Temporary Water Meter Size .. " WO # ❑ ...Water Only Meter Size " WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension. Public _ Private ❑ ...Water Main Extension Public _ Private FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ❑...Sewer ❑...Sewage Treatment Monthly Service Billie¢ to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone City State Zip Page 3 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. $uildine and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR . UTHORIZED AGENT: Signature: Print Name: "i tnlSti Mailing Address: (nom So'4kce er I Date Application Accepted: �I Q Appliatiauwww- Appliurioos Ott Iseu -2006 - Penult Applieatiao4oc Revisal 93906 Date Application Expires: Date: 2 12-0/ o O ( / Day Telephone: (O 60a -"6co - rKKW�IF 1AS a6I8g City state Zip Staff Initials: Page 6 of 6 Receipt No.: R07 - 00056 Initials: ]EM User iD: 1165 Payee: BNBUILDERS, INC. TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: /hvww.ci.tukwila.wa.us RECEIPT Parcel No.: 2623049004 Permit Number: D06 -468 Address: 929 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 12/20/2006 Applicant: RADIO SHACK Issue Date: Amount Payment Check 10069 4,601.48 Account Code Current Pmts 000/322.100 4,596.98 000/386.904 4.50 Total: $4,601.48 Payment Amount: 54,601.48 Payment Date: 01/12/2007 01:33 PM Balance: 50.00 Ann• Rarwint -OR Printer, n1-12 -2007 Doc: RECSEIS-06 RECEIPT NO: R06 - 02011 Initials: JEM User ID: 1168 Payee: BNBUILDERS, INC. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431 -3670 Fax: 206-431 -3665 Web site: http: //www.cttukwila.wa.us SET ID: 5000000655 SET NAME: RADIO SHACK (WESTFIELD) SET TRANSACTIONS: Set Member Amount D06 -468 2,988.04 D06 -469 518.69 TOTAL: 3,506.73 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES SET RECEIPT Payment Date: 12/22/2008 Total Payment: 3,506.73 TRANSACTION LIST: Type Method Description Amount Payment Check 23493 3,506.73 TOTAL: 3,506.73 Account Code Current Pmts 000/345.830 3,506.73 TOTAL: 3,506.73 3026 12/22 9716 TOTAL 3506.73 • Project: • ii40 SA r/ Type of Inspection: /-,,/H, -) / Address: %<.7 j Sm /A fli.i/Aty Date Called: Special Instructions: Date Wanted: - / 7 _ - 0 7 P.m. Requester: Phone No: 0 20 ( -c / /- c 70C INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3f 7 COMMENTS: Approved per applicable codes. Corrections required prior to approval. /Ag -in1 iDate:2 LI $5$. 0 REIINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Projec . / :% .L/ . a.. i _ Type of Inspection: •.... at . Li• /G A. dress: '7.. 5 _ c_ /sic J/ Date Called: Special Instructions: Date Wanted: /47/ Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -370 O pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ❑ $58.0 EINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Project: Ia C ale �� /I/ A Type of Ins pectio j ! a_P ? yam /SlL.�� E / /' t_" ) / Addr ss: Date Called: Special Instructions: Date Wanted: a Q p .m Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 y#3 PERM (206)431 =367p COMMENTS: Inspector: Dater ..9 Approved per applicable codes. EJ Corrections required prior to approval. $58.00 REINSPECTION FEE YtEQUIRED. Prior t o inspection, fee Ihust be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: (Date: Project r - ,/ .. Y Type of Inspection: — . ! // /et" -' Add es : y z ,s, (ii, N /eli Date Cal ed: Special Instr ctions: Date Wanted: 77 /"G�� �� t "; Requester: Phone No: El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: ' 1 /11,-Y1 `f"Yt <S '.l..9CJ �,. s v / /e_ e. 4,:p7AC I Date: / 7i7 ❑ $58.0�4FEINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: (206)431 -36 Corrections required prior to approval. Project: / <7A.) �S ,t. Type of Ins ection: ,c-41,-)-7,#,v d Address: 9; 4 S et r i k. '. t fi r /l I9 /I Date Called: Special Instructions: Date Wanted: / a.t r Requester: Phone e - $67D INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. COMMENTS: p 4, ;71/1, S S 4 A/P -f ✓w✓-1 1? 9 /eU -'r/ Inspect $ 8.00 REINSPECTION P€E REQUIRED. Prior to inspection, fee must be Id at 6300 Southcenter lvd., Suite 100. Call to sechedule reinspection. Ri,Keipt No.: Date: / Z 7 Date: PER 206)431 -3 0 Corrections required prior to approval. Project : jc / Pt) , r7 4 Type of Inspection: Sf e R F.,,AL / tc „; < G n Fi IAL Address: c Suite #: — c r ,� ALL Contact Person: S -c_ Special Instructions: Pre -Fire: +-/ Phone No.: ,)c4 - yr,1 - 9 .1q0 Needs Shift Inspection: Y Sprinklers: r Fire Alarm: S' Hood & Duct: ti Monitor: Pre -Fire: +-/ Permits: Occupancy Type: INSPECTION NUMBER proved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 -N6R 07- S - oi'' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Corrections required prior to approval. COMMENTS: Ear 9 ; °KA r1Rc 0✓a.1 SPR r L Inspector: F I S i Date: ft/ Isl 7 Hrs.: �F. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: PAck,o S\•crk Type of Inspection: Sit C/N er Address: of?., s ,;411/4 c ,-k- « Nei 11 Suite #: Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: 1d D Sprinklers: Fire Alarm: SAS Hood & Duct. Monitor: Pre -Fire: Permits: Occupancy Type: I W/ I I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 II Approved per applicable codes. Word /Inspection Record Form.Doc 12/2/05 QoG- 4h$ 07 -5 - nl9 PERMIT NUMBERS Corrections required prior to approval. COMMENTS: pk' r) r 1-164- ;E rT " OAr 14K45 Inspector: wk 51 Date: 2..15(0-7 Hrs.: $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be id at 444 Andover Park East. Call to schedule reinspection. Pa Receipt No.: Date: T.F.D. Form F.P. 85 Project: 2 A t w 4 , , c . c C Type of Inspection: t -IAA -> LID Address: sra c12' 5 c MAL-. Suite #: Contact Person: • -- S-z-JE Special Instructions: • Phone No.: ZD� I 1 - i(009 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 . FI Approved per applicable codes. COMMENTS: 0 K - rtD Hissi .D L1 C-14 c<! - 0 C. ONLY spector: (� 1\/fr I $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from t / l - e City of Tukwila Finance Department. Call to schedule a reinspection. S !Z INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Date: I Izc (i - Deter LJ Cg of -.s- 1)19 PERMIT NUMBERS Corrections required prior to approval. Firs.: \ Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 May 9, 2007 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Radio Shack Address: Southcenter Mall, Tukwila Job Number: 07 -089 We state that the work requiring special inspection was, to the test of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items Inspected are: • Welding Sincerely, OTTO ROSENAU & ASSOCIATES, INC. St/K22 / e��aa - niner Susan Rosenau -Moser Vice President OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 8747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725-4600 • Toll Free: (888) 0170-4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com Permit Number: D06 -468 = F AR E® OTTO ROSENAU & ASSOCIATES, INC. - r ZII' /2001 Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 42535 RECEIVED Description: Welding 'FEB 2 6 2007 Project: Radio Shack Permit Number: D06 -468 Address: Southcenter Mall, Tukwila Job Number: 07-089 COMMuNiTY DEVELOPMENT Client: BN Builders, Inc. Client Address: 2601 4 Avenue, Suite 350, Seattle Inspector and Date Remarks Dean Cooke On site for visual weld inspection at the request of the client. 2/14/2007 Welds shown on SK -1 for the modification of HP -1 unit support are conforming to AWS D1.1, IBC, and project specifications. Copies to: Owner X Contractor Architect X Building Dept Technical Responsibility: 2na * .,6 Engineer David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in ML without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 - Fax (206) 723 Form No.: ADMIN -63 -01 (Rev 05/03) • (MO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 52792 Description: Structural Steel Erection CONSTRUCTION INSPECTION REPORT Project: Roberson Building Permit Number: 40000063526 Address: 708 Market Street, Tacoma Job Number: 05-562 Client: New Urban Properties, LLC Client Address: 708 Broadway, Suite M113, Tacoma Inspector and Date Remarks Mike Clarke Onsite for structural steel inspection. Following a conversation with Josh Comer of Irban Core 2/2/2007 Construction (contractor). It was suggested by Gary Peterson (owner) that ORA document non- conforming construction up to this stage. I suggested digital photographs of non - conforming areas to begin Monday, 2/5/2007. I believe photographs are the best way and easiest for all parties involved to evaluate the existing conditions. The scheduled return is 2/512007. Copies to: X Owner Contractor X Architect X Building Dept. Technical Responsibility: X Engineer David Lyal, Technical Director This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -63 -01 (Rev 05/03) I Dennis]. Mitchell NCARB, AIA. Architect Date: February 1, 2007 SHEET A 3 SHEET A 8 SHEET A 9 SHEET E 2 Letter Addendum Addendum One Project Name: RadioShack (01 -399 PN.35902) West Field South Center Mall 1003 South Field Mall Road, Suite 320 Tukwila, Washington 92188 Window Schedule Mark A, B, C Revise size- from %" laminated to /2" tempered. Revise hardware from polish stainless to brushed aluminum Note: 12 Revise to Read 1/4" tempered glass in brushed aluminum 4" head and 6" sill Details 2/A8 and 3/A8 Move glass frame 1&1/2" back from sign band. Delete lights (Note 18) At 10' -0' Ceiling Reduce Fascia from 2' -9 to 2' -6 increase sign band Fascia from 3'- 0' to 3' -6' • Truss at 10' -0' ceiling ( Note 39) reduce height from 2' -1' to 1' -7'. Truss at 15' -0' ceiling increase height from 2' -1 to 2' -7'. Truss height for truss above for 10'-0' ceiling reduce height to l'-7' Truss above 15' -0' ceiling increase height to 2' -7" (F) lights shall be switched by sign timer same as mall sign. RECEIVED (F) lights and sign shall be circuited per plans. END OF ADDENDUM REGISTERED Dennis T. Mitchell AIA 7 ARCHITECT Washington State y • Architect License No. 6500 1 OER 1S T p'TCRflj S UTh!G T �, STATE OF N',, ;:.t,• � FEB 1 f DE RED "QED Ft_ DEPART► ; y DENNIS T. MITCHELL ARCH 1TECT *6031 WEST 1 -20, STE 260 *ARLINGTON, TX 76017 *817/ 483 -1146 *FAX 817/ 483 -7377 FILE COPY Pr.7" r SOUTHCENTNER MALL PHASE I - / iia /O /j 77,7 A >47 o. Y i, • // // , v // 111111111111 '7 4 SEARS W alla SHOPPINGTOW N SOUTHCENTER KEY PLAN NO SCALE REVIEWED FOR CODE COMPLIANCE /u " ",., ,es .a1 JAN —5 2007 Of Tukwila�` ING DIVISION H,V,A.C, CALCULATION FORM PHASE I SUMMER SPACE 76'F 8 502 R.H. OUTSIDE 84T db/ 68'F wb HEATING SPACE 72'F: OUTSIDE 21T ROOF "U" a 0.08 CUD a 68 ITEM QUANTITY 1. ROOF AREA . CORRIDOR WALL 3. OUTSIDE WALL 4, LIGHTING NE IIE 5. PEOPLE 6. APPLIANCES 7. OUTSIDE AIR 8. FAN MOTORS G.L.A. I $ ?-1 SQ.FT. 33 G SOFT. 0 SQFT. ... CONNECTION 3.c, K.V. GLA /100 - IT PEOPLE SEE APPLIANCE CALC FORM GLA x .2 CFM/SQ.FT.• CFM TOTALS HEAT LOSS FACTOR 4.28 4.76 17.34 55.08 BIM 7 a 2.0oGo TOTAL COOLING (SENSIBLE • LATENT» P3S2Q BTUH *BE LIGHTING KV ENTRY SHALL MATCH FROM THE ELECTRIC LOAD SUMMARY ON `ELECTRICAL DATA FORMS' REMARKS, SENSIBLE HEAT GAIN FACTOR 5.71 2.52 9.72 2545 BTUH 1D3Qa 12-z g7Sv. 170 3 '9Ig S27Dc LATENT HEAT GAIN FACTOR 200 8.30 BTUH 380 3o23 CFM: SENSIBLE BTUH =2`IFM 1.08x20' AT )IE WALL FACTOR OUTSIDE VALLS NORTH= 3.40 EAST =10.88 SOUTH= 5.44 WEST = 3.74 DEC 202006 t 57 .� - 7 RECEIVED CIiY OF TUKWILA Project Info Project Address 1003 BOOTH CENTER MALL, SNITS 320 Date 12/12/2006 TORNILA, NASHINOTION 98188 For Building Department Use Applicant Name: NSBTPIELD CORPORATION Applicant Address: 11601 NILSHIRS BOEHLMVARD Applicant Phone: 310 -575 -5919 2004 Washington State Nonresidential Energy Code Compliance Form Project Summary PRJ -SUM 2000 Washington State Nonresidential Energy Code Compliance Fonne Revised May 2005 Project Info Project Address 1003 SOUTH CENTER HALL Date 12/14/2006 TUKWILA, WASHINGTON 98188 For Building Department Use Covered Parking Applicant Name: WESTFIELD CORPORATION INC. Applicant Address: 11601 WILSHIRE BLVD., LOS ANGELES CA, 90025 -1748 Applicant Phone: 310 - 575.5919 Project Description auto shutoff req. ❑Plans Included requirements. New Building ❑Addition i Alteration i Bldg> 5000sf, Refer to SEC Section 1513 for controls and commissioning Compliance Option 0 Prescriptive Q Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Location Description Allowed Watts per ft or per If Area In ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 2'x2' Lay -in 0.2 yyift2 105.0 1890.0 Note: 2004 SEC does not allow trading between covered parking and ext. Itg. Total Allowed Covered Parking Watts 2' Wallwasher Open Parking 35.0 0.15 Wif Display Downlight Outdoor Areas 32.0 0.15 W /ft office /Stockroom 4'0• Strip Fluorescent light Bldg. (by facade) 32.0 0.15 VV/ft Hallway /Toilet 4'0• strip Fluorescent light Bldg. (by perim)' 32.0 7.5 W/If Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Display 2'x2' Lay -in 18 105.0 1890.0 Display 2' Wallwasher 27 35.0 945.0 Display Downlight 11 32.0 352.0 office /Stockroom 4'0• Strip Fluorescent light 9 32.0 288.0 Hallway /Toilet 4'0• strip Fluorescent light 4 32.0 128.0 Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft2 Allowed x Area Display Retail sales 1.50 1407.0 2110.5 Display Retail Sales (Exception 10) 1.50 810.0 1215.0 Office /Stockroom Office /Stockroom 1.00 303.0 303.0 Toilet /Hallway Toilet /Hallway 0.80 129.0 103.2 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM Note automatic day fighting, occupancy sensor, and other control requirements of Section 1513, as applicable. Maximum Allowed Lighting Wattage (Interior) Revised May 2005 •• From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 3731.7 Notes: 1. Use manufacturers listed maximum input wattage. For hard -wired ballasts only, the default table In the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage ( Interio?) List all fixtures. For exemp lighting, not exception and leave Watts/Fixture blank. Total Proposed Watts may not exceed Total Allowed Watts for Interior Maximum Allowed Lighting Wattage (Exterior) Total Proposed Watts 3603.0 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Bldg. Exterior Watts Use mfgr listed maximum Input wattage. For fixtures with hard-wireo Dauasts oniy, the default table In the NREC Technical Reference Manual may also be used Proposed Lighting Wattage (Exterior) Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Lighting Permit Plans Checklist LTGCHK Note automatic daylighting, occupancy sensor, and other control requirements of Section 1513, as applicable. Revised May2005 Project Address 1003 WITH CENTER MALL (Date 12/14/2006 The following Information is necessary to check a lighting permit application for compliance with the lighting requirements in the 2004 Seattle Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local control /access Schedule with type, indicate locations 82 yes 1513.2 Area controls Maximum limit per switch S2 n.a. 1513.3 Daylight zone control Schedule with type and features, indicate locations n. a . vertical glazing Indicate vertical glazing on plans n. a . overhead glazing Indicate overhead glazing on plans yes 1513.4 Display /exhib /special Indicate separate controls 82 1513.5 Exterior shut-off Schedule with type and features, indicate location n. a. (a) timer w /backup Indicate location n. a lb) photocell. Indicate location 1513.6 Inter. auto shut -off Indicate location yes 1513.6.1 (a) occup. sensors Schedule with type and locations 62 yes 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans El 1513.7 Commissioning Indicate requirements for lighting controls commissioning 82 yes Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture n.a. 1437 Elec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency 2004 Washington State Nonresidential Energy Code Compliance Form Project Info Project Address 1003 BOOTH CENTER KILL, SUITS 320 Date 12/12/2006 rORNxLA, WASHING/TOM Seise For Building Department Use Applicant Name: moms= CORPORATION Applicant Address: 11601 WILSHIRE BOULNARO Applicant Phone: 310.595 -5919 Project Summary PRJ -SUM 2004 Seethe Nonresidential Energy Code Compliance Fame 2004 Seattle Nonresidential Energy Code Compliance Form Revised May 2005 Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. 1003 SOOTS CENTER NALL, SUITE 320 Cooling Equipment Schedule Equip. ID Brand Name' Model No.' Capacity Btu/h Total CFM OSA CFM or Econo? SEER or EER IPLV Location COED LENNOX ItS29-072 76000 - - 10.2/10.4 - ROOFTOP Heating Equipment Schedule Equip. ID Brand Name' Model No.' Capacity Btu/h Total CFM OSA cfm or Econo? Input Btuh Output Btuh Efficiency sit LENNOX NE -Ps -is 35500 - - - - - Fan Equipment Schedule Equip. ID Brand Name' Model No.' CFM sp' HP /BHP Flow Control Location of Service ANS LENNOX CEN17 -95 3000 - 2.00 CV ATTIC Project Info Project Address 1003 SOOTS CENTER NALL, SUITE 320 Date 12/12/2006 TOENILA, NASHINOTION 98188 For Building Dept. Use Applicant Name: WESTFIELD CORPORATION Applicant Address: 11601 WILSHIRE BOLDLEVARD Applicant Phone: 310 -575 -5919 Mechanical Summary MECH -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms Project Description Briefly describe mechanical system type and features. ❑ Includes Plans 2004 Washington State Nonresidential Energy Code Compliance Form Include documentation requiring compliance with commissioning requirements, Section 1416. Revised May 2005 Compliance Option Simple System Q Complex System Q Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple & complex systems.) 'If available. 2 As tested according to Table 14 -1A through 14-10. If required. 4 COP, HSPF Combustion Efficiency, or AFUE, as applicable. 5 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). Mechanical Permit Plans Checklist MECH -CH%C 2004 Washington Slate Nonmidential Energy Code Cornpiiance Fpme Revised May2005 Project Address 1003 SOOTH CENTER MALL, SUITS 320 ( Dare 12/12/2006 The following Information I necessary to check a mechanical permit application for compliance with the mechanical requirements In the Washington State Nonresi ential Energy Code. Applicability (yes, no, n.a.)' Code Section 'Component 'Information Required ' Location on Plans' Building Department Notes HVAC REQUIREMENTS (Sections 1401.1424) 1411 Equipment performance a. e. 1411.4 Pkg. elec. htg.& clg. List heat pumps on schedule yes 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency no 1411.1 Combustion htg. Indicate Intermittent ignition, flue /draft damper & jacket loss 1412 HVAC controls yea 1412.1 Temperature zones Indicate locations on plans n.e. 1412.2 Deadband control Indicate 5 degree deadband minimum n. e. 1412.3 Humidity control Indicate humidistat yea 1412.4 Automatic setback Indicate thermostat with night setback( and 7 diff. day types yea 1412.4.1 Dampers Indicate damper location and auto. controls & max. leakage �. a. 1412.4.2 Optimum Stan Indicate optimum start controls n. a. 1412.5 Heat pump control Indicate microprocessor on thermostat schedule n.a. 1412.6 Combustion htg. Indicate modulating or staged control yea 1412.7 Balancing Indicate balancing features on plans A.a. 1422 Thermostat interlock Indicate thermostat Interlock on plans yea 1423 Economizers Equipment schedule 1413 Air economizers yes 1413.1 Air Econo Operation Indicate 100% capability on schedule n. a. 1413.1 WV Econo Operation Indicate 100% capacity at 45 degF db & 40 deg F wb n. s. 1413.2 Water Econo Doc Indicate clg load & water econoe & dg tower performance n. a. 1413.3 Integrated operation Indicate capability for partial cooling a.a. 1413.4 Humidification Indicate direct evap or fog atomization w/ air economizer 1414 Ducting systems yes 1414.1 Duct sealing Indicate sealing necessary yea 1414.2 Duct Insulation Indicate R -value of insulation on duct n. a. 1415.1 piping Insulation Indicate R -value of Insulation on piping 1416 Completion Requirements yea 1416.162 Drawings & Manuals Indicate requirement for record drawings and operation docs. yes 1416.3.2 Air Balancing Indicate air system balance requirements n. a. 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements n. a. 1416.4 Commissioning Indicate requirements for commissioning and prelim. Report n. a. 1424 Separate air sys. Indicate separate systems on plans yell Mechanical Summary Form Completed and attached. Equipment schedule with types, input/output, efficiency. cfm, hp, economizer r. .. •� a •aa eclons .r.r... 1440 Service water Mg. n. a. 1441 Elec. water heater Indicate R -10 insulation under tank n. a. 1442 Shut -off controls Indicate automatic shut -off A . a. 1443 Pipe Insulation Indicate R -value of insulation on piping n.a. 1452 Heat Pump COP Indicate minimum COP of 4.0 a.a. 1452 Heater Efficiency Indicate pool heater efficiency n. a. 1453 Pool heater controls Indicate switch and 65 degree control n. s. 1454 Pool covers Indicate vapor retardant cover a. a. 1454 Pools 90+ degrees Indicate R -12 pool cover 2004 Washington State Nonresidential Energy Code Compliance Form no is ci t for any question, provide explanation: REVIEWED FOR CODE COMPLIANCE it j inn roan JAN - 5 2007 (b/ C p Tukwila � SILDING DIVISION FILE COPY �. N o. Structural Calculations for Store Front Trusses S Radio Shack No. 01 -3399 Westfield South Center Mall Wukwila, Washington Job Number 2064324 December 6, 2006 YUNK W. NEAL & ASSOC, INC. Consulting Engineers 1016 W. Broadway, Fort Worth Texas 78104 18171 332-1044 Fax 18171 336 -8620 f ma- eng.00m • Brand Registered In Tarrant CouxY Prepared for: Radio Shack James W. P. Howard, A.I.A. 300 Radio Shack Circle, Mail Stop CF6 -332 Fort Worth, Texas 76102 -1964 817 - 415-0579 RECEIVED CITY OFTUKWU DEC 20 2006 - - PCRIAITCENTER Pa/ FRANK W. NEAL & ASSOC., INC. C B % SC/ 541 Consulting Engineers 1015 W. Broadway Fort Worth. Texas 76104 (817) 332 -1844 Fax (817) 336 -8620 twna- eng.cotn • Brand Registered in Torrent County BASIL .514e 4rc. test .2_,q V -, .46 W -C6 _ .4 or /f. 1:a . Li? = 7rus5 R4o10 s 1 k =of -3399 v PROJECT: t ✓t l wi k Wa ch ( #1546 I� NO: �WYI t V DATE I b-06 PAGE RE: S7'46 V e rn VS- ENGR: 'N CHK: C.00 : 200 3 NrCrz AM- 710'v4 L. av/ L.vrJ Co oE' DLSIGro fob . T tS- Fb 2te s • 1,9 4.0 3.o Ca_ R • lip • Lo A YJ.S t ir 4 SPac.tAL Loo, 5 So 754 Pc•-10 Lo A D S Tll•y Si wT . : • - .25.. -F T)W5S ill Ay s(A4 -raNCD : - b ' t .. a K. & P e ' ?1.Q4 _ feCA a ) c, a CL S$ x TatAL FRANK W. NEAL & ASSOC., INC. Consulting Engineers •• 1015 W. Broadway Fort Worth, Texas 76104 (817) 332-1944 Fax (817) 336 -8620 fwna- eng.com . Brand Registered In Torrent County t ik a 'Pnfm.. LA-Tim/4c fok,os , 58 ( I L) •L4= 0 RAoco Sic = 4L 0( - 3399 PROJECT: MI /C W, k iCJh f r) < #0 h NO: 7W S t DATE I irOG PAGE 2 RE: S F/4QNT rnv.tlts ENGR: 21-1 CHK: bat co pL f I Loo �-'- L0 T? 60 CL A-et'io pia LA-111094A . - to fitt t Jr Ulf Z.s�“- vi. : 012.4 j . LL=1,o re..(- "CoTisa- C.e An9 k , DL = 6o f.2S 1.-t-77- o relic pc: ,6o.0.p,C _34ISmtG v ' � •23 T4z Loa-o y -'T F 0A Pet" S &ero-no --3CP' cash { Aohs 114 t 6 IK,sz)P -- 41 :1 V\/\/\/\/\/\/\/\1 33n-(1 1J r IA' 0% ISEit(ot)r V , / Ss (ztl ( 1.7 c O V / \\•/ / \ \.1 intl S gt etis .to c\i \o iD = �����c,o�e � = l / \ /,\ / \\I „net), at $4 s C) * * * STAAD /Pro STAAD -III * * Revision 3.1 * * Proprietary Program of * * RESEARCH ENGINEERS, Inc. * * Date= JAN 5, 2000 * * Time= 15:20:30 * * * * USER ID: Frank W. Neal & Assoc. * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE TANDY10 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 0. 0. 0.; 2 2.5 0. 0.; 3 5. 0. 0.; 4 7.5 0: 0.; 5 10. 0. 0. 6. 6 0. 2. 0.; 7 2.5 2. 0.; 8 5. 2. 0.; 9 7.5 2. 0.; 10 10. 2. 0. 7. MEMBER INCIDENCES. 8. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 6 7; 6 7 8; 7 8 9; 8 9 10 9. 9 1 6; 10 2 6; 11 2 7; 12 3 7; 13 3 8; 14 3 9; 15 4 9 10. 16 4 10; 17 5 10 11. MEMBER TRUSS 12. 9 TO 17 13. UNIT INCHES KIP 14. MEMBER PROPERTY AMERICAN 15. 1 TO 17 PRI AX :248 IX 2.52 IY .243 IZ 2.52 YD 2.0 ZD 5.92 16. CONSTANT 17. E STEEL ALL 18. DENSITY STEEL ALL 19. SUPPORT 20. 1 5 PINNED 21. UNIT FEET KIP 22. LOAD 1 SELF 23. SELFWEIGHT Y -1. 24. LOAD 2 DL 25. MEMBER LOAD 26. 5 TO 8 UNI Y -.04 27. 1 TO 4 UNI Y -.015 28. LOAD 3 LL 29. MEMBER LOAD 30. 5 TO 8 UNI Y -.015 31. 1 TO 4 UNI Y -.015 32. LOAD COMB 4 33. 1 1. 2 2. 3 2. 34. PERFORM ANALYSIS PAGE NO. )O -( = TANDY10 -- PAGE NO. 10 -i- P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 10/ 17/ 2 ORIGINAL /FINAL BAND -WIDTH = 6/ 4 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 26 SIZE OF STIFFNESS MATRIX = 390 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.03/ 2047.7 MB, EXMEM = 1940.5 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. 35. PRINT SUPPORT REACTIONS 15:20:30 15:20:30 15:20:30 15:20:30 15:20:30 TANDY10 -- PAGE NO. SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 1 0.01 0.02 0.00 0.00 0.00 0.00 2 0.12 0.28 0.00 0.00 0.00 0.00 3 0.07 .0.15 0.00 0.00 0.00 0.00 4 0.39 0.87 0.00 0.00 0.00 0.00 5 1 -0.01 0.02 0.00 0.00 0.00 0.00 2 -0.12 0.28 0.00 0.00 0.00 0.00 3 -0.07 0.15 0.00 0.00 0.00 0.00 4 -0.39 0.87 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 36. PRINT MEMBER FORCES ALL TANDY10 S" CSE 14GA SUPPORT REACTIONS -UNIT RIP FEET STRUCTURE TYPE = TRUSS -- PAGE NO. IS -3 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 1 0.02 0.03 0.00 0.00 0.00 0.00 2 0.37 0.41 0.00 0.00 0.00 o.oa 3 0.30 0.34 0.00 0.00 0.00 0.00 4 1.38 1.53 0.00 0.00 0.00 0.00 14 1 -0.02 0.03 0.00 0.00 0.00 0.00 2 -0.37 0.41 0.00 0.00 0.00 0.00 3 -0.30 0.34 0.00 0.00 0.00 0.00 4 -1.38 1.53 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 70. PRINT MEMBER FORCES ALL TANDYIO MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET -- PAGE N0. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO) 1 1 0.01 0.00 0.00 0.00 0.00 0. 2 -0.01 0.00 0.00 0.00 0.00 0. 2 1 0.12 0.03 0.00 0.00 0.00 0. 2 -0.12 0.01 0.00 0.00 0.00 0. 3 1 0.07 0.02 0.00 0.00 0.00 0. 2 -0.07 0.02 0.00 0.00 0.00 0. 4 1 0.39 0.10 0.00 0.00 0.00 0. 2 -0.39 0.05 0.00 0.00 0.00 0. 2 • 1 2 -0.01 0.00 0.00 0.00 0.00 0. 3 0.01 0.00 0.00 0.00 0.00 0. 2 2 -0.12 0.03 0.00 0.00 0.00 -0. 3 0.12 0.01 0.00 0.00 0.00 0. 3 2 -0.07 0.02 0.00 0.00 0.00 -0. 3 0.07 0.02 0.00 0.00 0.00 0. 4 2 -0.39 0.10 0.00 0.00 0.00 -0. 3 0.39 0.06 0.00 0.00 0.00 0. 3 1 3 -0.01 0.00 0.00 0.00 0.00 0. 4 0.01 0.00 0.00 0.00 0.00 0. 2 3 -0.12 0.01 0.00 0.00 0.00 -0. 4 0.12 0.03 0.00 0.00 0.00 0. 3 3 -0.07 0.02 0.00 0.00 0.00 -0. 4 .0.07 0.02 0.00 0.00 0.00 0. 4 3 -0.39 0.06 0.00 0.00 0.00 -0. 4 0.39 0.10 0.00 0.00 0.00 0. 4 1 4 0.01 0.00 0.00 0.00 0.00 0. 5 -0.01 0.00 0.00 0.00 0.00 0. 2 4 0.12 0.01 0.00 0.00 0.00 -0. 5 - 0.12 0.03 0.00 0.00 0.00 0. 3 4 0.07 0.02 0.00 0.00 0.00 -0. 5 -0.07 0.02 0.00 0.00 0.00 0. 4 4 0.39 0.05 0.00 0.00 0.00 -0. 5 -0.39 0.10 0.00 0.00 0.00 0. 5 1 6 0.01 0.00 0.00 0.00 0.00 0. 7 -0.01 0.00 0.00 0.00 0.00 0. 2 6 0.24 0.05 0.00 0.00 0.00 O. 7 -0.24 0.05 0.00 0.00 0.00 0. 3 6 0.13 0.02 0.00 0.00 0.00 0. 7 -0.13 0.02 0.00 0.00 0.00 0. 4 6 0.77 0.15 0.00 0.00 0.00 0. TANDY10 MEMBER END FORCES STRUCTURE TYPE = PLANE -- PAGE NO. /b -> ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y M0D 0.00 0 • 6 1 7 0.02 0.00 0.00 0.00 0.00 0. 8 -0.02 0.00 0.00 0.00 0.00 -0. 2 7 0.32 0.06 0.00 0.00 0.00 0. 8 -0.32 0.04 0.00 0.00 0.00 0 . 3 7 0.17 0.02 0.00 8 -0.17 0.02 0.00 0.00 0.00 0 • 4 7 1.00 0.16 0.00 0.00 0.00 -0. 8 -1.00 0.12 0.00 0.00 0.00 0 . 7 1 8 0.02 0.00 0.00 0.00 0.00 0. 9 -0.02 0.00 0.00 0.00 0.00 -0. 2 8 0.32 0.04 0.00 0.00 0.00 9 -0.32 0.06 0.00 0.00 0.00 0. 3 8 0.17 0.02 0.00 0.00 0.00 -0 . .. 9 -0.17 0.02 0.00 0.00 0.00 0. 4 8 1.00 0.12 0.00 0.00 0.00 -0. 9 -1.00 0.16 0.00 0.00 0.00 0. 8 1 9 0.01 0.00 0.00 0.00 0.00 0- 0.00 0.00 0. 10 -0.01 0.00 0.00 2 9 0.24 0.05. 0.00. 0.00 0.00 -0. 0.00 0.00 0.00 0 . 10 -0.24 0.05 3 g 0.13 0.02 0.00 0.00 0.00 -0. 10 - 0.13 0.02 0.00 0.00 0.00 0. 4 9 0.77 0.13 0.00 0.00. 0.00 - 0. 10 -0.77 0.15 0.00 0.00 0.00 9 1 1 0.02 0.00 0.00 0.00 0.00 0. 0.00 0. 6 -0.01 0.00 0.00 0. 2 1 0.25 0.00 0.00 0.00 0.00 0. 6 -0.25 0.00 0.00 0.00 0.00 3 1 0.13 0.00 •0.00 0.00 0.00 0. 6 -0.13 0.00 0.00 0.00 0.00 0. 4 1 0.77 0.00 0.00 0.00 0.00 0. 6 -0.77 0.00 0.00 0.00 0.00 10 1 2 -0.02 0.00 0.00 0.00 0.00 0. 6 0.02 0.00 0.00 0.00 0.00 2 2 -0.31 0.00 0.00 0.00 0.00 0. 0.00 0. 6 0.31 0.00 0.00 0.00 0. 3 2 -0.17 0.00 0.00 0.00 0.00 0. 6 0.17 0.00 0.00 0.00 4 2 _0,99 0.00 0.00 0.00 0.00 0. TANDY10 -- PAGE N0. MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD UT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOT 2 2 0.16 0.00 0.00 0.00 0.00 0. 7 -0.16 0.00 0.00 0.00 0.00 0. 3 2 0.07 0.00 0.00 0.00 0.00 0. 7 -0.07 0.00 0.00 0.00 0.00 0. 4 2 0.47 0.00 0.00 0.00 0.00 0. 7 -0.46 0.00 0.00 0.00 0.00 0. 12 1 3 -0.01 0.00 0.00 0.00 0.00 0. 7 0.01 0.00 0.00 0.00 0.00 0. 2 3 -0.09 0.00 0.00 0.00 0.00 0. 7 0.09 0.00 0.00 0.00 0.00 0. 3 3 -0.05 0.00 0.00 0.00 0.00 0. 7 0.05 0.00 0.00 0.00 0.00 0. 4 3 -0.29 0.00 0.00 0.00 0.00 0. 7 0.29 0.00 0.00 0.00 0.00 0. 13 1 3 0.00 0.00 0.00 0.00 0.00 0. 9 0.00 0.00 0.00 0.00 0.00 0. 2 3 0.09 0.00 0.00 0.00 0.00 0. 8 -0.09 0.00 0.00 0.00 0.00 0. 3 3 0.03 0.00 0.00 0.00 0.00 0, 8 -0.03 0.00 0.00 0.00 0.00 0. 4 3 0.24 0.00 0.00 0.00 0.00 0. 8 -0.24 0.00 0.00 0.00 0.00 0. 14 1 3 -0.01 0.00 0.00 0.00 0.00 0. 9 0.01 0.00 0.00 0.00 0.00 0. 2 3 -0.09 0.00 0.00 0.00 0.00 0. 9 0.09 0.00 0.00 0.00 0.00 0. 3 3 -0.05 0.00 0.00 0.00 0.00 0. 9 0.05 0.00 0.00 0.00 0.00 0. 4 3 -0.29 0.00 0.00 0.00 0.00 0. 9 0.29 0.00 0.00 0.00 0.00 0. 15 1 4 0.01 0.00 0.00 0.00 0.00 0. 9 -0.01 0.00 0.00 0.00 0.00 0. 2 4 0.16 0.00 0.00 0.00 0.00 0. 9 -0.16 0.00 0.00 0.00 0.00 0. 3 4 0.07 0.00 0.00 0.00 0.00 0. 9 -0.07 0.00 0.00 0.00 0.00 0. 4 4 0.47 0.00 0.00 0.00 0.00 0. 9 -0.46 0.00 0.00 0.00 0.00 0. 16 1 4 -0.02 0.00 0.00 0.00 0.00 0. TANDY10 -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO) 3 4 -0.17 0.00 0.00 0.00 0.00 0. 10 0.17 0.00 0.00 0.00 0.00 0. 4 4 -0.99 0.00 0.00 0.00 0.00 0. 10 0.99 0.00 0.0.0 0.00 0.00 0. 17 1 5 0.02 0.00 0.00 0.00 0.00 0. 10 -0.01 0.00 0.00 0.00 0.00 0. 2 5 0.25 0.00 0.00 0.0.0 0.00 0. 10 -0.25 0.00 0.00 0.00 0.00 0. 3 5 0.13 0.00 0.00 0.00 0.00 0. 10 -0.13 0.00 0.00 0.00 0.00 0. 4 5 0.77 0.00 0.00 0.00 0.00 0. 10 -0.77 0.00 0.00 0.00 0.00 0. * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 37. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE= JAN 5,2000 TIME= 15:20:32 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FOR QUESTIONS REGARDING THIS VERSION OF PROGRAM * RESEARCH ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: . (714) 921 -2543 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD /Pro STAAD -III * * Revision 3.1 * Proprietary Program of * * RESEARCH ENGINEERS, Inc. * Date= JAN 5, 2000 * Time= 15:23:16 * * * USER ID: Frank W. Neal & Assoc. ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD.TRUSS TANDY10 6" CSE 14GA 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 .000 .000 .000 6. 2 2.500 .000 .000 7. 3 5.000 .000 .000 8. 4 7.500 .000 .000 9. 5 10.000 .000 .000 10. 6 .000 2.000 .000 11. 7 2.500 2.000 .000 12; 8 5.000 2.000 .000 13. 9 7.500 2.000 .000 14. 10 10.000 2.000 .000 15. 11 12.5 2. 0. 16. 12 15. 2. 0. 17. 13 12.5 0. 0. 18. 14 15. 0. 0. 19. MEMBER INCIDENCES 20. 1 1 2 21. 2 2 3 22. 3 3 4 23.. 4 4 5 24. 5 6 7 25. 6 7 8 26. 7 8 9 27. 8 9 10 28. 9 1 6 29. 10 2 6 30. 11 2 7 31. 12 3 7 32. 13 3 . 33. 14 4 8 34. 15 4 9 35. 16 4 10 36. 17 5 10 37. 18 10 11 38. 19 11 12 PAGE NO. TANDY10 6" CSE 14GA -- PAGE NO. 15 at 42. 23 11 13 43. 24 12 13 44. 25 12 14 45. MEMBER TRUSS 46. 9 TO 17 22 TO 25 47. UNIT INCHES KIP 48. MEMBER PROPERTY AMERICAN 49. 1 TO 25 PRI AX .248 IX 2.52 IY .243 IZ 2.52 YD 2.0 ZD 5.92 50. CONSTANT 51. E STEEL ALL 52. DENSITY STEEL ALL 53. SUPPORT 54. 1 14 PINNED 55. UNIT FEET KIP 56. LOAD 1 SELF 57. SELFWEIGHT Y -1. 58. LOAD 2 DL 59. MEMBER LOAD 60. 5 TO 8 18 19 UNI Y -.04 61. 1 TO 4 20 21 UNI Y -.015 62. LOAD 3 LL 63. MEMBER LOAD 64. 5 TO 8 18 19 UNI Y -.03 65. 1 TO 4 20 21 UNI Y -.015 £6. LOAD COMB 4 67. 1 1. 2 2. 3 2. 68. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 14/ 25 / 2 ORIGINAL /FINAL BAND -WIDTH = 8/ 4 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 24 SIZE OF STIFFNESS MATRIX = 240 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.04/ 2047.7 MB, EXMEM = 1941.1 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. 69. PRINT SUPPORT REACTIONS 15:23:16 15:23:16 15:23:17 15:23:17 15:23 :17 TANDY10 6" CSE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. MEMBER LOAD ITT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 1 1 0.02 0.00 0.00 0.00 0.00 0. 2 -0.02 0.00 0.00 0.00 0.00 0. 2 1 0.37 0.02 .0.00 0.00 0.00 0. 2 -0.37 0.02 0.00' 0.00. 0.00 0. 3 1 0.30 0.02 0.00 0.00 0.00 0. 2 -0.30 0.02 0.00 0.00 0.00 1 4 1 1.38 0.08 0.00 0.00 0.00 0. 2 -1.38 0.08 0.00 0.00 0.00 0. 2 1 2 0.00 0.00 0.00 0.00 0.00 0. 3 0.00 0.00 0.00 0.00 0.00 0. 2 2 -0.06 0.02 0.00 0.00 0.00 0. 3 0.06 0.02 0.00. 0.00 0.00 0. 3 2 -0.05 0.02 0.00 0.00 0.00 0. 3 0.05 0.02 0.00 0.00 0.00 0. 4 2 -0.21 0.08 0.00 0.00 0.00 0. 3 0.21 0.08 0.00 0.00 0.00 0. 3 1 3 -0.02 0.00 0.00 0.00 0.00 0. 4 0.02 0.00 0.00 0.00 0.00 0. 2 3 -0.32 0.02 0.00 0.00 0.00 0. 4 0.32 0.02 0.00 0.00 0.00 0. 3 3 - 0.26 , 0.02 0.00 0.00 0.00 0. 4 0.26 0.02 0.00 0.00 0.00 0. 4 3 -1.17 0.08 0.00 0.00 0.00 0. 4 1.17 0.08 0.00 0.00 0.00 0. 4 1 4 -0.02 0.00 0.00 0.00 0.00 0. 5 0.02 0.00 0.00 0.00 0.00 0. 2 4 -0.32 0.02 0.00 0.00 0.00 0. 5 0.32 0.02 0.00 0.00 0.00 0. 3 4 -0.26 0.02 0.00 0.00 0.00 0. 5 0.26 0.02 0.00 0.00 0.00 0. 4 4 -1.17 0.08 0.00 0.00 0.00 0. 5 1.17 • 0.08 0.00 0.00 0.00 0. 5 1 6 0.03 0.00 0.00 0.00 0.00 0. 7 -0.03 0.00 0.00 0.00 0.00 0. 2 6 0.43 0.05 0.00 0.00 0.00 0. 7 -0.43 0.05 0.00 0.00 0.00 0. 3 6 0.35 0.04 0.00 0.00 0.00 0. 7 -0.35 0.04 0.00 0.00 0.00 0. 4 6 1.59 0.18 0.00 0.0.0 0.00 0. TANDY10 6" CSE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. !S MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 6 1 7 0.04 0.00 0.00 0.00 0.00 0. 8 -0.04. 0.00 0.00 0.00 0.00 0. 2 7 0.69 0.05 0.00 0.00 0.00 0. 8 -0.69 0.05 0.00 0.00 0.00 0. 3 7 0.56 0.04 0.00 0.00 0.00 0. 8 -0.56 0.04 0.00 0.00 0.00 0. 4 7 2.54 0.18 0.00 0.00. 0.00 0. 8 -2.54 0.18 0.00 0.00 0.00 0. 7 1 8 0.05 0.00 0.00 0.00 0.00 0. 9 -0.05 0.00 0.00 0.00 0.00 0. 2 8 0.77 0.05 0.00 0.00 0.00 0. 9 -0.77 0.05 0.00 0.00 0.00 0. 3 8 0.63 0.04 0.00 0.00 0.00 0. 9 -0.63 0.04 0.00 0.00 0.00 0. 4 8 2.86 0.18 0.00 0.00 0.00 0. 9 -2.86 0.18 0.00 0.00 0.00 0. 8 1 9 0.05 0.00 0.00 0.00 0.00 0. 10 -0.05 0.00 0.00 0.00 0.00 0. 2 9 0.77 0.05 0.00 0.00 0.00 O. 10 -0.77 0.05 0.00 0.00 0.00 0. 3 9 0.63 0.04 0.00 0.00 0.00 0. 10 -0.63 0.04 0.00 0.00 0.00 0. 4 9 2.86 0.18 0.00 0.00 0.00 0. 10 -2.86 0.18 0.00 0.00 0.00 0. 9 1 1 0.03 0.00 0.00 0.00 0.00 0. 6 -0.02 0.00 0.00 0.00 0.00 0. 2 1 0.39 0.00 0.00 0.00 0.00 0. 6 -0.39 0.00 0.00 0.00 0.00 0. 3 1 0.32 0.00 0.00 0.00 0.00 0. 6 -0.32 0.00 0.00 0.00 0.00 0. 4 1 1.45 0.00 0.00 0.00 0.00 0. 6 -1.45 0.00 0.00 0.00 0.00 0. 10 1 2 -0.03 0.00 0.00 0.00 0.00 0. 6 0.04 0.00 0.00 0.00 0.00 0, 2 2 . -0.55 0.00 0.00 0.00 0.00 0. 6 0,55 0.00 0.00 0.00 0.00 0. 3 2 -0.45 0.00 0.00 0,00 0.00 0. 6 0.45 0.00 0.00 0.00 0.00 0. 4 2 -2.03 0.00 0.00 0.00 0.00 0. TANDY10 6" CSE 14GA -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE = TRUSS. ALL UNITS ARE -- KIP FEET c. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 2 0.31 0.00 0.00 0.00 0.00 0. 7 -0.31 0.00 0.00 0.00 0.00 O. 3 2 0.24 0.00 0.00 0.00 0.00 0. 7 -0.24 0.00 0.00 0.00 0.00 0. 4 2 1.12 0.00 0.00 0.00 0.00 0. 7 -1.12 0.00 0.00 0.00 0.00 0. 12 1 3 -0.02 0.00 0.00 0.00 0.00 0. 7 0.02 0.00 0.00 0.00 0.00 0. 2 3 -0.33 0.00 0.00 0.00 0.00 0. 7 0.33 0.00 0.00 0.00 0.00 0. 3 3 -0.27 0.00 0.00 0.00 0.00 0. 7 0.27 0.00 0.00 0.00 0.00 0. 4 3 -1.22 0.00 0.00 0.00 0.00 0. 7 1.22 0.00 0.00 0.00 0.00 0. 13 1 3 0.01 0.00 0.00 0.00 0.00 0. 8 -0.01 0.00 0.00 0.00 0.00 0. 2 3 0.17 0.00 0.00 0.00 0.00 0. 8 -0.17 . 0.00 0.00 0.00 0.00 0. 3 3 0.13 0.00 0.00 0.00 0.00 0. 8 -0.13 0.00 0.00 0.00 0.00 0. 4 3 0.61 0.00 0.00 0.00 0.00 0. 8 -0.61 0.00 0.00 0.00 0.00 0. 14 1 4 -0.01 0.00 0.00 0.00 0.00 0. 8 0.01 0.00 0.00 0.00 0.00 0. 2 4 -0.11 0.00 0.00 0.00 0.00 0. 8 0.11 0.00 0.00 0.00 0.00 0. 3 4 -0.09 0.00 0.00 0.00 0.00 0. 8 0.09 0.00 0.00 0.00 0.00 0. 4 4 -0.41 0.00 0.00 0.00 0.00 0. 8 0.41 0.00 0.00 0.00 0.00 0. 15 1 4 0.00 0.00 0.00 0.00 0.00 0. 9 0.00 0.00 0.00 0.00 0.00 0. 2 4 0.10 0.00 0.00 0.00 0.00 0. 9 -0.10 0.00 0.00 0.00 0.00 0. 3 4 0.07 0.00 0.00 0.00 0.00 0. 9 -0.07 0.00 0.00 0.00 0.00 0. 4 4 0.35 0.00 0.00 0.00 0.00 0. 9 -0.35 0.00 0.00 0.00 0.00 0. 16 1 4 -0.01 n nn n nn A A A n N n TANDY10 6" CSE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. 1s -1 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 3 4 -0.09 0.00 0.00 0.00 0.00 0. 10 0.09 0.00 0.00 0.00 0.00 0. 4 4 -0.41 0.00 0.00 0.00 0.00 0. 10 0.41 0.00 0.00 0.00 0.00 0. 17 1 5 0.01 0.00 0.00 0.00 0.00 0. 10 -0.01 0.00 0.00 0.00 0.00 0. 2 5 0.17 0.00 0.00 0.00 0.00 0. 10 -0.17 0.00 0.00 0.00 0.00 0. 3 5 0.13 0.00 0.00 0.00 0.00 0. 10 -0.13 0.00 0.00 0.00 0.00 0. 4 5 0.61 0.00 0.00 0.00 0.00 0. 10 -0.61 0.00 0.00 0.00 0.00 0. 18 1 10 0.04 - 0.00 0.00 0.00 0.00 0. 11 -0.04 0.00 0.00 0.00 0.00 0. 2 10 0.69 0.05 0.00 0.00 0.00 0. 11 -0.69 0.05 0.00 0.00 0.00 0. 3 10 0.56 0.04 0.00 0.00 0.00 6. 11 -0.56 .0.04 0.00 0.00 0.00 0. 4 10 2.54 0.18 0.00 0.00 0.00 0. 11 -2.54 0.18 0.00 0.00 0.00 0: 19 1 11 0.03 0.00 0.00 0.00 0.00 0. 12 -0.03 0.00 0:00 0.00 0.00 0. 2 11 0.43 0.05 0.00 0.00 0.00 0. 12 -0.43 0.05 0.00 0.00 0.00 0. 3 11 0.35 0.04 0.00 0.00 0.00 0. 12 -0.35 0.04 0.00 0.00 0.00 0. 4 11 1.59 0.18 0.00 0.00 6.00 0. 12 -1.59 0.18 0.00 ' 0.00 0.00 0. 20 1 5 0.00 0.00 0.00 0.00 0.00 0. 13 0.00 0.00 0.00 0.00 0.00 0. 2 5 -0.06 0.02 0.00 0.00 0.00 0. 13 0.06 0.02 0.00 0.00 0.00 0. 3 5 -0.05 0.02 0.00 0.00 0.00 0. 13 0.05 0.02 0.00 0.00 0.00 0. 4 5 -0.21 0.08 0.00 0.00 0.00 0. 13 0.21 0.08 0.00 0.00 0.00 0. 21 1 13 0.02 0.00 0.00 0.00 0.00 14 -0.02 0.00 0.00 0.00 0.00 2 13 f1 17 in n'f in nn .. .. .. - -- 0. 0. TANDY10 6" CSE 14GA -- PAGE N0. MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO) 4 13 1.38 0.08 0.00 0.00 0.00 0. 14 -1.38 0.08 0.00 0.00 0.00 0. 22 1 5 -0.02 0.00 0.00 0.00 0.00 0. 11 0.02 0.00 0.00 0.00 0.00 0. 2 5 -0.33 0.00 0.00 0.00 0.00 0. 11 0.33 0.00 0.00 0.00 0.00 0. 3 5 -0.27 0.00 0.00 0.00 0.00 0. 11 0.27 0.00 0.00 0.00 0.00 0. 4 5 -1.22 0.00 0.00 0.00 0.00 0. 11 1.22 0.00 0.00 0.00 0.00 0. 23 1 11 0.02 0.00 0.00 0.00 0.00 0. 13 -0.02 0.00 0.00 0.00 0.00 0. 2 11 0.31 0.00 0.00 0.00 0.00 0. 13 -0.31 0.00 0.00 0.00 0.00 0. 3 11 0.24 0.00 0.00 0.00 0.00 0. 13 -0.24 0.00 0.00 0.00 0.00 0. 4 11 1.12 0.00 0.00 0.00 0.00 0. 13 -1.12 0.00 0.00 0.00 0.00 0. 24 1 12 -0.04 0.00 0.00 0.00 0.00 0. 13 . 0.03 0.00 0.00 0.00 0.00 0. 2 12 -0.55 0.00 0.00 0.00 0.00 0. 13 0.55 0.00 0.00 0.00 0.00 0. 3 12 -0.45 0.00 0.00 0.00 0.00 0. 13 0.45 0.00 0.00 0.00 0.00 0. 4 12 -2.04 0.00 0.00 0.00 0.00 0. 13 2.03 0.00 .0.00 0.00 0.00 0. 25 1 12 0.02 0.00 0.00 0.00 0.00 0. 14 -0.03 0.00 0.00 0.00 0.00 0. 2 12 0.39 0.00 0.00 0.00 0.00 0. 14 -0.39 0.00 0.00 0.00 0.00 0. 3 12 0.32 0.00 0.00 0.00 0.00 0. 14 -0.32 0.00 0.00 0.00 0.00 0. 4 12 1.45 0.00 0.00 0.00 0.00 0. 14 -1.45 0.00 0.00 0.00 0.00 0. * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 71. FINISH ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * STAAD /Pro STAAD -III * Revision 3.1 * Proprietary Program of * RESEARCH ENGINEERS, Inc. * Date= JAN 5, 2000 * * Time= 15:25:36 * * * USER ID: Frank W. Neal & Assoc. ******************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD TRUSS TANDY20 6 "CSE 12GA 2. INPUT WIDTH 72 3. UNIT FEET ICIP 4. JOINT COORDINATES 5. 1 .000 .000 .000 6. 2 2.500 .000 :000 7. 3 5.000 .000 .000 8. 4 7.500 .000 .000 9. 5 10.000 .000 .000 10. 6 .000 2.000 .000 11. 7 2.500 2.000 .000 12. 8 5.000 2.000 .000 13. 9 7.500 2.000 .000 14. 10 10.000 2.000 .000 15. 11 12.5 2. 0. 16. 12 15. 2. 0. 17. 13 12.5 0. 0. 18. 14 15. 0. 0. 19. 15 17.5 2. 0. 20. 16 20. 2. 0. 21. 17 17.5 0. 0. 22. 18 20. 0. 0. 23. MEMBER INCIDENCES 24. 1 1 2 25. 2 2 3 26. 3 3 4 27. 4 4 5 28. 5 6 7 , 29. 6 7 8 30. 7 8 9 31. 8 9 10 32. 9 1 6 33. 10 2 6 34. 11 2 7 35. 12 3 7 36. 13 3 8 37. 14 .4 8 RR 1 C PAGE NO. 2.o-t TANDY20 6 "CSE 12GA 42. 19 11 12 43. 20 5 13 44. 21 13 14 45. 22 5 11 46. 23 11 13 47. 24 12 13 48. 25 12 14 49. 26 12 15 50. 27 15 16 51. 28 14 17 52. 29 17 18 53. 30 14 15 54. 31 15 17 55. 32 16 17 56. 33 16 18 57. MEMBER TRUSS 58. 9 TO 17 22 TO 25 30 TO 33 59. UNIT INCHES KIP 60. MEMBER PROPERTY AMERICAN 61. 1 TO 33 PRI AX .263 IX 2.8 IY .419 IZ 2.91 YD 2.5 ZD 5.92 62. CONSTANT 63. E STEEL ALL 64. DENSITY STEEL ALL 65. SUPPORT 66. 1 18 PINNED 67. UNIT FEET KIP 68. LOAD 1 SELF 69_ SELFWEIGHT Y -1. 70. LOAD 2 DL 71. MEMBER LOAD 72. 5 TO 8 18 19 26 27 UNI Y - .04 73. 1 TO 4 20 21 28 29 UNI Y -.015 74. LOAD 3 LL 75. MEMBER LOAD 76. 5 TO 8 18 19 26 27 UNI Y -.015 77. 1 TO 4 20 21 28 29 UNI Y -.015 78. LOAD COMB 4 79. 1 1. 2 2. 3 2. 80. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 18/ 33/ 2 ORIGINAL /FINAL BAND -WIDTH = 8/ 4 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 32 SIZE OF STIFFNESS MATRIX = 320 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.05/ 2047.7 MB, EXMEM = 1941.1 MB ++ Processing Element Stiffness Matrix. 4. Prnroccinn n1n1,s1 15 :25:37 -- PAGE NO. 76-7- TANDY20 6 "CSE 12GA 81. PRINT SUPPORT REACTIONS -- PAGE NO. 20.2. TANDY20 6 "CSE 12GA SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = TRUSS -- PAGE NO. JOINT LOAD FORCE -K FORCE -Y FORCE -Z MOM -K MOM -Y MOM Z 1 1 0.05 0.04 0.00 0.00 0.00 0.00 2 0.73 0.55 0.00 0.00 0.00 0.00 3 0.40. 0.30 0.00 0.00 0.00 0.00 4 2.31 1.74 0.00 0.00 0.00 0.00 18 1 -0.05 0.04 0.00 0.00 0.00 0.00 2 -0.73 0.55 0.00 0.00 0.00 0.00 3 -0.40 0.30 0.00 0.00 0.00 0.00 4 -2.31 1.74 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 82. PRINT MEMBER FORCES ALL TANDY20 6 "CSE 12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- RIP FEET -- PAGE NO. MEMBER LOAD CT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO) 1 1 1 0.05 0.00 0.00 0.00 0.00 0. 2. -0.05 0.00 0.00 0.00 0.00 0. 2 1 0.73 0.02 0.00 0.00 0.00 0. 2 -0.73 0.02 0.00 0.00 0.00 0. 3 1 0.40 0.02 0.00 0.00 0.00 0. 2 -0.40 0.02 0.00 0.00 0.00 0. 4 1 2.31 0.08 0.00 0.00 0.00 0. 2 -2.31 0.08 0.00 0.00 0.00 0. 2 1 2 0.01 0.00 0.00 0.00 0.00 0. 3 -0.01 0.00 0.00 0.00 0.00 0. 2 2 0.13 0.02 0.00 0.00 0.00 0. 3 -0.13 .0.02 0.00 0.00 0.00 0. 3 2 0.07 0.02 0.00 0.00 0.00 0. 3 -0.07 0.02 0.00 0.00 0.00 0. 4 2 0.41 0.08 0.00 0.00 0.00 0. 3 -0.41 0.0B 0.00 0.00 0.00 0. 3 1 3 -0.02 0.00 0.00 0.00 0.00 0. 4 0.02 0.00 0.00 0.00 0.00 0. 2 3 -0.30 0.02 0.00 0.00 0.00 0. 4 0.30 0.02 0.00 0.00 0.00 0. 3 3 -0.16 0.02 0.00 0.00 0.00 0. 4 0.16 0.02 0.00 0.00 0.00 0. 4 3 -0.95 0.08 0.00 0.00 0.00 0. 4 0.95 0.08 0.00 0.00 0.00 0. 4 1 4 -0.04 0.00 0.00 0.00 0.00 0. 5 0.04 0.00. 0.00 0.00 0.00 0. 2 4 -0.56 0.02 0.00 0.00 0.00 0. 5 0.56 0.02 0.00 0.00 0.00 0. 3 4 -0.30 0.02 0.00 0.00 0.00 0. 5 0.30 0.02 0.00 0.00 0.00 0. 4 4 -1.76 0.08 0.00 0.00 0.00 0. 5 1.76 0.08 0.00 0.00 .0.00 0. 5 1 6 0.04 0.00 0.00 0.00 0.00 0. 7 -0.04 0.00 0.00 0.00 0.00 0. 2 6 0.60 0.05 0.00 0.00 0.00 0. 7 -0.60 0.05 0.00 0.00 0.00 0. 3 6 0.33 0.02 0.00 0.00 0.00 0. 7 - 0.33 0.02 0.00 0.00 0.00 0 4 g 4 n ,. TANDY20 6 "CSE 12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- RIP FEET -- PAGE NO. MEMBER LOAD ITT AXIAL SHEAR-Y SHEAR -Z TORSION MOM -Y Mob 6 1 7 0.07 0.00 0.00 0.00 0.00 0. 8 -0.07 0.00 0.00 0.00 0.00 0. 2 7 1.03 0.05 0.00 0.00 0.00 0. 8 -1.03 0.05 0.00 0.00 0.00 0. 3 7 0.56 0.02 0.00 0.00 0.00 0. 8 -0.56 0.02 0.00 0.00 0.00 0. 4 7 3.26 0.14 0.00 0.00 0.00 0. 8 -3.26 0.14 0.00 0.00 0.00 0. 7 1 B 0.09 0.00 0.00 0.00 0.00 0. 9 -0.09 0.00 0.00 0.00 0.00 0. 2 8 1.29 0.05 0.00 0.00 0.00 0. 9 -1.29 0.05 0.00 0.00 0.00 0. 3 8 0.70 0.02 0.00 0.00 0.00 0. 9 -0.70 0.02 0.00 0.00 0.00 0. 4 8 4.07 0.14 0.00 0.00 0.00 0. 9 -4.07 0.14 0.00 0.00 0.00 0. 8 1 9 0.09 0.00 0.00 0.00 0.00 0. 10' . -0.09 0.00 0.00 0.00 0.00 0. 2 9 1.37 0.05 0.00 0.00 0.00 0. 10 -1.37 0.05 0.00 0.00 0.00 0. 3 9 . 0.75 0.02 0.00 0.00 0.00 0. 10 -0.75 0.02. 0.00 0.00 0.00 0. 4 9 4.34 0.14 0.00 0.00 0.00 0. 10 -4.34 0.14 0.00 0.00 0.00 0. 9 1 1 0.04 0.00 0.00 0.00 0.00 0. 6 -0.03 0.00 0.00 0.00 0.00 0. 2 1 0.53 0.00 0.00 0.00 . 0.00 0. 6 -0.53 0.00 0.00 0.00 0.00 0. 3 1 D.28 0.00 0.00 0.00 0.00 0. 6 -0.28 0.00 0.00 0.00 0.00 0. 4 1 1.66 0.00 0.00 0.00 0.00 0. 6 -1.66 0.00 0.00 0.00 0.00 0. 10 1 2 -0.05 0.00 0.00 0.00 0.00 0. 6 0.05 0.00 0.00 0.00 0.00 0. 2 2 -0.77 0.00 0.00 0.00 0.00 0. 6 0.77 0.00 0.00 0.00 0.00 0. 3 2 -0.42 0.00 0.00 0.00 0.00 0. 6 0.42 0.00 0.00 0.00 n nn ^ A - TANDY20 6 "CSE 12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. to -s' MEMBER LOAD CT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 2 0.44 0.00 0.00 0.00 0.00 0. 7 -0.44 0.00 0.00 0.00 0.00 0. 3 2 0.23 0.00 0.00 0.00 0.00 0. 7 -0.23 0.00 0.00 0.00 0.00 0. 4 2 1.37 0.00 0.00 0.00 0.00 0. 7 -1.36 0.00 0.00 0.00 0.00 0. 12 1 3 -0.04 0.00 0.00 0.00 0.00 0. 7 0.04 0.00 0.00 0.00 0.00 0. 2 3 -0.55 0.00 0.00 0.00 0.00 0. 7 0.55 0.00 0.00 0.00 0.00 0. 3 3 -0.30 0.00 0.00 0.00 0.00 0. 7 0.30 0.00 0.00 0.00 0.00 0. 4 3 -1.74 0.00 0.00 0.00 0.00 0. 7 1.74 0.00 0.00 0.00 0.00 0. 13 1 3 0.02 0.00 0.00 0.00 0.00 0. 8 -0.02 0.00 0.00 0.00 0.00 0. 2 3 0.31 0.00 0.00 0.00 0.00 0. 8 -0.31 0.00 0.00 0.00 0.00 0. 3 3 0.15 0.00 0.00 0.00 0.00 0. 8 -0.15 0.00 0.00 0.00 0.00 0. 4 3 0.93 0.00 0.00 0.00 0.00 0. 8 -0.93 0.00 0.00 0.00 0.00 0. 14 1 4 -0.02 0.00 0.00 0.00 0.00 0. 8 0.02 0.00 0.00 0.00 0.00 0. 2 4 -0.33 0.00 0.00 0.00 0.00 0. 8 0.33 0.00 0.00 0.00 0.00 0. 3 4 -0.18 0.00 0.00 0.00 0.00 0. 8 0.18 0.00 0.00 0.00 0.00 0. 4 4 -1.04 0.00 0.00 0.00 0.00 0. 8 1.04 0.00 0.00 0.00 0.00 0. 15 1 4 0.01 0.00 0.00 0.00 0.00 0. 9 -0.01 0.00 0.00 0.00 0.00 0. 2 4 0.17 0.00 0.00 0.00 0.00 0. 9 -0.17 0.00 0.00 0.00 0.00 0. 3 4 0.07 0.00 0.00 0.00 0.00 0. 9 -0.07 0.00 0.00 0.00 0.00 0. 4 4 0.50 0.00 0.00 0.00 0.00 0. 9 -0.50 0.00 0.00 0.00 0.00 0. 16 1 5 -0.01 0.nn n M^ TANDY20 6 "CSE 12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO1 3 5 -0.06 0.00 0.00 0.00 0.00 O. 9 0.06 0.00 0.00 0.00 0.00 0. 4 5 -0.35 0.00 0.00 0.00 0.00 0. 9 0.35 0.00 0.00 0.00 0.00 0. 17 1 5 0.00 0.00 0.00 0.00 0.00 0. 10 0.00 0.00 0.00 0.00 0.00 0. 2 5 0.10 0.00 0.00 0.00 0.00 0. 10 -0.10 0.00 0.00 0.00 0.00 0. 3 5 0.04 0.00 0.00 0.00 0.00 0. 10 -0.04 0.00 0.00 0.00 0.00 0. 4 5 0.28 0.00 0.00 0.00 0.00 0. 10 -0.28 0.00 0.00 0.00 0.00 0. 18 1 10 0.09 0.00 0.00 0.00 0.00 0. 11 -0.09 0.00 0.00 0.00 0.00 0. 2 10 1.38 0.05 0.00 0.00 0.00 0. 11 -1.38 0.05 0.00 0.00 0.00 0. 3 10 0.75 0.02 0.00 0.00 0.00 0. 11 -0.75 0.02 0.00 0.00 0.00 0. 4 10 4.34 0.14 0.00 0.00 0.00 0. 11 -4.34 0.14 0.00 0.00 0.00 0. 19 1 11 0.09 0.00 0.00 0.00 0.00 0. 12 -0.09 0.00 0.00 0.00 0.00 0. 2 11 1.29 0.05 0.00 0.00 0.00 0. 12 -1.29 0.05 0.00 0.00 0.00 0. 3 11 0.70 0.02 0.00 0.00 0.00 0. 12 -0.70 0.02 0.00 0.00 0.00 0. 4 11 4.07 0.14 0.00 0.00 0.00 0. 12 -4.07 0.14 0.00 0.00 0.00 0. 20 1 5 -0.04 0.00 0.00 0.00 0.00 0. 13 0.04 0.00 0.00 0.00 0.00 0. 2 5 -0.56 0.02 0.00 0.00 0.00 0. 13 0.56 0.02 0.00 0.00 0.00 0. 3 5 -0.30 0.02 0.00 0.00 0.00 0. 13 0.30 0.02 0.00 0.00 0.00 0. 4 5 -1.76 0.08 0.00 0.00 0.00 0. 13 1.76 0.08 0.00 0.00 0.00 0. 21 1 13 -0.02 0.00 0.00 0.00 0.00 14 0.02 0.00 0.00 0.00 n nn q ,e 0. TANDY20 6 "CSE 12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET MEMBER LOAD UT AXIAL SHEAR -Y SREAR-Z TORSION MOM -Y MO) 4 13 -0.95 0.08 0.00 0.00 0.00 14 0.95 0.08 0.00 0.00 0.00 -- PAGE NO. } 22 1 5 -0.01 0.00 0.00 0.00 0.00 0. 11 0.01 0.00 0.00 0.00 0.00 0. 2 5 -0.11 0.00 0.00 0.00 0.00 0. 11 0.11 0.00 0.00 0.00 0.00 0. 3 5 -0.06 0.00 0.00 0.00 0.00 0. 11 0.06 0.00 0.00 0.00 0.00 0. 4 5 -0.35 0.00 0.00 0.00 0.00 0. 11 0.35 0.00 0.00 0.00 0.00 0. 23 1 11 0.01 0.00 0.00 0.00 0.00 0. 13 -0.01 0.00 0.00 0.00 0.00 0. 2 11 0.17 0.00 0.00 0.00 0.00 0. 13 -0.17 0.00 0.00 0.00 0.00 0. 3 11 0.08 0.00 0.00 0.00 0.00 0. 13 -0.08 0.00 0.00 0.00 0.00 0. 4 11 0.50 0.00 0.00 0.00 0.00 0. 13 -0.50 0.00 0.00 0.00 0.00 0. 24 1 12 -0.02 0.00 0.00 0.00 0.00 0. 13 0.02 0.00 0.00 0.00 0.00 0. 2 12 -0.33 0.00 0.00 0.00 0.00 0. 13 0.33 0.00 0.00 0.00 0.00 0. 3 12 -0.18 0.00. 0.00 0.00 0.00 0. 13 0.18 0.00 . 0.00 0.00 0.00 0. 4 12 -1.04 0.00 0.00 0.00 0.00 0. 13 1.04 0,00 0.00 0.00 0.00 0. 25 1 12 0.02 0.00 0.00 0.00 0.00 0. 14 -0.02 0.00 0.00 0.00 0.00 0. 2 12 0.31 0.00 0.00 0.00 0.00 0. 14 -0.31 0.00 0.00 0.00 0.00 0. 3 12 0.15 0.00 0.00 0.00 0.00 0. 14 -0.15 0.00 0.00 0.00 0.00 0. 4 12 0.93 0.00 0.00 0.00 0.00 0. 14 -0.93 0.00 0.00 0.00 0.00 0. 26 1 12 0.07 0.00 0.00 0.00 0.00 0. 15 -0.07 0.00 0.00 0.00 0.00 0. 2 12 1.03 0.05 0.00 0.00 0.00 0. 15 -1.03 0.05 0.00 0.00 0.00 n 0. 0. TANDY20 6 "CSE 12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. 1 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO? 27 1 15 0.04 0.00 0.00 0.00 0.00 0. 16 -.0.04 0.00 0.00 0.00 0.00 0. 2 15 0.60 0.05 0.00 0.00 0.00 0. 16 -0.60 0.05 0.00 0.00 0.00 0. 3 15 0.33 0.02 0.00 0.00 0.00 0. 16 -0.33 0.02 0.00 0.00 0.00 0. 4 15 1.90 0.14 0.00 0.00 0.00 0. 16 -1.90 0.14 0.00 0.00 0.00 0. 28 1 14 0.01 0.00 0.00 0.00 0.00 0. 17 -0.01 0.00 0.00 0.00 0.00 0. 2 14 0.13 0.02 0.00 0.00 0.00 0. 17 -0.13 0.02 0.00 0.00 0.00 0. 3 14 0.07 0.02 0.00 0.00 0.00 0. 17 -0.07 0.02 0.00 0.00 0.00 0. 4 14 0.41 0.08 0.00 0.00 0.00 0. 17 -0.41 0.08 0.00 0.00 0.00 0. 29 1 17 0.05 0.00 0.00 0.00 0.00 0. 18 -0.05 0.00 0.00 0.00 .0.00 0. 2 17 0.73 0.02 0.00 0.00 0.00 0. 18 -0.73 0.02 .0.00 0.00 0.00 0. 3 17 0.40 0.02 0.00 0.00 0.00 0. 18 -0.40 0.02 0.00 0.00 0.00 0. 4 17 2.31 0.08 0.00 0.00 0.00 0. 18 -2.31 0.08 0.00 0.00 0.00 0. 30 1 14 -0.04 0.00 0.00 0.00 0.00 0. 15 0.04 0.00 0.00 0.00 0.00 0. 2 14 -0.55 0.00 0.00 0.00 0.00 0. 15 0.55 0.00 0.00 0.00 0.00 0. 3 14 -0.30 0.00 0.00 0.00 0.00 0. 15 0.30 0.00 0.00 0.00 0.00 0. 4 14 -1.74 0.00 0.00 0.00 0.00 0. 15 1.74 0.00 0.00 0.00 0.00 0. 31 1 15 0.03 0.00 0.00 0.00 0.00 0. 17 -0.03 0.00 0.00 0.00 0.00 0. 2 15 0.44 0.00 0.00 0.00 0.00 0. 17 -0.44 0.00 0.00 0.00 0.00 0. 3 15 0.22 0.00 0.60 0.00 0.00 0. 17 -0.22 0.00 0.00 0.00 0.00 0. TANDY20 6 "CSE 12GA -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 83. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE= JAN 3,2000 TIME= 15:25:39 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FOR QUESTIONS REGARDING THIS VERSION OF PROGRAM * RESEARCH.ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: (714) 921 -2543 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** to - IF MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO! 2 16 -0.77 0.00 0.00 0.00 0.00 0. 17 0.77 0.00 0.00 0.00 0.00 0. 3 16 -0.42 0.00 0.00 0.00 0.00 0. 17 0.42 0.00 0.00 0.00 0.00 0. 4 16 -2.43 0.00 0.00 0.00 0.00 0. 17 2.43 0.00 0.00 0.00 0.00 0. 33 1 16 0.03 0.00 0.00 0.00 0.00 0. 18 -0.04 0.00 0.00 0.00 0.00 0. 2 16 0.53 0.00 0.00 0.00 0.00 0. 18 -0.53 0.00 0.00 0.00 0.00 0. 3 16 0.28 0.00 0.00 0.00 0.00 0. 18 -0.28 0.00 0.00 0.00 0.00 0. 4 16 1.66 0.00 0.00 0.00 0.00 0. 18 -1.66 0.00 0.00 0.00 0.00 0. ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD /Pro STAAD -III * Revision 3.1 * * Proprietary Program of * * RESEARCH ENGINEERS, Inc. * Date= JAN 4, 2000 * Time= 14 :20:46 * * * USER ID: Frank W. Neal & Assoc. * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i sw [b s., DPI 1. STAAD TRUSS 8" 4.4 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. l .000 .000 .000 6. 2 2.500 .000 .000 7. 3 5.000 .000 .000 8. 4 7.500 .000 .000 9. 5 10.000 .000 .000 10. 6 .000 2.000 .000 11. 7 2.500 2.000 .000 12. 8 5.000 2.000 .000 13. 9 7.500 2.000 .000 14. 10 10.000 2.000 .000 15. 11 12.5 2. 0. 16. 12 15. 2. 0. 17. 13 12.5 0. 0. 18. 14 15. 0. 0. 19. 15 17.5 2. 0. 20. 16 20. 2. 0. 21. 17 17.5 0. 0. 22. 18 20. 0. 0. 23. 19 22.5 2. 0. 24. 20 25. 2. 0. 25. 21 22.5 0. 0. 26. 22 25. 0. 0. 27. MEMBER INCIDENCES 28. 1 1 2 29. 2 2 3 30. 3 3 4 31. 4 4 5 32. 5 6 7 33. 6 7 8 34. 7 8. 9 35. 8 9 10 36. 9 1 6 37. 10 2 6 7A 11 - PAGE NO. 1-1 -1 8" SCE 14GA 42. 15 4 9 43. 16 5 9 44. 17 5 10 45. 18 10 11 46. 19 11 12 47. 20 5 13 48. 21 13 14 49. 22 10 13 50. 23 11 13 51. 24 12 13 52. 25 12 14 53. 26 12 15 54. 27 15 16 55. 28 14 17 56. 29 17 18 57. 30 14 15 58. 31 15 17 59. 32 16 17 60. 33 16 18 61. 34 16 19 62. 35 19 20 63. 36 18 21 64. 37 21 22 65. 38 18 19 66. 39 19 21 67. 40 20 21 68. 41 20 22 69. MEMBER TRUSS 70. 9 TO 17 22 TO 25 30 TO 33 38 TO 41 71. UNIT INCHES KIP 72.. MEMBER PROPERTY AMERICAN 73. 1 TO 41 PRI AX .25 IX 5.02 IY .263 IZ 5.02 YD 2.0 ZD 7.92 74. CONSTANT 75. E STEEL ALL 76. DENSITY STEEL ALL 77: SUPPORT 78. 1 PINNED 79. 22 FIXED BUT MX MY FX 80. UNIT FEET KIP 81. LOAD 1 SELF 82. SELFWEIGHT Y -1. 83. LOAD 2 DL 84. MEMBER LOAD 85. 5 TO 8 18 19 26 27 34 35 UNI Y -.04 86. 1 TO 4 20 21 28 29 36 37 UNI Y -.015 87. LOAD 3 LL 88. MEMBER LOAD 89. 5 TO 8 18 19 26 27 34 35 UNI Y -.015 90. 1 TO 4 20 21 28 2936 37 UNI Y -.015 91. LOAD COMB 4 92. 1 1. 2 1.• 3 1. 93. PERFORM ANALYSIS -- PAGE NO. .L5- ,Z 8" SCE 14GA P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 22/ 41/ 2 ORIGINAL /FINAL BAND- WIDTH = 8/ 3 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 41 SIZE OF STIFFNESS MATRIX = 328 DOUBLE PREC. WORDS . REQRD /AVAIL. DISK SPACE = 12.06/ 2047.7 MB, EXMEM = 1942.2 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. 94. PRINT SUPPORT REACTIONS 14:20:46 14:20:46 14:20:47 14:20:47 14:20:47 -- PAGE NO. 8" SCE 14GA SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = TRUSS -- PAGE NO. ?. JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 1 0.00 0.04 0.00 0.00 0.00 0.00 2 0.00 0.69 0.00 0.0D 0.00 0.00 3 0.00 0.38 0.00 0.00 0.00 0.00 4 0.00 1.11 0.00 0.00 0.00 0.00 22 1 0.00 0.04 0.00 0.00 0.00 0.00 2 0.00 0.69 0.00 0.00. 0.00 0.00 3 0.00 0.38 0.00 0.00 0.00 0.00 4 0.00 1.11 0.00 0.00 0.00 0.00 * * * * *. * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 95. PRINT MEMBER FORCES ALL 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS -- PAGE NO. ?Sec ALL UNITS ARE -- XIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO1 1 1 1 0.00 0.00 0.00 0.00. 0.00 0. 0. 2 0.00 0.00 0.00 0.00 0.00 0. 0.00 0.02 0.00 0.00 2 1 0.00 0.00 0. 2 0.00 0.02 0.00 0 3 1 0.00 0.02 0.00 0.00 0.00 0. 2 0.00 0.02 0.00 0.00 0.00 4 1 0.00 0.04' 0.00 0.00 0.00 0. 0.00 0.00 o 2 0.00 • 0.04 0.00 0.00 0.00 0.00 0. 2 1 2 -0.05 0.00 3 0.05 0.00 0.00 0.00 0.00 0. 2 2 -0.77 0.02 0.00 0.00 0.00 0. 0.00 0. 0. 3 0.77 0.02 0.00 0.00 0. 3 2 -0.42 0.02 0.00 0.00 0.00 0, 3 0.42 0.02 0.00 0.00 0.00 4 2 0. -1.24 0.04 0.00 0.00 0.00 3 1.24 0.04 0.00 0.00 0.00 0. 3 1 3 -0.09 0.00 0.00 0.00 0.00 0. 0.00 0.00 0 : 4 0.09 0.00 0.00 0.00 0. 2 3 -1.37 0.02 0.00 0.00 0. 0.02 0.00 0.00 4 1.37 0.00 0 . 3 3 -0.75 0.02 0.00 0.00 0.00 0. 4 0.75 0.02 0.00 0.00 0.00 0. 4 3 -2.21 0.04 0.00 0.00 0.00 0. 4 2.21 0.04 0.00 0.00 0. 4 1 4 -0.11 0.00 0.00 0.00 0.00 0. 5 0.11 0.00 0.00 0.00 0.00 0, 2 4 -1.80 0.02 0.00 0.00 0. 5 1.80 0.02 0.00 0.00 0.00 3 4 0. - 0.98 0.02 0.00 0.00 0.00 5 0.98 0.02 0.00 0.00 0.00 0. 0• 4 4 -2.90 0.04 0.00 0.00 0.00 0. 5 .2.90 0.04 0.00 0.00 5 1 6 0.05 0.00 0.00 0.00 0.00 0. 0.00 0• 7 -0.05 0.00 0.00 0.00 0.00 0, 2 6 0.77 0.05 0.00 0.00 0.00 0.00 0.00 0, 7 -0.77 0.05 0.00 0.00 0.00 0. 3 6 0.42 0.02 7 -0.42 0.02 0.00 0.00 0.00 0. 4 6 1.24 0.07 0.00 0.00 0.nn 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 6 1 7 0.09 0.00 0.00 0.00 8 -0.09 0.00 0.00 0.00 2 7 1.37 0.05 0.00 0.00 8 -1.37 0.05 0.00 0.00 3 7 0.75 0.02 0.00 0.00 8 -0.75 0.02 0.00 0.00 4 7 2.21 0.07 0.00 0.00 8 -2.21 0.07 0.00 0.00 7 1 8 0.11 0.00 0.00 0.00 9 -0.11 0.00 0.00 0.00 2 8 1.80 0.05 0.00 0.00 9 -1.80. 0.05 0.00 0.00 3 8 0.98. 0.02 0.00 0.00 9 -0.98 0.02 0.00 0.00 4 8 2.90 0.07 0.00 0.00 9 -2.90 0.07 0.00 0.00 8 2 . 9 0.13 0.00 0.00 0.00 10 -0.13 0.00 0.00 0.00 2 9 2.06 0.05 0.00 0.00 10 -2.06 0.05 0.00 0.00 3 9 1.12 0.02 0.00 0.00 10 - 1.12 0.02 0.00 0.00 4 9 3.32 0.07 0.00 0.00 10 -3.32 0.07 0.00 0.00 9 1 1 0.04 0.00 0.00 0.00 6 -0.04 0.00 0.00 0.00 2 1 0.67 0.00 0.00 0.00 6 -0.67 0.00 0.00 0.00 3 1 0.36 0.00 0.00 0.00 6 -0.36 0.00 0.00 0.00 4 1 1.07 0.00 0.00 0.00 6 -1.07 0.00 0.00 0.00 10 1 2 -0.06 0.00 0.00 0.00 6 0.06 0.00 0.00 0.00 2 2 -0.99 0.00 0.00 0.00 6 0.99 0.00 0.00 0.00 3 2 -0.54 0.00 0.00 0.00 6 0.54 0.00 0.00 0.00 A n 4 en n .. .. A AM - -- 0.00 0.00 0.00 0.00 0.00 0.00 -- PAGE NO. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0. 0. 0. 0. 0. 0. o. o. 8" SCE 140A MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- RIP FEET -- PAGE NO. 25 -' 7 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 2 0.58 0.00 0.00 0.00 0.00 0. 7 -0.58 0.00 0.00 0.00 0.00 0. 3 2 0.30 0.00 0.00 0.00 0.00 0. 7 -0.30 0.00 0.00 0.00 0.00 .0. 4 2 0.92 0.00 0.00 0.00 0.00 0. 7 -0.92 0.00 0.00 0.00 .0.00 0. 12 1 3 -0.05 0.00 0.00 0.00 0.00 0. 7 0.05 0.00 0.00 0.00 0.00 0. 2 3 -0.77 0.00 0.00 0.00 0.00 0. 7 0.77 0.00 0.00 0.00 0.00 0. 3 3 -0.42 0.00 0.00 0.00 0.00 0. 7 0.42 0.00 0.00 0.00 0.00 0. 4 3 -1.24 0.00 0.00 0.00 0.00 0. 7 1.24 0.00 0.00 0.00 0.00 0. 13 1 3 0.03 0.00 0.00 0.00 0.00 0. 8 -0.03 0.00 0.00 0.00 0.00 0. 2 3 0.44 0.00 0.00 0.00 0.00 0. 8 -0.44 0.00 0.00 0.00 0.00 0. 3 3 0.23 0.00 0.00 0.00 0.00 0. 8 -0.23 0.00 0.00 0.00 0.00 0. 4 3 0.70 0.00 0.00 0.00 0.00 0. 8 -0.69 0.00 0.00 0.00 0.00 0. 14 1 4 -0.03 0.00 0.00 0.00 0.00 0. 8 0.04 0.00 0.00 0.00 0.00 0. 2 4 -0.55 0.00 0.00 0.00 0.00 0. 8 0.55 0.00 0.00 0.00 0.00 0. 3 4 -0.30 0.00 0.00 0.00 0.00 0. 8 0.30 0.00 0.00 0.00 0.00 0. 4 4 -0.88 0.00 0.00 0.00 0.00 0. 8 0.89 0.00 0.00. 0.00 0.00 0. 15 1 4 0.02 0 0.00 0.00 0.00 0. 9 -0.02 0.00 0.00 0.00 0.00 0. 2 4 0.31 0.00 0.00 0.00 0.00 0. 9 -0.31 0.00 0.00 0.00 0.00 0. 3 4 0.15 0.00 0.00 0.00 0.00 0. 9 -0.15 0.00 .0.00 0.00 0.00 0. 4 4 0.47 0.00 0.00 0.00 0.00 0. 9 -0.47 0.00 0.00 0.00 0.00 0. 16 1 5 -0.02 0.00 0.00 0.00 0.00 0. 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. Z.C4 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 3 5 -0.18 0.00 0.00 0.00 0.00 0. 9 0.18 0.00 0.00 0.00 0.00 0. 4 5 -0.53 0.00 0.00 0.00 0.00 0. 9 0.53 0.00 0.00 0.00 0.00 0. 17 1 5 0.01 0.00 0.00 0.00 0.00 0. 10 -0.01 0.00 0.00 0.00 0.00 0. 2 5 0.1.7 0.00 0.00 0.00 0.00 0. 10 -0.17 0.00 0.00 0.00 0.00 0. 3 5 0.07 0.00 0.00 0.00 0.00 0. 10 -0.07 0.00 0.00: 0.00 0.00 0. 4 5 0.25 0.00 0.00 0.00 0.00 0. 10 -0.25 0.00 0.00 0.00 0.00 0. 18 1 10 0.14 0.00 0.00 0.00 0.00 0. 11 -0.14 0.00 0.00 0.00 0.00 0. 2 10 2.15 0.05 0.00 0.00 0.00 0. 11 -2.15 0.05 0.00 0.00 0.00 0. 3 10 1.17 0.02 0.00 0.00 0.00 0. 11 -1.17 0.02 0.00 0.00 0.00 0. 4 10 3.46 0.07 0.00 0.00 0.00 0. 11 -3.46 0.07 0.00 0.00 0.00 0. 19 1 11 0.14 0.00 0.00 0.00 0.00 0. 12 -0.14 0.00 0.00 0.00 0.00 0. 2 11 2.15 0.05 0.00 0.00 0.00 0. 12 -2.15 0.05 0.00 . 0.00 0.00 O. 3 11 1.17 0.02 0.00 0.00 0.00 0. 12 -1.17 0.02 0.00 0.00 0.00 0. 4 11 ) -.46 0.07 0.00 0.00 0.00 0. �_ 12 �_. 3:46' 0.07 0.00 0.00 0.00 0. 20 1 5 -0.13 0.00 0.00 0.00 0.00 0. 13 0.13 0.00 0.00 0.00 0.00 0. 2 5 -2.06 0.02 0.00 0.00 0.00 0. 13 2.06 0.02 0.00 0.00 0.00 0. 3 5 -1.13 0.02 0.00 0.00 0.00 0. 13 1.13 , 0.02 0.00 0.00 0.00 0. 4 5 -3.32 0.04 0.00 0.00 0.00 0. 13 3.32 0.04 0.00 0.00 0.00 0. 21 1 13 -0.13 0.00 0.00 0.00 0.00 0. 14 0.13 0.00 0.00 0..00 0.00 0. 1 n r 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- RIP FEET ' V 4 13 -3.32 0.04 0.00 0.00 / 0.00 14 3.32 0.04 0.00 0.00 0.00 -- PAGE NO. s-9 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -L TORSION MOM -Y MO) 23 1 11 0.00 0.00 0.00 0.00 0.00 0. 13 0.00 0.00 0.00 0.00 0.00 0. 2 11 0.10 0.00 0.00 0.00 0.00 0. 13 -0.10 0.00 0.00 0.00 0.00 0. 3 11 '0.04 0.00 0.00 0.00 0.00 0. 13 -0.04 0.00 0.00 0.00 0.00 0. 4 11 0.14 0.00 0.00 0.00 0.00 0. 13 -0.14 0.00 0.00 0.00 0.00 0. 24 1 12 -0.01 0.00 0.00 0.00 0.00 0. 13 0.01 0.00 0.00 0.00 0.00 0. 2 12 -0.11 0.00 0.00 0.00 0.00 0. ,.1 13 0.11 0.00 0.00 0.00 0.00 0. ¢� 3 12 -0.06 0.00 0.00 0.00 0.00 O. S_.j 13 0.06 0.00 0.00 0.00 0.00 0. �� 4 12 -0.18 0.00 0.00 0.00 0.00 0. �J 13 0.18 0.00 0.00 0.00 0.00 0. 25 1 12 0.01 0.00 0.00 0.00 0.00 0. 14 -0.01 0.00 0.00 0.00 0.00 0. 2 12 0.17 0.00 0.00 0.00 0.00 0. 14 -0.17 .0.00 0.00 0.00 0.00 0. 3 12 0.07 0.00 0.00 0.00 0.00 0. 14 -0.07 0.00 0.00 0.00 0.00 0. 4 12 0.25 0.00 0.00 0.00 0.00 0. 14 -0.25 0.00 0.00 0.00 0.00 0. 26 1 12. 0.13 0.00 0.00 0.00 0.00 0. 15 -0.13 0.00 0.00 0.00 0.00 0. 2 12 2.06 0.05 0.00 0.00 .0.00 0. 15 -2.06 0.05 0.00 0.00 0.00 0. 3 12 1.17 n n) n nn - -- 0. 0. 22 1 10 -0.01 0.00 0.00 0.00 0.00 0. 13 0.01 0.00 0.00 0.00 0.00 0. 2 10 -0.11 0.00 0.00 0.00 0'.00 0. 13 0.11 0.00 0.00 0.00 0.00 0. 3 10 -0.06 0.00 0.00 0.00 L. 0.00 0. 13 0.06 0.00 0.00 0.00 0.00 0. 4. 10 -0.18 0.00 0.00 0.00 0.00 0. 13 0.18 0.00 0.00 0.00 0.00 0. 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. s MEMBER LOAD CT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MO) 27 1 15 0.11 0.00 0.00 0.00 0.00 0. 16 -0.11 0.00 0.00 0.00 0.00 0. 2 15 1.80 0.05 0.00 0.00 0.00 0. 16 -1.80 0:05 0.00 0.00 0.00 0. 3 15 0.98 0.02 0.00 0.00 0.00 0. 16 -0.98 0.02 0.00 0.00 0.00 0. 4 15 2.90 0.07 0.00 0.00 0.00 0. 16 -2.90 0.07 0.00 0.00 0.00 0. 28. 1 14 -0.11 0.00 0.00 0,00 0.00 0, 17 0.11 0.00 0.00 0.00 0.00 0. 2 14 -1.80 0.02 0.00 0.00 0.00 0. 17 1.80 0.02 0.00 0.00 0.00 0. 3 14 -0.98 0.02 0.00 0.00 0.00 0. 17 0.98 0.02 0.00 0.00 0.00 0. 4 14 -2:90 0.04 0.00. 0.00 0.00 0. 17 2.90 0.04 0.00 0.00 0.00 0. 29 1 17 -0.09 0.00 0.00 0.00 0.00 0. 18 0.09 0.00 0.00 0.00 0.00 0. 2 17 -1.38 0.02 0.00 0.00 0.00 0. 18 1.38 0.02 0.00 0.00 0.00 0. 3 17 -0.75 0.02 0.00 0.00 0.00 0. 18 0.75 0.02 0.00 0.00 0.00 0. 4 17 -2.21 0.04 0.00 0.00 0.00 0. 18 2.21 0.04 0.00 0.00 0.00 0. 30 1 14 -0.02 0.00 0.00 0.00. 0.00 0. 15 0.02 0.00 0.00 0.00 0.00 0. 2 14 -0.33 0.00 0.00 0.00 0.00 0. 15 0.33 0.00 0.00 0.00 0.00 0, 3 14 -0.18 0.00 0.00 0.00 0.00 0. 15 0.18 0.00 0.00 0.00 0.00 0. 4 14 -0.53 0.00 0.00 0.00 0.00 0, 15 0.53 0.00 0.00 0.00 0.00 0. 31 1 15 0.02 0.00 0.00 0.00 0.00 0. 17 -0.02 0.00 0.00 0.00 0.00 0. 2 15 0.31 0.00 0.00 0.00 0.00 0. 17 -0.31 0.00 0.00 0.00 0.00 0, 3 15 0.15 0.00 0.00 0.00 0.00 0. 17 -0.15 0.00 0.00 0.00 0.00 n 4 15 n A'7 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- XIP FEET -- PAGE NO. Zr - II MEMBER LOAD ITT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 16 -0.55 0.00 0.00 0.00 0.00 0. 17 0.55 0.00 0.00 0.00 0.00 0. 3 16 -0.30 0.00 0.00 0.00 0.00 0. 17 0.30 0.00 0.00 0.00 0.00 0. 4 16 -0.89 0.00 0.00 0.00 0.00 0. 17 0.88 0.00 0.00 0.00 0.00 0. 33 1 16 0.03 0.00 0.00 0.00 0.00 0. 18 -0.03 0.00 0.00 0.00 0.00 0. 2 16 0.44 0.00 0.00 0.00 0.00 0. 18 -0.44 0.00 0.00 0.00 0.00 0. 3 16 0.22 0.00 0.00 0.00 0.00 0. 18 -0.22 0.00 0.00 0.00 0.00 0. 4 16 0.69 0.0A 0.00 0.00 0.00 0. 18 -0.70 0.00 0.00 0.00 0.00 0. 34 1 16 0.09 0.00 0.00 0.00 0.00 0. 19 -0.09 0.00 0.00 0.00 0.00 0. 2 16 1.38 0.05 0.00 0.00 0.00 0. 19 -1.38 0.05 0.00 0.00 0.00 0. 3 16 0.75 0.02 0.00 0.00 0.00 0. 19 -0.75 0.02 0.00 0.00 0.00 0. 4 16 2.21 0.07 0.00 0.00 0.00 0. 19 -2.21 0.07 0.00 0.00 0.00 0. 35 1 19 0.05 0.00 0.00 0.00 0.00 0. 20 -0.05 0.00 0.00 0.00 0.00 0. 2 19 0.77 0.05 0.00 0.00. 0.00 0. 20 -0.77 0.05 0.00 0.00 0.00 0. 3 19 0.42 0.02 0.00 0.00 0.00 0. 20 -0.42 0.02 0.00 0.00 0.00 0. 4 19 1.24 0.07 0.00 0.00 0.00 0. 20 -1.24 0.07 0.00 0.00 0.00 0. 36 3. 18 -0.05 0.00 0.00 0.00 0.00 0. 21 0.05 0.00 0.00 0.00 0.00 0. 2 18 -0.77 0.02 0.00 0.00 0.00 0. 21 0.77 0.02 0.00 0.00 0.00 0. 3 18 -0.42 0.02 0.00 0.00 0.00 0. 21 0.42 0.02 0.00 0.00 0.00 0. 4 18 -1.24 0.04 0.00 0.00 0.00 0. 21 1.24 0.04 0.00 0.00 0.00 0. 11 n1 .. .... 8" SCE 14GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. 1 S MEMBER LOAD ST AXIAL SHEAR - Y SHEAR - Z TORSION MOM - Y MOD 3 21 0.00 0.02 0.00 0.00 0.00 0. 22 0.00 0.02 0.00 0.00 0.00 0. 4 21 0.00 0.04 0.00 0.00 0.00 0. 22 0.00 0.04 0.00 0.00 0.00 0. 38 1 18 -0.05 0.00 0.00 0.00 0.00 0.' 19 0.05 0.00 0.00 0.00 0.00 0. 2 18 -0.77 0.00 0.00 0.00 0.00 0. 19 0.77 0.00 0.00 0.00 0.00 0. 3 18 -0.42 0.00 0.00 0.00 0.00 0. 19 0.42 0.00 0.00 0.00 0.00 0. 4 18 -1.24 0.00 0.00 0.00 0.00 0. 19 '1.24 0.00 0.00 0.00 0.00 0. 39 1 19 0.03 0.00 0.00 0.00 0.00 0. 21 -0.04 0.00 0.00 0.00 0.00 0. 2 19 0.58 0.00 0.00 0.00 0.00 0. 21 -0.58 0.00 0.00 0.00 0.00 0. 3 19 0.30 0.00 0.00 0.00 0.00 0. 21 -0.30 0.00 0.00 0.00 0.00 0. 4 19 0.92 0.00 0.00 0.00 0.00 0. 21 -0.92 0.00 0.00 0.00 0.00 0. 40 1 20 -0.06 0.00 0.00 0.00 0.00 0. 21 0.06 0.00 0.00 0.00 0.00 0. 2 20 -0.99 0.00 0.00 0.00 0.00 0. 21 0.99 0.00 0.00 0.00 0.00 0. 3 20 -0.54 0.00 0.00 0.00 0.00 0. 21 0.54 0.00 0.00 0.00 0.00 0. 4 20 -1.59 0.00 0.00 0.00 0.00 0. 21 1.59 0.00 0.00 0.00 0.00 0. 41 1 20 0.04 0.00 0.00 0.00 0.00 0. 22 -0.04 0.00 0.00 0.00 0.00 0. 2 20 0.67 0.00 0.00 0.00 0.00 0. 22 -0.67 0:00 0.00 0.00 0.00 0. 3 20 0.36 0.00 0.00 0.00 0.00. 0. 22 -0.36 0.00 0.00 0.00 0.00 0. 4 20 1.07 0.00 0.00 0.00 0.00 0. 22 -1.07 0.00 0.00 0.00 0.00 0. * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 8" SCE 14GA 96. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE= JAN 4,2000 TIME= 14:20:49 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FOR QUESTIONS REGARDING THIS VERSION OF PROGRAM * RESEARCH ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: (714) 921 -2543 * -- PAGE NO. 1 20-13 1. STAAD TRUSS 30 8 "CSEGA 2. INPUT WIDTH 72 iy 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 .000 .000 .000 6. 2 3.000 .000 .000 7. 3 6.000 .000 .000 8. 4 9.00- .000 .000 9. 5 12..000 .000 .000 10. 6 .000 3.500 .000 11. 7 3.00 3.500 .000 12. 8 6.000 3.500 .000 13. 9 9.00 3.500 .000 14. 10 12.000 3.500 .000 15. 11 15.0 3.5 0. 16. 18. 3.5 0. 17. 13 15.0 0. 0. 18. 14 18. 0. 0. 19. 15 21.0 3.5 0. 20. 16 24. 3.5 0. 21. 17 21.0 0. 0. 22. 18 24. 0. 0. 23. 19 27.0 3.5 0. 24. 20 30. 3.5 0. 25. 21 27.0 0. 0. • 26. 22 30. 0. 0. 2.7. MEMBER INCIDENCES 28. 1 1 2 29. 2 2 3 30. 3 3 4 31. 4 4 5 32. 5 6 7 33. 6 7 8 34. 7 8 9 35. 8 9 10 36. 9 1 6 37. 10 2 6 � !I ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD /Pro STAAD -III * * Revision 3.1 * * Proprietary Program of * * RESEARCH ENGINEERS, Inc. * * Date= JAN 4, 200D * * Time= 14:33: 3 * * * * USER ID: Frank W. Neal & Assoc. * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PAGE NO. 30'' 30 8 "CSE12GA 42. 15 4 9 43. 16 5 9 44. 17 5 10 45. 18 10 11 46. 19 11 12 47. 20 5 13 48. 21 13 14 49. 22 10 13 50. 23 11 13 51. 24 12 13 52. 25 12 14 53. 26 12 15 54. 27 15 16 55. 28 14 17 56. 29 17 18 57. 30 14 15 58. 31 15 7.7 59. 32 16 17 60. 33 16 18 61. 34 16 19 62. 35 19 20 63. 36 18 21 64. 37 21 22 65. 38 18 19 66. 39 19 21 67. 40 20.21 68. 41 20 22 69. MEMBER TRUSS 70. 1 TO 41 71. UNIT INCHES KIP 72. MEMBER PROPERTY AMERICAN 73. 1 TO 41 PRI AX .265 IX 5.59 IY .457 IZ 5.72 YD 2.5 ZD 7.92 74. CONSTANT 75. E STEEL ALL 76. DENSITY STEEL ALL 77. SUPPORT 78. 1 PINNED 79. 22 FIXED BUT FX MX MY 80. UNIT FEET KIP 81. LOAD 1 DL 82. MEMBER LOAD 83. 5 TO 8 18 19 26 27 34 35 UNI Y -.04 84. 1 TO 4 20 21 28 29 36 37 UNI Y -.016 85. LOAD 2 LL 86. MEMBER LOAD 87. 5 TO 8 18 19 26 27 34 35 UNI Y -.03 88.. 1 TO 4 20 21 28 29 36 37 UNI Y -.015 89. LOAD COMB 3 90. 1 1. 2 1. 91. PERFORM ANALYSIS -- PAGE NO. 30 -y 30 8 "CSE12GA P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 22/ 41/ 2 ORIGINAL /FINAL BAND -WIDTH = 8/ 3 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 41 SIZE OF STIFFNESS MATRIX = 328 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.06/ 2047.7 MB, EXMEM = 1942.1 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. 92 PRINT SUPPORT REACTIONS 14:33: 3 14 :33: 3 14:33: 3 14:33: 3 14:33: 3 -- PAGE -NO. 7704 30 8 "C5E12GA SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = TRUSS JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 1 0.00 0.84 0.00 0.00 0.00 0.00 2 0.00 0.67 0.00 0.00 0.00 0.00 3 0.00 1.51 0.00 0.00 0.00 0.00 22 1 0.00 0.84 0.00 0.00 0.00 0.00 2 0.00 0.67 0.00 0.00 0.00 0.00 3 0.00 1.51 0.00 0.00 0.00 0.00 * * * * ** * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 93. PRINT MEMBER FORCES ALL -- PAGE N0. 36 -1 30 8 "CSE12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS -- PAGE NO. 3o - s ALL UNITS ARE -- RIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 0.00 0.00 0.00 0 . 1 1 1 0.00 0.02 0.00 0. z.. 0.00 0.02 0.00 0.00 0.00 0. 2 1 0.00 0.02 0.00 0.00 2 0.00 0.02 0.00 0.00 0.00 0. 0.00 0. 0. 3 1 0.00 0.05 0.00 0.00 0. 2 0.00 0.05. 0.00 0.00 0.00 0. 2 1 2 -0.65 0.02 0.00 0.00 0.00 0. 3 0.65 0.02 0.00 0.00 0.00 0. 2 2 -0.52 0.02 0.00 0.00 0.00 0. 3 0.52 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0. 3 2 -1.1.7 0.05 0. 3 1.17 0.05 0.00 0.00 0.00 3 1 3 -1.15 0.02 0.00 0.00 0.00 0. 0. 4 1.15 0.02 0.00 0.00 0. 2 3' -0.93 0.02 0.00 0.00 0.00 0. 4 0.93 0.02 0.00 0.00 0.00 3 3 0. 2,08 0.05 0.00 0.00 0.00 4 2.08 0.05 0.00 - 0.00 0.00 0. 4 1 4 -1.51 0.02 0.00 0.00 0.00 0. 5 1.51 0.02 0.00 0.00 0.00 0 2 4 -1.22 0.02 0.00 0.00 0.00 0. 5 1.22 0.02 0.00 0.00 0.00 0. 3 4 -2.73 0.05 0.00 0.00 0.00 0. 5 2.73 0.05 0.00 0.00 0.00 0.00 0 . 0. 5 1 6 0.65 0.06 0.00 0.00 0. 7 -0.65 0.06 0.00 0.00 0_.00 0. 2 6 0.52 0.04 0.00 0.00 0.00 . 0. 7 -0.52 0.04 0.00 0.00 0.00 0. 3 6 1.17 0.10 0.00 0.00 0.00 0.00 0.00 0. 7 -1.17 0.10 0.00 0.00 0. 6 1 7 1.15 0.06 0.00 0.00 0.00 0. 8 -1.15 0.06 0.00 0.00 0.00 0. 2 7 0.93 0.04 0.00 0.00 0. 8 -0.93 0.04 0.00 0.00 0.00 3 7 2.08 0.10 0.00 0.00 0.00 0. 8 -2.08 0.10 0.00 0.00 0.00 1 0 30 8 "CSE12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. 3040 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 8 1.22 0.04 0.00 0.00 0.00 0. 9 -1.22 0.04 0.00 0.00 0.00 0. 3 8 2.73 0.10 0.00 0.00 0.00 0. 9 -2.73 0.10 0.00 0.00 0.00 0. 8 1 9 1.73 0.06 0.00 0.00 0.00 0. 10 -1.73 0.06 0.00 0.00 0.00 0. 9 1.39 0.04 0.00 0.00 0.00 0. 10 -1.39 0.04 0.00 0.00 0.00 0. 3 9 3.12 0.10 0.00 0.00 0.00 0. 10 -3.12 0.10 0.00 0.00 0.00 0. 9 1 1 0.82 0.00 0.00 0.00 0.00 0. 6 -0.82 0.00 0.00. 0.00 0.00 0. 2 1 0.65 0.00 0.00 0.00 0.00 0. 6 -0.65 0.00 0.00 0.00 0.00 0. 3 1 1.47 0.00 0.00 0.00 0.00 0. 6 -1.47 0.00 0.00 0.00 0.00 0. 10 1 2 -1.00 0.00 0.00 0.00 0.00 0. 6 1.00 0.00 .0.00 0.00 0.00 0. 2 2 -0.80 0.00 0.00 0.00 0.00 0. 6 0.80 0.00 0.00 0.00 0.00 0. 3 2 -1.80 0.00 0.00 0.00 0.00 0. 6 1.80 0.00 0.00 0.00 0.00 0. 11 1 2 0.71 0.00 0.00 0.00 0.00 0. 7 -0.71 0.00 0.00 0.00 0.00 0. 2 2 0.56 0.00 0.00 0.00 0.00 0. 7 -0.56 0.00 0.00 0.00 0.00 0. 3 2 1.27 0.00 0.00 0.00 0.00 0. 7 -1.27 0.00 0.00 0.00 0.00 0. 12 1 3 -0.77 0.00 . 0.00 0.00 0.00 0. 7 0.77 0.00 0.00 0.00 0.00 0. 2 3 -0.62 0.00 0.00 0.00 0.00 0. 7 0.62 0.00 0.00 0.00 0.00 0. 3 3 -1.40 0.00 0.00 0.00 0.00 0. 7 1.40 0.00 0.00 0.00 0.00 0. 13 1 3 0.54 0.00 0.00 0.00 0.00 0. 8 -0.54 0.00 0.00 0.00 0.00 0. 2 3 0.43 0.00 0.00 0.00 0.00 0. 30 8 "CSE12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- RIP FEET -- PAGE NO. 1 ) -1 MEMBER LOAD JT AXIAL SHEAR - Y SHEAR - Z TORSION MOM - Y MOD 2 4 -0.44 0.00 0.00 0.00 0.00 0. 8 0.44 0.00 0.00 0.00 0.00 0. 3 4 -1.00 0.00 0.00 0.00 0.00 0. 8 1.00 0.00 0.00 0.00 0.00 0. 15 1 4 0.37 0.00 0.00 0.00 0.00 0. 9 -0.37 0.00 0.00 0.00 0.00 0. 2 4 0.29 0.00 0.00 0.00 0.00 0. 9 -0.29 0.00 0.00 0.00 0.00 0. 3 4 0.66 0.00 0.00 0.00 0.00 0. 9 -0.66 0.00 0.00 0.00 0.00 0. 16 1 5 -0.33 0.00 0.00 0.00 0.00 0. 9 0.33 0.00 0.00 0.00 0.00 0. 2 5 -0.27 0.00 0.00 0.00 0.00 0. 9 0.27 0.00 0.00 0.00 0.00 0. 3 5 -0.60 0.00 0.00 0.00 0.00 0. 9 0.60 0.00 0.00 0.00 0.00 0. 17 1 5 0.20 0.00 0.00 0.00 0.00 0. 10 -0.20 0.00 0.00 0.00 0.00 0. 2 5 0.16 0.00 0.00 0.00 0.00 0. 10 -0.16. 0.00 0.00 0.00 0.00 0. 3 5 0.36 0.00 0.00 0.00 0.00 0. 10 -0.36 0.00 0.00 0.00 0.00 0. 18 1 10 1.80 0.06 0.00 0.00 0.00 0. 11 -1.80 0.06 0.00 0.00 0.00 0. 2 10 1.45 0.04 0.00 0.00 0.00 0. 11 -1.45 0.04 0.00 0.00 0.00 0. 3 10 3.25 0.10 0.00 0.00 0.00 0. 11 -3.25 0.10 0.00 0.00 0.00 0. 19 1 11 1.80 0.06 0.00 0.00 0.00 0. 12 -1.80 0.06 0.00 0.00 0.00 0. 2 11 1.45 0.04 0.00 0.00 0.00 0. 12 -1.45 0.04 0.00 0.00 0.00 0. 3 11 3.25 0.10 0.00 0.00 0.00 0. 12 -3.25 0.10 0.00 0.00 0.00 0. 20 1 5 -1.73 0.02 0.00 0.00 0.00 0. 13 1.73 0.02 0.00 0.00 0.00 0. 2 5 -1.39 0.02 0.00 0.00 0.00 0. 30 8 "CSE12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS T ALL UNITS ARE -- KIP FEET -- PAGE N0. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 13 -1.39 0.02 0.00 0.00 0.00 0. 14 1.39 0.02 0.00 0.00 0.00 0. 3 13 -3.12 0.05 0.00 0.00 0.00 0. 14 3.12 0.05 0.00 0.00 0.00 0. 22 1 10 -0.11 0.00 0.00 0.00 9.00 0. 13 0.11 0.00 0.00 0.00 0.00 0. 2 10 -0.09 0.00 0.00 0.00 0.00 0. 13 0.09. 0.00 0.00 0.00 0.00 0. 3 10 . -0.20 0.00 0.00 0.00 0.00 0. 13 0.20 0.00 0.00 0.00 0.00 0. 23 1 11 0.12 0.00 0.00 0.00 0.00 0. 13 -0.12 0.00 0.00 0.00 0.00 0. 2 11 0.09 0.00 0.00 0.00 0.00 0. 13 -0.09 0.00 0.00 0.00 0.00 0. 3 11 0.21 0.00 0.00 0.00 0.00 0. 13 -0.21 0.00 0.00 0.00 0.00 0. 24 1 12 -0.11 0.00 0.00 0.00 0.00 0. 13 0.11 0.00 0.00 0:00 0.00 0. 2 12 -0.09 '0.00 0.00 0.00 0.00 0. 13 0.09 0.00 0.00 0.00 0.00 0. 3 12 -0.20 0.00 0.00 0.00 0.00 0. 13 0.20 0.00 0.00 0.00 0.00 0. 25 1 12 0.20 0.00 0.00 0.00 0.00 0. 14 -0.20' 0.00 0.00 0.00 0.00 0. 2 12 0.16 0.00 0.00 0.00 0.00 0. 14 -0.16 0.00 0.00 0.00 0.00 0. 3 12 0.36 0.00 0.00 0.00 0.00 0. 14 -0.36 0.00 0.00 0.00 0.00 0. 26 1 12 1.73 0.06 0.00 0.00 0.00 0. 15 -1.73 0.06 0.00 0.00 0.00 0. 2 12 1.39 0.04 0.00 0.00 0.00 0. 15 -1.39 0.04 0.00 0.00 0.00 0. 3 12 3.12 0.10 0.00 0.00 0.00 0. 15 -3.12 0.10 0.00 0.00 0.00 0. 27 1 15 1.51 0.06 0.00 0.00 0.00 0. 16 -1.51 0.06 0.00 0.00 0.00 0. 2 15 1.21 0.04 0.00 0.00 0.00 0. lc 30 8 "CSE12GA MEMBER END. FORCES STRUCTURE TYPE = TRUSS ALL UNITS ARE -- KIP FEET -- PAGE NO. MEMBER LOAD CT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOD 2 14 -1.21 0.02 0.00 0.00 0.00 0. 17 1.21 0.02 0.00 0.00 0.00 0. 3 14 -2.73 0.05 0.00 0.00 0.00 0. 17 2.73 0.05 0.00 0.00 0.00 0. 29 1 17 -1.15 0.02 0.00 0.00 0.00 0. 18 1.15 0.02 0.00 0.00 0.00 0. 2 17 -0.93 0.02 0.00 0.00 0.00 0. 18 0.93 0.02 0.00 0.00 0.00 0. 3 17 -2.08 0.05 0.00 0.00 0.00 0. 18 2.08 0.05 0.00 0.00 0.00 0. 30 1 14 -0.33 0.00 0.00 0.00 0.00 0. 15 0.33 0.00 0.00 0.00 0.00 0. 2 14 -0.27 0.00 0.00 0.00 0.Q0 0. 15 0.27 0.00 0.00 0.00 0.00 0. 3 14 -0.60 0.00 0.00 0.00 0.00 0. 15. 0.60 0.00 0.00 0.00 0.00 0. 31 1 15 0.37 0.00 0.00 0.00 0.00 0. 17 -0.37 0.00 0.00 0.00 0.00 0. 2 15 0.29 0.00 0.00 0.00 0.00 0. 17 -0.29 0.00 0.00 0.00 0.00 0. 3 15 0.66 0.00 0.00 0.00 0.00 0. 17 -0.66 0.00 0.00 0.00 0.00 0. 32 1 16 -0.55 0.00 0.00 0.00 0.00 0. 17 0.55 0.00 0.00 0.00 0.00 0. 2 16 -0.44 0.00 0.00 0.00 0.00 0. 17 0.44 0.00 0.00 0.00 0.00 0. 3 16 . -1.00 0.00 0.00 0.00 0.00 0. 17 1.00 0.00 0.00 0.00 0.00 0. 33 1 16 0.54 0.00 0.00 0.00 0.00 0. 18 -0.54 0.00 0.00 0.00 0.00 0. 2 16 0.43 0.00 0.00 0.00 0.00 0. 18 -0.43 0.00 0.00 0.00 0.00 0. 3 16 0.97 0.00 0.00 0.00 0.00 0. 18 -0.97 0.00 0.00 0.00 0.00 0. 34 1 16 1.15 0.06 0.00 0.00 0.00 0. 19 -1.15 0.06 0.00 0.00 0.00 0. 2 16 0.93 0.04 0.00 0.00 0.00 0. 19 -n n9 n nn n nn n AA - 30 8 "CSE12GA MEMBER END FORCES STRUCTURE TYPE = TRUSS -- PAGE NO. ALL UNITS ARE -- RIP FEET MEMBER LOAD ITT AXIAL, SHEAR -Y SHEAR -Z TORSION MOM -Y MO) 2 19 0.52 0.04 0.00 0.00 0.00 0. 20 -0.52 0.04 0.00 0.00 0.00 0. 3 19 1.17 0.10 0.00 0.00 0.00 0. 20 -1.17 0.10 0.00 0.00 0.00 0. 36 1 18 -0.65 0.02 0.00 0.00 0.00 0. 21 0.65 0.02 0.00 0.00 0.00 0. 2 18 -0.52 0.02 0.00 0.00 0.00 0. 21 0.52 0.02 0.00 0.00 0.00 0. 3 18 -1.17 0.05 0.00 0.00 0.00 0 21 1.17 0.05 0.00 0.00 0.00 37 1 21 0.00 0.02 0.00 0.00 0.00 0 . D. 22 0.00 0.02 0.00 0.00 0.00 2 21 0.00 0.02 0.00 0.00 0.00 0. 22 0.00 0.02 0.00 0.00 0.00 0. 3 21 0.00 0.05 0.00 0.00 0.00 22 0.00 0.05 0.00 0.00 0.00 0. 38 1 18 -0.77 0.00 0.00 0.00 0.00 0. 19 0.77 0.00 0.00 0.00 0.00 0 . 2 18 -0.62 0.00 0.00 0.00 0.00 0. 19 0.62 0.00 0.00 0.00 0.00 0. 3 18 -1.40 0.00 0.00 0.00 0.00 0 . 19 1.40 0.00 0.00 0.00 0.00 O. 39 1 19 0.71 0.00 0.00 0.00 0.00 0. 21 -0.71 0.00 0.00 0.00 0.00 0. 2 19 0.56 0.00 0.00 0.00 0.00 0. 21 -0.56 0.00 0.00 0.00 0.00 0. 3 19 1.27 0.00 0.00 0.00 0.00 p 21 -1.27 0.00 0.00 0.00 0.00 40 1 20 -1.00 0.00 0.00 0.00 0.00 0. 21 1.00 0.00 0.00 0.00 0.00 0. 2 20 -0.80 0.00 0.00 0.00 0.00 0. 21 0.80 0.00 0.00 0.00 0.00 0. 3 20 -1.80 0.00 0.00 0.00 0.00 0 21 1.80 0.00 0.00 0.00 0.00 41 1 20 0.82 0.00 0.00 0.00 0.00 0. 22 -0.82 0.00 0.00 0.00 0.00 0 2 20 0.65 0.00 0.00 0.00 0.00 n 22 -0.65 0.00 0.00 0.00 n on • 30 8 "CSE12GA * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 94. PARAMETER 95. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE= JAN 4,2000 TIME= 14:33: 6 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FOR QUESTIONS REGARDING THIS VERSION OF PROGRAM RESEARCH ENGINEERS, Inc at * Ph: (714) 974 - 2500 Fax: (714) 921 -2543 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- PAGE NO. 1 30 -4 P tiO 14. hysical and Structural Properties - r and 9 Members Physical Properties Gress Pmpertles OI Depth Flange tip Weigh' A 1 s, I 6, r, r, 1 Oe) OW 049 (in') (n') Oml OM) (In) (In) torsional Properties Om) tiro) (n) 33 ks1 A . (in' 5, M, V, 1 (in') (k (k) Member r Skids BOCSWIB 80CSWIG 80CSW14 • 80CSW12 0.0451 7.921 1.375 0250 1.66 0.0566 7.921 1.375 0.250 2.07 0.0713 7.921 1.375 0.250 2.59 0.0451 7.921 1.625 0.500 1.81 0.0566 7.921 1.625 0625 2.31 0.0713 7.921 1.625 0.625 2.89 0.0451 7.921 2.000 0.500 1.92 0.0566. 7.921 2.000 0.500 2.40 0.0713 7921 2.000 0.500 3.01 0.1017 7.921 2.000 0.500 4.25 0.0451 0.0566 0.0713 0.1017 7.921 7.921 7.921 7.921 2.500 0.500 2.08 2.500 0.625 2.65 2.500 0.625 3.32 2.500 0.625 4.68 0.487 3.857 0.974 0.071 0.068 • 2.815 2.806 2.795 0.400 0 394 0608 4.785 1.208 0.094 0.083 0.760 5.939 1.499 0.114 0.100 0.387 0532 4.497 1.135 0.158 0.121 2.908 0.545 0.678 5.750 1.452 0.215 0.172 2.911 0.563 0.850 7.152 1.806 0.262 0.210 2.901 0.556 0566 5.021 1.268 0.263 0.171 2.979 0.682 0.707 6.243 1.576 0323 0.210 2.972 0.676 0.885 7.770 1.962 0.396 0258 2.963 0.669 1.248 10.808 2.729 0.533 0.347 2.943 0.654 0.611 5.720 1.444 0457 0.243 3.060 0.865 0.778 7.261 1.838 0611 0331 3.060 0.888 0.974 9.074 2.291 0753 0409 3.052 0.879 1275 12.656 3.196 1.026 0.557 3.034 , 0.864 0.00033 0.9902 0.638 0.952 0.00065 1.2021 0.628 0.953 0.00129 1.4508 0.616 0.955 0.00038 2.0060 0.948 0.907 0.00072 2.7889 1.005 0.897 0.00144 3.3985 0.992 0899 0.00038 3.2622 1.229 0.861 0.00075 4.0005 1:218 0.962 0.00150 4.8917 1.205 0.864 090430 6.5562 1.176 0868 0.00041. 5.5365 1.622 0.00083 7.5945 1.694 0.00185 9.3306 1.679 0.00474 12.6318 1.650 0.794 0.780 0.781 0.785 0204 3.844 0.949 16.75 1.00 0.278 4.785 1.185 23.42 1.99 0.390 5.939 1.500 29.63 3.99 0.258 4.497 1.135 22.44 1.00 0.357 5.750 1.452 ' 28.69 1.99 0.479 7.152 1.806 35.69 3.99 0250 5.021 1.117 22.06 . 1.00 0.367 6.243 1.528 30.19 1.99 0.514 7.770 1.958. 38.69 3.99 0.814 10.808 . 2.729 53.93 8.96 0.265 0.402 0.575 0.941 5.591 7.281 9.074 12.656 1.166 1.685 2.218 3.196 23.04 93.29 49.83 63.15 1.00 1.99 3.99 8.96 80CSN18 BOCSN16 806SN14 80CSJ18 8005.116 80CS9i4 8005E18 80CSE16 >-8008E14 80CSE12 6" 'Runners (1 Leg) 800018 8001116 • 800114 800112 • 2.806 2.507 2.808 2e11 0.312 0.310 0.307 0.302 0.0451 8.111 1.250 0.000 1.60 0.470 3.700 0.912 0.046 0.042 0.0566 8.435 1.250 0.000 2.01 0.590 4.646 1.142 0.057 . 0.053 00713 8.164 1.250 0.000 2.53 0.742 5.854 1.434 0.070 0.065 0.1017 8.224 . 1.250 0.000 3.60 1.057 8.355 2.032 0097. 0.091 9 /i" Studs 92505918 92505.116 925CSJ14 925CSW1B 92508W16 925CSW14 925CSW12 92SCSE18 925CSE16 925CSE14 92505E12 0.588 8.442 1.405 0163 0.125 3.309 0.527 0349 8.239 1.797 0.223 0.174 3.316 0.545 0.939 10.260 2.237 0.272 0.212 3.306 0.538 0.622 7.147 1.559 0.273 0.173 3.389 0.663 0778 8.892 1.939 0335 0.213 3.392 0.657 0.974 11.078 2.416 0411 0.251 3.372 0.650 1.375 15.440 3.367 0.553 0.351 3.351 0.634 0.667 8.086 1.763 0476 0.247 3.481 0.844 0.848 10.297 2.245 0.637 0.336 3.484 0.866 1.063 12.842 2.801 0785 0,414 3.475 0.859 E502 17.943 3.913 1.069 0.565 3.456 0.844 0.0451 9171 1.625 0.500 2.00 0.0566 9.171 1.625 0.625 2.55 00713 9.171 1.625 0.625 3.19 0.0451 9.171 2.000 • 0.500 2.12 0.0566 9.171 2.000 0500 2.65 0.0719 9.171 '2.000 0500 3.32 0.1017 9.171 2.000 ' 0.500 4.68 0.0451 0.0566 0.0713 0.1017 9.171 9.171 9.171 9.171 2.500 0.500 2.500 0625 2.500 0.625 2.500 0925 2.27 2.89 3.62 5.11 0.60040 2.7928 0.878 0.936 0.00380 3.8635 0.931 0.920 0.00159 4.7125 0.919 0.930 0.00042 4.5460 1.145 0.901 0.00083 5.5789' 1.134 0.902 0.00165 6.8282 1.121 0.904 0.00474 9.1695 1.094 0.907 0.00045 7.7190 0.00001 10.5323 0.0018012.9522 0.0051817.5695 1.521 1.589 1.575 1.546 0.847 0.836 0.838 0.841 0.259 6.442 1.307 25.83 0.86 0.359 0.239 1.797 35.51 1.71 0.483 10.260 2.237 94.21 3.42 0.251 7.147 1.272 25.14 0.66 0.368 8.892 1.882 37.19 131 0.517 11.078 2.411 47.65 3.42 0.823 15.440 3.367 66.54 8.96 0.266 7.991 0.403 , 10.297 0.578 12.842 0.950 17.943 1.334 26.37 2.067 40.84 2.714 53.64 3.913 77.32 0.86 1.71 3.42 8.96 91/4" Runners (1 /4" Leg) 925CR18 92501116 ' 92501114 92501112 0.00032 0.5808 0.00063 07220 0.00126 0.8984 1100365 1.2489 0.443 0.440 0.436 0.427 0.976 0.976 0.977 0.978 rdi 0.187 3.538 0.744 14.70 0.98 0.281 4.560 1.052 20.79 1.93 0.423 5.854 1.386 27.38 3.86 0.753 8.355 2.032 40.15 8.96 0.188 5.166 0.838 10.56 0.84 0.264 6.592 1.326 26.21 1.67 0.428 8.451 1.740 34.38 3.33 0.766 12.055 2.545 50.29 8.96 General Moles: I. Slrinwral ropedks am Inamord&Ne wlh 1988 AISI Cold formed Sled Speatala" with 1989 addendum. 2TNdmesses shown are dnlpn lhkknessea w9hwn walla& 3.14 is the ION braced allowable moment 4. EOedke l,k Complted II alYwade mwmM(I%) S. For delnNnm N pmpeny dbmadrfmt see monodies kelee on page 10. & SbMard20 -ga. and 18W. members are 3313I. 10- a ., 14-41L and 121a. members are 501 al. 0 EIIecliee Pr !peslles UNI MAST INCORPORATED Te Bnical Services Hotline 000 - 969 -4110 (n') so hi I, S, M y On') (Ii') (k-in) (k) 0168 3.812 0.747 22.35 1.0 0.251 4.741 1.161 34.77 1.99 0.350 5.939 1.470 44.03 3.99 0.212 4.497 0.911 27.29 1.00 0.338 5750 1.452 43.47 1.99 0.450 7.152 1.806 54.07 3.99 0.221 5.000 0.947 28.34 1.00 0.298 6.243 1.338 40.05 1.99 0450. 7370 1.866 55.80 - 3.99 0758 10.808 2.726 81.61 11.03 0.225 5.398 0.962 28.79 1.00 0345 7.193 1.510 45.20 1.99 0.465 9.074 1.975 59.12 3.99. 0.035 12.656 • 3.065 9176 11.03 0.212 6.442 1.047 31.35 0.86 0.339 8.239 1.696 50.78 1.71. 0.452 10.260 2.237 66.99 3.42 .0.222 7.147 1.090 32.64 0.86 0.299 8.892 1.525 45.65 1.71 0.452 11:078 2.304 6099 3.42 0.764 15.440 3.363 100.70 10.00 0.226 7.705 1.109 33.20 0.86 0.346 10.238 1.730 51.80 1.71 0.467 ' 12.842 2.434 72.88 3.42 0.841 17.943 3.759 112.54 10.00 00451 9.361 1.250 0.000 179 0.526 5.343 • 1.142 0.047 0.043 3.186 0.298 0.0566 9.385 1.250 0000 , 2.25 0.660 6.708 1.430 0.056 0.053 3.187 0.296 0.0713 9.414 1.250 0.000 2.83 0.831 , 8.451 1.795 . 0.072 0.066 3.188 0.294 0.1017 9.479 1.250 0.000 4.03 1.185 12.055 2.545 0.099 0.092 3.190 0.289 0.03036 0.8069 0.405 0.084 0.00071 1.0028 0.402 0984 0.00141 1.2470 0.398 0.985 0.00408 17311 0.390 0.985 • e Physical and Structural Pro erties -6" and 7 Ica! Pro ernes Member 6" Studs 60CSN20 60CSN18 60CSN16 60CSN14 60CSJ20 60CSJ18 60CSJ16 60CSJ14 ) 60CSX20 > 60CSW18 60CSW16 60CSW14 6008W12 60CSE20 �60CSE18 .. 0CSE16 60CSE14 60CSE12 r Runners (1 Leg) 60CR20 60CR16 6001116 60CR14 60CR12 71/C Studs 725CSJ18 725CSJ16 725CSJ14 725CSW18 725CSW16 725CSW14 72505W12 725CSE18 725CSE16 72506E14 725CSE12 nn) 7 Runners (1I/C Leg) 725C818 725CR16 725CR14 725CR12 Depth Range tip Weigh( (in) ( (in) (lbAt) 0.0451 00566 0.0713 0.1017 7.361 7.395 7.414 7.474 1.250 1.250 1.250 1.250 0.000 0.000 0.000 0.000 1.48 1.86 2.34 3.34 Gross Pro lernes A I, S, tun) ( Una) 1 ml Pn) (In) (in) 0.045 0.056 0.069 0.095 0.042 0.052 0.065 0.091 Torsional Pro ernes J C. X, ( Pm) (in) 33 Psi A. s M °' 1 (in') (in (k (k) 0.436 2.893 0386 0.547 3.633 0.964 2.575 0.321 0.00030 0.4641 0.470 0.968 .0.186 2.743 0.685 13.54 1.08 0.689 4.579 1.235 2.577 0.319 O.9QQ5 A 0.1(]3 0.467 0.969 0.280 3.564 0.902 17.82 2.14 0.981 6.538 1.749 2.578 0.917 0.06117 0.71 0.462 0.969 0.420 4.579 1.191 50 kst Elective Properties UNIMAST INCORPORATED Technical Services Hollins 800 - 959 -4110 50 tst (n`) (in') (h') (k-In) '(k) 0.0346 0.0451 0.0566 0.0713 5.921 5.921 5.921 5.921 1.375 1.375 1.375 1.375 0.250 0.250 0.250 0.250 1.04 1.35 1.68 2.10 0.0346 0.0451 0.0566 0.0713 5.921 5.921 5.921 5.921 1.625 0.500 1.625 0.500 1.625 0.625 1.625 0.625 1.16 1.50 1.92 2.41 0.0346 0.0451 0.0566 0.0713 01017 5.921 5.921 5.921 5.921 1921 2.000 2.000 2.000 2.000 2.000 0.500 0.500 0.500 0500 0.500 1.25 1.62 2.02 2.53 3.55 0.0346 0.0451 0.0566 0.0713 0.1017 5.921 5.921 5.921 5.921 5.921 2.500 2.500 2.500 2.500 2500 0.625 0.500 0625 0625 0.625 1.39 1.77 226 213 3.99 0.306 0.397 0.495 0.618 1.461 1.884 2.332 2.886 0.494 . . 0.058 0.636 •• 0.073 0.788 r 0.089 0075• 0107 0.053 0.067 0.081 0.097 2.187 2.179 2.172 2.161 0.435 0429 0.423 0.416 0.341 0.442 0.565 0.707 1.729 2.229 2646 3.532 0.584 0353 0.961 1.193 0.115 0.146 0.198 0242 0.095 0.121 0.168 0.206 2.253 2.247 2.244 2.235 0.581 0578 0.592 0.585 0.367 0475 0.594 0.743 1.044 1.953 2.521 3.129 3.887 5.384 0.660 0.852 1.057 1.313 1.818 0.190 0213 0.298 0365 0.492 0.130 0167 0205 0251 0.338 2.309 2.303 2.296 2.288 2.271 0.720 0314 0.709 0.701 0.686 0.410 0.521 0.664 0.832 1171 2.303 2.910 3.098 4.600 6.391 0.778 0.983 1249 1.554 2.159 0.353 0.419 0.559 0.689 0.938 0.203 0.236 0.322 0.397 0.540 2.371 2.364 2.359 2.352 2.336 0.928 0.897 0.917 0.910 0.895 0.00012 0.3997 0.00027 0.5048 0.00053 0.6118 0.00105 0.7367 0.755 0.745 0.735 0.721 0.897 0.899 0.901 0.903 0.00014 0.8251 1.100 0.817 0.00030 1.0481 1.090 0.819 0.00060 1.4788 1.154 0.802 0.00120 13977 1.140 0.804 0.00015 0.00032 0.00063 0.00126 0.00360 1.3368 1.7035 2.0851 2.5137 3.3924 1.407 1.397. 1.386 1.371 1.341 0.747 0.749 0750 0353 0.758 0.00016 25637 0.00035 2.8919 0.00071 4.0299 0.00141 4.9360 0.00404 6.6500 1.922 1.821 1.900 1.865 1.854 0.637 0.659 0140 0.642 0.645 0.128 0.202 0.274 0.381 1.443 1.877 2232 2.886 0.436 0.618 0.770 0.975 8.61 12.21 15.23 19.27 0.61 116 2.69 4.40 0.175 • 0.256 0.353 0.471 1.729 2229 2.846 3.532 0.560 0.753 0.961 1.193 11.07 14.88 19.00 2158 0.61 1.36 2.69 4.40 0.179 1.953 0.248 2.521 0.362 3.129 0505 3.887 0.787 • 5.384 0.579 0.763 1.022 1210 1119 11.43 15.07 20.20 25.89 35.93 0.61 1.36 2.69 4.40 7.43 0.206 0.263 0.397 0566 0.914 2218 2.807 3.693 1.600 6.391 0.642 0.820 1.136 1.502 2.159 12.69 16.20 22.44 29.58 42.66 0.61 1.36 2.69 4.40 7.43 0.114 ' 1.431 0.370 11.08 0.61 0.167 1.853 0566 16.94 1.36 0248 2.309 0353 22.53 2.69 0.344 21186 0.953 28.54 5.41 0.151 1.729 0.471 14.11 0.61 0.211 2.229 • 0.684 20.47 1.36 0.335 2.846 0.961 28.78 2.69 0.444 3.532 1.193 35.72 5.41 0.153 1.894 0.478 14.32 0.61 0.220 2.475 0322 21.62 1.36 0.295 3.129 0.910 2725 2.69 0.444 3.887 1244 37.23 5.41 0.741 5.384 1.816 5198 11.03 0.178 2.159 0.542 16.24 0.61 0224 2.689 0.726 21.75 1.36 0.342 3.646 1.048 31.38 2.69 0.459 4.600 1.318 39.48 5.41 0.818 6.391 2.066 61.86 11.03 0.0346 0.0451 0.0565 0.0713 0.1017 8.081 6.111 6.135 6.164 6.224 1.250 1.250 1250 1,250 1.250 0.000 0.000 0.000 0.000 0.000 0.99 1.29 1.62 2.04 2.91 0.291 1.387 0.380 1.816 0.476 2.282 0.600 2.877 0.854 4.111 0.456 0.594 0.714 0.933 1.321 0034 0.043 0.054 0.067 0.092 0.032 0.041 0.052 0.064 0.089 2.182 2.186 2.188 2.190 2.194 0.340 0.338 0.336 0.333 0.328 0.00012 02319 0.00026 09011 0.00051 0.3750 0.00102 0.4673 0.00294 06516 0.527 0.523 0.520 0.515 0.505 0.946 0.947 0.948 0.949 0.951 0.114 0.184 0.276 0.412 0.720 1.262 1.714 2.235 2.877 4.111 0.338 0.510 0.675 0.890 1.321 6.63 10.07 13.33 17.71 26.11 0.59 1.31 259 4.40 7.83 0.0451 0.0566 0.0713 7.171 7.171 7.171 1125 0.500 1.69 1.625 • 0.625 2.16 1.625 0425 2.71 0.0451 0.0566 0.0713 0.1017 7.171 7.171 7.171 7.171 2.000 0.500 1.81 2.000 0.500 2.26 2.000 0.500 2.83 2.000 0.500 3.99 0.0451 0.0566 0.0713 0.1017 7.171 7.171 7.171 7.171 2.500 0.500 2.500 0.625 2.500 0.625 2.500 0.625 1.96 2.50 3.13 4.42 0.498 3.531 0.985 0.154 0.636 4.514 1.259 0.209 0.796 5.611 1.565 0.256 0.209 2.663 0.556 2.664 0.579 2.655 0567 0.532 3.961 0.661 4.922 0.832 6.122 1:171 8.503 1.105 1.373 1.707 2.372 0258 0.315 0.380 0.519 0.170 0.208 0.256 0.344 2.729 0.694 • 2.722 0.689 2.713 0.681 2.694 0.666 0.577 4 .533 0.735 6.767 0.021 7.183 1.298 10.006 1.264 1.609 2.003 2.791 0.444 0,560 0.731 0.997 0.241 0.328 0.405 0.552 2.803 2.801 2.793 2.776 0.877 0.898 0.891 0.876 0.00034 1.6043 0.996 0.80068 2.2400 1.055 9.00155 2.7276 1.042 0.882 0.258 0.870 0.356 0.872 0.477 3.531 4.514 5.611 0.905 19.46 1.259 21.88 1.565 30.92 1.11 2.20 4.42 0.00036 2.6081 0.00071 3.1965 0.00141 3.9058 0.00404 52288 1.287 1.276 1.262 1.233 0.827 0.829 0.831 0.835 0.250 0.366 0.511 0.806 3.961 4.922 8.122 8.503 0.997 1.329 1.704 2.372 1930 26.26 33.67 46.86 1.11 2.20 4.42 8.96 0.00039 4.4261 0.00078 6.0981 0.90156 7.4868 0.0044810.1201 1.691 1.765 1.750 1320 0.751 0.735 0.737 0.741 0.264 0.400 0.573 0.933 4.368 5.767 7.183 10.006 . 1.064 1.470 1.938 2.791 21.03 29.04 36.30 55.15 1.11 2.20 4.42 8.96 0.212 3.531 0.832 24.92 1.11 0.337 4.514 1259 37.69 2.20 0.448 5.611 1.565 46.85 4.42 0.221 3.926 0.862 25.82 1.11 0.297 4.921 1.195 35.77 2.20 0.448 6.122 1.622 48.55 4.42 0353 8.503 2269 70.92 11.03 0.225 4.248 0.874 26.16 1.11 0.344 5.665 1.365 40.86 2.20 0.463 7.183 1.717 51.41 4.42 0.830 10.006 2.674 80.07 11.03 7 0 CSE Joists Maximum Allowable Clear Spans for Uniform Loads — Single and Double Span Member Pf (ksf) Spacing Thickness 60CSE20 12 33 ksi 16 0.0346 24 60CSE18 12 33 ksi 16 0.0451 24 60CSE16 12 50 ksl 16 0.0569 24 60CSEt4 72 50ksi 16 0.0713 24 60CSEr2 12 50ksi 16 01017 24 725CSE18 i2 33ksi 16 0.0451 24 725CSE16 72 • 50 Sal 15 0.0566 24 725CSE14 12 50 ks1 16 0.0713 24 725CSE12 12 50 ksi 16 0.1017 24 80CSE18 12 33 ksi 16 00451 24 80CSE16 12 50 ksi 16 0.0566 24 80CSE14 12 50 ksi 16 0.0713 24 60CSE12 12 50ksi 16 03017 24 ntttmtttmtttt tttttttttttttttttttttttttttttttttttt 1 � ' — Span —t_- -Span Span —t t 10 dead, 20 Ore 10 dead, 30 0se 10 dead, 4011,. 10 dead, 50 ties 1 -span 2-span 1 -span 2-spa0 1-span 2-span 1 -span 2-span 16'101w IS Ed 14' 7 13' Pd 13' rlw I1' rci It 1rsw 1t rci I4' 71w 13' 4'44 lY 7w it 2'd 11' Ylw 9' rci 19' 31w 8' rca Il' 111 10' 5'ci 10' 31w 6 rca T 21w T rca - t rlw 6' rca 19'5' 17 r t9'r IF t'd 16' 51 16' 11,1 19' 31 1710'el 13' 51 17 rci 11' 71w 11' rci 20'1' 25 r0i IT 6' 22' rbi It Y 2• rig IS Ir 19' rig 15 11' it rig is' r 151rc1 21' 7' 28' 21, trio* 24 rig 19' T 24' rbi 17' 2' 21'. rig IT r zt rbi 1s r IT 9144 2/'I" 37 r 27 a 29' zl'11" 27 . 19'0 25' r 19' r 2r in it r 2i•t0'b 21' T 20'11'44 It rt 17' 11'el IT 91 17Irel 16' rfw 1T rei 15' rlw 14' 4'ci 13' 31w 12 1'ci 23' T 28' 31,1 2t 4^ 29' 1061 21' r 24'1064 It r 21' rbi tt r 20' rbi 16' r IT rd 25' 0' 31' 71 21' 10" 27' Irbt 22' 9^ 27 Irhi trio* 24' CV IT 10' 23' 1 "14 IT C 20' 2171 27 0' 37 5"b 24' r 32 9' 25' 5' 37 71 22' 2' 29' 41) ' 22' 2' 27116 19' 5 24' 61,4 22 8'1 21' Cc! It 7'S It rd IT 7'1 18' rci 17' O'Iw 15' 044 16' 01w 14' I'd It 101w 12' 4'44 27 30'0'61 29' O' 26' 501 2710' 26 514 20' 0' 721001 20' 0' 21' rci 17' 5 18' rci 2r r 37 rig 27 8' 29' '664 24' 7' 29' 61,4 21' 6" 2T I I'M 21' 6' 24' 7 18' 9' 21' a'bI 30' 3' 39' 3'6 26' 5' 35' 1'b 21' 6' 35' 1'6 24' 0" 31' 1 24' 0 29' 7 "b 21' r 2r 0'1l it as 19'rel airs it rei 12' 91 17, rci 11' The it I'd 10' Sfw r Irc( r 61w r ire! 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IT Tel 22' 3' 28' ?b _ 24' 0' 29' 7'b 20' r 25' 1'bi- 21'10 26' 0"6i 17 r 20'104 IT 1 21' 614 20 dead, 10011ve Japan 2 -span 6 51w 6' 6"ea 7 31w 5' Tea 5' lbw 3' 9'ca 9' 61w 610'ci 8' Cr,, .T rca 4t Cry. S t0ba 11' 9' 17 9'S ' 10' 8' 10'1rci 9' 4'w 8' Sri 12' 7' 14' 714 11' r IY rei 16 0' 10' Tti 14' r it rig tY lr I5' 9 IT 2" 17 11 10' -10'fw 9' 6"ce . Y 41w 7 t0'ca T rrw S Irma 13' 7' 14' I'd it 4'w I'it'd 16 8'tw 9' 4"ca 14' a' It 7 "d 17 4" 14' rei 11' 7'w 11' 6'd 16 4' 20' 4'bi 14' 10' 17' 9'14 17 0' 14' 8'bi 11' 4'11,v 9' 6'ca r lrlw 7' 9'ce t rive 6 9 14' 9'w 14' 6'ci 13' 4'w 12' 2 21w t 5'ca 15'10' 17' 9'ii IC 5" 15' 1'ct 12' 7'w 12' rci 17' 8' 21' CM 16' 1' Ir 11'ht I9' 0' f5' 1M UNIMAST INCOR p O� D Technical Services liolline ao0- 969-4110 Joist Limiting Criteria Code Legend f- bending stress v - sbearal s ppon e - combined mnmmn end shear at mid support b - lateral 'tackling in negative mmIla:nt region no sign - de0ectlon (1{240 for deed • live Ind, 11360 far live load only) Nob Stiffeners (Based on 'Icarian length of 351: - required 1 regedned at imef p. dank 9,en) e - rtgnlrcd at exterior supports a - respired at sea sappons Punch-outs mast be at least 10' from inside face of supports. If not, web stiffener Is retpde d. 37 :b Crippling WEB CRIPPLING: MAXIMUM ALLOWABL E LOADS tit crippling can occur at member ends or at Inte- l points along the member. (A point is consid- d to be an interior point if it is within the ends of member by a distance that is 1.5 times the web pth or more.) Web crippling also can ocenr either th point loading on one flange of the member or both flanges. The following illustrations identify 5 four conditions. Uniform Load 1 1 1) 1 t 1 1((((( I teefltlu — <1.sh eedmn2 Cnd01u 2 1 JJJ Concentrated Loads 119 21.9 111 Ceadlnen2 J Condition 1 - End reaction, one -flange loading Condition 2 - Interior reaction, one -flange loading T Cndmea l <1.68 a Candl11en 3 Cndi8u4 k fl MS I Ceedmn2 tts Cnnliu 3 8 Ceadaleua 219 n.a Condition 3 - End reaction, two-flange loading • Condition 4 - Interior reaction, two loading Web Crippling: Maximum Allowable Loads(1) Joist Web Stiffener Joist Style & Gauge 6SJi4 C3,116 CSJ18, 20 i Allowable Load(1) (1b/2 piece web stiffener) 9000 8500 7000 Gage 20 18 15 14 12 20' 18 16' 14 12 20 .18 16 14 12 20 18 16 14 12 20 18 16 14 12 20 18 16 14 12 FY bpi 18' 16 14 12 18 16 14 12 33 33 50 50 50 18 16 14 12 33 33 50 50 50 33 33 50 50 50 33 33 50 50 50 33 33 60 SO 50 33 33 50 50 50 33 50 50 50 1 3 4 6 33 50 50 50 750 966 1184 1500 2670 3335 4024 4955 7636 9203 1003 1133 1554 1743 3449 3848 5114 5670 9471 10407 33 50 50 50 Castilla t 716 1216 2730 4096 7733 1001 1039 1173 1542 1597 1791 3410 3527 - 3933 5044 5206 5772 9320 9592 10540 780 1221 2739 4107 7748 1006 1044 1179 1548 14104 1799 3421 3538 3946 5057 5220 5788 9338 9611 10560 790 1233 2760 4132 7782 1018 1057 1193 1562 1619 1816 3447 3565 3976 5088 5252 5823 9379 9653 10606 830 1282 2850 4241 7928 1069. 1110 1254 1625 1684 1888 3560 3681 4105 5222 5390 5976 9555 9834 10805 830 1299 2880 4277 7971 1070 1111 1254 1646 1705 1913 3597 3720 4149 5267 5438 6027 9614 9895 10672 1336 2954 4368 8099 1692 1754 1967 3691 3817 4256 5378 5552 6155 9761 10046 11038 1336 2989 4422 8172 1692 1754 1967 3747 3875 4321 5445 5621 6231 9849 10137 11138 1336 3051 4513 8294 1692 1754 1967 3812 3942 4396 5556 5736 6359 9996 10288 11304 Condition I 3'h 4 6 Deadne Length (in) 1225 1692 1772 2050 1970 2677 2798 3220 3233 4331 4520 5176 4966 6556 6829 7779 9777 12619 13107 14804 1225 1692 1772 2050 1970 2677 2798 3220 3233 4331 4520 5178 4966 6556 6829 7779 9777 12619 13107 14804 1225 1692 1772 2050 1970 2677 2798 3220 3233 4331 4520 5176 4966 6556 6829 7779 9777 12619 13107 14804 1225 1892 1772 2050 1970 ' 2677 2798 3220 3233 ' 4331 4520 .5176 4966 6556 6829 7719 9777 12619 13107 14804 1225 1692 1772 2050 1970 2677 2798 3220 3233 4331 4520 5176 4966 6556 6829 7779 9777 12619 13107 14804 1225 1692 1772 2050 1970 2677 2798 3220 3233 4331 4520 5176 9966 6556 6629 7779 9777 12619 13107 14804 1970 2677 2798 3220 3233 4331 4520 5176 4966 6556 6829 7779 9777 12619 13107 14804 1970 2677 2798 3220 3233 4331 4520 5176 4966 6556 6829 7779 9777 12619 13107 14804 1970 2677 2798 3220 3233 4331 4520 5176 4966 ' 6556 6629 7779 9777 12619 13107 14804 Caadlaon 3 144 3 4 .492 634 658 743 851 1078 1117 1253 1374 1716 1775 1979 2260 2783 2872 3185 4981 6003 6178 6798 474 610 634 716 827 1048 1086 1218 1344 1679 1736 1938 2221 2735 2823 3130 4922. 5931 6105 6708 471 607 630 711 824 1044 1081 1213 1339 1673 1730 1929 2215 2728 2816 3122 4913 5921 6093 6695 465 599 622 702 815 1033 1071 1201 1329 1660 1717 1914 2202 2711 2799 3103 4892 5896 6068 6667 437 564 585 661 780 988 1024 1149 1284 1604 1659 1850 2144 2640 2725 3021 4803 5789 5958 6546 428 552 573 647 768 974 1009 1131 1269 1585 1639 1828 2124 2616 2700 2994 4774 5753 5921 6506 139 936 970 1088 1231 1538 1591 1774 2076 2556 2639 2925 4700 5664 5829 6405 721 914 947 1062 1209 1510 1562 1742 2047 2520 2602 2884 4655 5611 5774 6345 692 876 908 1019 1172 1463 1513 1688 1998 2461 2540 2616 4581 5521 5683 6244 Depth p 2 3 3 4 5 1 h 6 7 9 16 3051 1 4396 2 4331 4520 lbs. JOISTS BACK -TO -BACK 5176 punch -WS mud.be at k Inch -aids most be at least 10' iram Inside lace of n10Mts. Calnilatlons based on AISI 1986 (lesion Specification Section UNINIAST IN Con non ATE 1Z3 Condition 4 1 3 4 6 1213 1675 1754 2030 1962 2666 2766 3207 2987 4001 4175 4781 4620 6099 6353 7237 9219 11899 12359 13959 1167 1612 1668 1954 1952 2653 2773 3191 2987 4001 4175 4781 4620 6099 6353 7237 9219 11899 12359 13959 1159 1601 1677 1941 1942 2639 2759 3175 2987 4001 4175 4781 4620 6099 6353 7237 9219 11899 12359 13959 1149 1435 1464 1655 2522 3378 1141 1576 1650 1910 1919 2608 2726 3137 2987 4001 4175 4781 4620 6099 6353 7237 9219 11899 12359 13959 1062 1467 1538 1777 1821 2475 2587 2977 2879 3857 4024 4608 4586 6054 6306 7183 9219 11899 12359 13959 1036 1430 1498 1733 1789 2430 2540 2924 2839 3804 3969 4545 4537 5990 6239 7107 9219 118% 12359 13959 1707 2319 2424 2790 2740 3671 3830 4386 4415 5829 6072 6916 9217 11896 12355 13955 1858 2253 2355 2710 2680 3591 3747 • 4291 4342 5733 5971 6602 9115 11764 12218 13000 1576 2141 2239 2576 2561 3456 3609 4132 4220 5572 5804 6611 6944 11544 11990 13542 3525 4037 4 • Web stiffening provides 'added reinforcement for CSI and CSN members. Web Stiffening Two-piece web stiffeners are used for joists and shuts at points of reaction and concentrated loads to prevent web crippling. They are formed of 14 -gauge steel with predrilled holes for screw attachment to webs. Web stiffeners are available in 6', T, 8", 9", 11" and 13" sizes. Web Stiffeners provide added reinforcement for members under concentrated loads, increasing load carrying capacity by preventing web crippling. Based on 1986 AISI Design Specifications,witlt 1989 Addendum, web stiffening is required for joists under certain critical load conditions. Stiffeners also are required at points of reaction or concentrated load when the center of a web punchout is less than 10" from the edge of bearing. The Unimast Web Stiffener consists of two identical steel sections which, when mated and screw - attached to the joist web, enable Unimast steel joists to carry greater loads. In a continuous span condition, joists properly screw - attached back - to-back provide resistance to web crippling loads as shown in the Joist Back -To -Back Table on the next page. • 3'h WEB CRIPPLING: MAXIMUM ALLOWABLE LOADS lbs. SINGLE JOISTS 304 548 1201 1955 4063 523 1159 1903 3989 452 738 1488 2340 4642 703 1436 2277 4558 491 792 1589 2426 4771 756 1533 2360 4684 645 1016 1993 2916 5286 970 • 1923 2840 5190 20 18 16 14 12 20 18 16 14 12 20 18 16 14 12 20 18 16 14 12 18 16 14. 12 1 . 16 14 12 18 16 14 12 16 14 12 16 14 12 16 14 12 14 12 33 33 50 50 50 33 33 50 50 50 33 33 50 50 50 33 33 50 50 50 33 50 50 50 33 50 50 50 33 50 50 50 50 50 50 50 50 50 50 50 50 50 50 180 339 712 1177 2463 176 333 703 1166 2447 158 309 664 1116 2376 294 497 955 1494 2949 268 489 943 1479 2929 259 454 891 1416 2844 323 592 1032 1564 3057 316 533 1019 1548 3036 284 494 963 1482 2918 438 718 1341 1976 3408 428 706 1324 1956 3465 385 655 1251 1873 3364 153 301 651 1099 2352 281 618 1058 2293 ' 250 442 873 1395 2816 413 830 1342 2745 274 482 914 1460 2919 450 897 1105 2645 371 639 1226 1845 3331 596 1165 1775 3247 269 599 1033 2257 249 567 991 2198 395 803 1310 2702 366 760 1258 2631 430 '858 1372 2801 398 821 1317 2728 571 1129 1733 3196 528 1067 1664 3112 547 734 966 1226 2163 2589 793 1031 1264 1622 2683 '3062 508 917 2092 495 900 2068 682 1163 2504 1142 2475 737 1217 2595 718 1195 2566 470 757 1398 2040 3565 442 723 1349 1984 3498 057 1538 2961 913 1510 2928 850 1078 1129 1427 1997 2390 2478 2827 1' /a 3 4 359 534 579 . 619 831 895 1319 1634 1745 2103 2517 2609 4271 4880 5015 343 510 - 554 599 804 865 1286 1593 1701 2061 2466 2557 4211 4812 4945 6 761 1147 2190 3139 5556 728 1110 2134 3076 5479 ' 341 596 1280 2055 4202 336 589 1269 2040 4182 312 558 1218 1976 4093 .507 800 1586 2459 4802 499 791 1572 2441 4778 464 750 1509 2305 4678 550 861 1694 2549 4935 541 851 1678 2530 9910 504 807 1811 2452 4806 723 1101 2125 3066 5467 712 1091 2105. 3044 5440 662 1035 2021 2950 • 5325 508 1134 1871 3941 483 1091 1818 3870 682 1404 2239 4507 648 1352 2176 4422 734 1500 • 2321 4632 ' 698 4444 2255 4545 942 1881 2792 5132 695 1811 2713 5035 1086 1786 3826 1769 2666 4977 1258 . 1685 2062 2572 4269 4861 1237 1657 2037 2540 4235 4823 1638 1961 2032 2445 3618 4134 4248 4707 1015 1723 3737 998 1702 3707 1320 2138 4371 1410 2216 4492 1343 2137 4388 1321 2111 4353 1 136 257 536 882 1837 127 242 511• 851 1793 125 239 508 846 1786 121 234 499 836 1771 105 212 463 789 1704 99 204 451 773 1682 185 420 734 1626 174 402 711 1593 155 371 672 1537 353 648 1504 316 601 1437 304 586 1414 3'h 203 357 710 1119 2199 187 336 678 1080 2146 185 333 673 1074 2138 179 326 662 1060 2120 155 299 613 1001 2040 147 284 597 981 2013 258 557 931 1946 242 533 902 1906 216 492 852 1840 468 822 1800 419 763 1720 1672 1908 PimcRab must 0a at least trw m Wide lace nl mavens. Cskniallons based on /4611988 Design Specification Sedan C3.4. UNION AST INCOnnon fl p • 17: _ 3 Com118on 4 4 6 384 415 422 450 709 753 763 1102 1581 1661 1678 1749 2615 2720 2744 2837 5543 5699 5734 5874 344 372 378 403 655 606 706 742 1489 1564 1581 1647 2498 2598 2520 2709 5373 5525 5559 5694 338 366 372 396 647 688 697 733 1475 1550 1566 1632 2480 2580 2602 2690 5347 5499 5532 5667 324 351 356 380 629 1516 1532 1597 2439 2537 2559 2646 5289 5436 5472 5605 265 286 291 310 549 583 591 621 1306 1371 1386 1444 2263 2354 2374 2455 5034 5177 5209 5335 245 265 269 287 522 555 562 591 1260 1323 1337 1394 2204 2293 2313 2391 4950 5090 5121 5246 11 1203 490 515 1215 1267 2058 2140 2159 2232 4738 4872 4902 5021 415 441 447 470 1076 1130 1142 1190 1970 2049 2066 2136 4611 4742 4771 4887 348 370 375 394 962 1010 1021 1063 .1823 1096 1912 1977 4399 4524 4552 4662 893 938 947 987 1735 1804 1820 1882 4272 4393 4420 4528 755 793 801 835 1559 1621 1635 1691 4018 4132 4157 4259 709 745 753 784 1500 1560 1574 1627 3934 4045 4070 4169 1324 1377 1389 1436 3600 3784 3807 3900 46 SheetThkkness Shank Warnaler Fillet Weld 0145" 017* 0.205 0.0346'(206A) 175 215 250 oast" (18GA) 482 gas 330 Welds: Allowable Loads (lbs/inch of weld 33ksi) Sheet Thickness t . Fillet Weld Green Weld LeegNedinal Transverse • Longitudinal Transverse 0.0451" (18GA) 482 643 482 536 0.11566" (166*) 605 887 605 672 0.0713'1146AI 782 1016 762 847 0.1017" 1126A) 1087' 1450 1087 1208 FASTENER LOAD TABLES Screws: Allowable Loads (lbs/fastener) Thickness (in) Alb 57. (11 A7& STAR .0329 St CR 13460511.CSI.CSP(65E,01 ,0359 SI .9451 CSB,CSLC51 cSE,58 .0478 SJ 1566FS11,CSI,C W,,C5F,C11 .0598 Si 978CSACSLCSW,G51.111 .0747 SJ 1011651, CSW,CSE 1N - 14 812.14 Shear 64 119 149 160 • 170 239 260 509 553 720 772 810' Pull -ON Shear Pun -Out 47 . 60 • 42 72 112 63 83 140 73 87 150 77 91 159 00 114 224 100 121 244 106 216 477 191 229 519 201 273 667' 240 '286 667' • 251 389 667' 342 110 -16 Shear 56 104 . 130 140 148 208 227 444 454' 454' 454' 454' Pull-Out 36 54 63 65 69 86 165 174 217 296 98.18 Shear '51 95 119 128 136 191 208 333' 333' 333* 333' 333' Pull-Out 30 46 53 55 58 73 77 139 146 175 183 249 9 Shear 48 89 111 120 127 179 195 250' 250' 250' 250' 250' GA 25 22 20 20 20 18 18 16 16 14 14 12 14011: 1 Based on CCFSS technical bulletin *02,no. l which Senn !he proposed Al9 apanhfmpmMYmn let saw* ameotbm. rot Nee WnrodWm. lbe cold-formed Ned sedion meld be erahnled W tension. 2 Fy.TJWI for 25, 22, 20 and IS GA sheets. Fy-50s1 for 16,14 and 12 GA sheets, Fn.1.08Fy. 3 • Inlirila mar et the screw tell tengrt. SOM1111n9 scorn produced W Bukdmt Compare and embed meal or exceed tole value. 4 kinimm spadnp W %; mkmnnn edge distant* W %-. 5 Moveable Wads based ones factor of nay of 10. 6 Values may be Increased %leer Wet a seismic lead Powder Driven Fasteners in Structural Steel: Allowable Loads (ibs) Shank Ola. 0,145' .Shoe, SteelThickness v4 - 175' 210 210 210 21 air 175' 110 210 210 1A" 215' 185' 335 335 335 Sheet Thickness 0.0346 - (20611 0.0454118611 0.0566 5166A) 0.0713'1146A) ruoir (126A) NOTE: I MOO uninspected values • NATNC80 Research J2388. Tests were conmmclodwim Me fastener point driven completely through the back side of the hot-rasa member. This was neasmry le obaaifi proper gIlWng ioma 2 Indlcales that bearing capacity of me sheet canlrph. Bearing capacity based on 1036 sWCBF cation for the design of cd6lmmed steal stiudwel moment (wan 1989 addenWm). Vahee based on Fy -631el, Fu.1.006y mldmum 3 .Allowable loads based on a laths of 'sky of 3.0 4 Minimum syncing Is 1 - % - , minimum edge ®Nance Is V. 5 No Increase allowed for wind or seismic loads. • 210 Shank Die. 0-177" Stmt:. Steel Thickness 3Ir 215' 285` 335 335 335 33ks125,22,20,10GA 50ksi 16.14.12 GA Pull-Out 27 40 46 49 51 64 67 121 126 153 160 218 Powder Driven Fasteners in Concrete: Allowable Loads (1bs) Minimum Penehal100 1 -17r 1 -7(46" 1.171" Type el • Leading Pull-Out . Shear Pun -Om' Shear Pull-Out • 90 160 150 • 250 220 Sheer 390 , Shank Of omelet 0.145 0.17* 0.205" Allowable Bearing Capacity of Steel Sheet fibs Concrete Compressive SlrengIll (psi) NOTE: 1 14310 unimpeded value -111131/1600 Resem'n 12388. 2 Values eased on low le edy slid In stone appepalt 3 MVJruna epees g h Y, INdllmm edge msm¢a Is 3•. 4 Ne %Mean snowed for wind orsehndc Wads. 5 gear caddy my nil exceed the teasing rare* of die tended sheet as OM held*. 6 Bad® capacity based on 1986 49 speddc:0 W n lot the design el cold -lamed steel seuctual members (with 1888 addendum). Valets based on Fy -33ka1, Fn.1.06ry midmm. UNIMAST INCOFiPO47 AT ETD 3000 115 225 205 285 280 444 NOTE 1 Design values are based on the 1056 MS spedllralle Ise the design nta steel structural members (w8h 1989 addendum). 2 Bash on Ty-33 fl* ry ninmm. For Fy.ei mi. muddy tabulated values by 121. Fa We kel muelph• hemmed whets by 1.52. 3 VrA es may be increased Slot wind or seismic Imndtno. 4 Allowable loads based on actor of safety of 25. 5 Wed she is peal to or Orealm than 1ba IhY2nen of the thinnest connected sheet. 48 Comments: Documents/routing slip.doc 2 -28-02 DEPARTMENTS: I Bu I d in g Div s n Public Works iM . Mh �. PERMIT COORD COPY ‘' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -468 DATE: 12 -20 -06 PROJECT NAME: RADIO SHACK SITE ADDRESS: 929 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued APPROVALS OR CORRECTIONS: Eli Rw t Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUIING: Please Route Structural Review Required REVIEWER'S INITIALS: n DUE DATE: 12 -21 -06 Not Applicable '❑ No further Review Required DATE: DUE DATE: 01 -18-07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Plahning Division Z Permit Coordinator 0 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License BNBUII *990K3 Licensee Name B N BUILDERS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602056687 Ind. Ins. Account Id VICE PRESIDENT Business Type CORPORATION Address 1 1518 FIRST AVENUE S STE 200 Address 2 City SEATTLE County KING State WA Zip 98134 Phone 2067180960 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 5/23/2001 Expiration Date 9/12/2007 Suspend Date Separation Date Parent Company Previous License BASTINB0000J Next License PURODSI984JN Associated License Business Owner Information Name Role Effective Date Expiration Date BASTIAN, BRAD PRESIDENT 05/23/2001 NIELSEN, JEFF VICE PRESIDENT 05/23/2001 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond p3 Bond Company Name TRAVELERS CAS & SURETY CO Bond Account Number 103355900 Effective Date 08/30/2001 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount S12,000.00 Received Date 09/06/2001 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= BNBUII *990K3 01/12/2007 x x x x x x x x x x x x x x x x x x